HomeMy WebLinkAbout5190 Upper Cattle Creek Rd - 239115103001 - 157396ISINDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION
P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631
Telephone: 328-8755 6 P 11 f6 o t)
YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 15 7 3 s (7!f/
Please call for final inspection before covering any portion of installed system.
OWNER: Karl Wal 1 arh PHONE: 970 27- 307
MAILINGADDRESS: 0800 Snowmass Creek Rd. city: Snowmass State: Co ZIP. 81654
APPLICANT: same PHONE:
SYSTEMLOCATION: 5190 Upper Cattle Creek �Rd.
Car
TAX PARCEL NUM13ER: 2391-151-03{-00n11 A Q
LICENSED INSTALLER:- E9 kT� 7a E*p�# t1as �si-4+V++- a� 1 LICENSE NO: += o 4-9
DESIGN ENGINEER OF SYSTEM: Timberline Engineering David Powell RPE
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: ® occ+i O-y1 Q Y� O h re- V i .
1000 GALLON SEPTIC TANK �.(� (� "�'^-
df CLW'c ►1� c�Q�-ec�1 �'1�7��
ABSORPTION AREA REQUIREMENTS:
SQUARE FEET OF SEEPAGE BED 5400 SQUARE FEET OF TRENCH BOTTOM.
r'Q_V 1 52G0 -`
SPECIAL REQUIREMENTS: Install as per en);ineer's�ciesign dated T} Install at least One clean -out
between the tank and the house, and one every 100'(one on opposite side of driveway near tan
Compact Or d' from One trench to the next Go that the iinrljst
or compacte soi s, so e fluent doesn't leak out pipe runs. Engineer to do final inspection
before TCO will Use riser ri
on tank, if needed bri lids within 8 inches of finished.
ENVIRONMENTAL HEALTH APPROVA L DATE:
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 CAUSE FOR 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: 5400 SQUAREFEET. via 150 infiltrator units as per design
INSTALLED SEPTIC TANK: 1000 GALLON DEGREES FEET FROM S,. P_ Site tTe �n l a n for location
SEPTIC TANK ACCESS TO WITHIN 8" OF FINAL GRADE AND
PROPER MATERIAL AND ASSEMBLY _X YES _ NO
COMPLIANCE WITH COUNTY / STATE REQUIREMENTS: X YES _ NO
ANY ITEM CHECKED NO REQUIRES CORRECTION BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS CORRECTED.
COMMENTS:The leach field location was again changed from the revised drawing dated 7/18/96 Th
installed field location is approximately 30 ft south of perc test hole #1. None of the perc
test holes were in the location of the leach field.
ENVIRONMENTAL HEALTH APPROVAL: DATE:
ENVIRONMENTAL HEALTH APPROVAL: DATE:December 12, 1996
(RE -INSPECTION IF CESSARY)
RETAIN WITH RECEIPT RECORDS
APPLICANT / AGENT: OWNER:
PERMIT FEE PERCOLATION TEST FEE RECEIPT #
CHECK#
(Site Plan MUST be attached)
ISDS Permit # /
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY
P. 0. BOX 179
EAGLE, CO 81631
328-8755-/927-3823 (El Jebel)
**************************************************************************
* -PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00
* *
* MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER".
PROPERTY OWNER: 0464 a PHONE. yay 9,36 7
MAILING ADDRESS: _ D f DD S,d,)a 4,iS1 ,yba)ywsee a`i6 cy
APPLICANT/CONTACT PERSON*
MAILING ADDRESS:
se�z 4lj7,-
PHONE:
LICENSED ISDS CONTRACTOR: PHONE: _J70) f Z3-ZZ3K
COMPANY / DBA : EIS P�NC1,7ft�& Cy,to ADDRESS: 30376 S" Z / z
j i✓�i✓ 5 C7
PERMIT APPLICATION IS FOR: (✓f New Installation ( ) Alteration ( ) Repair
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Building Permit #
1040
(if known)
Legal Description: subdivision:. 406- /??Wk &tW Filing: _Block: Lot No. 7
Tax Parcel Number: - - 2 - 0 0 f Lot Size: %� 5
Street Address: 15-I e I/PPc,e
BUILDING TYPE: (Check applicable category)
(✓r Residential/Single Family Number of Bedrooms 3
( ) Residential/Multi-Family* Number of Bedrooms
( ) Commercial/Industrial* Type
TYPE OF WATER SUPPLY:
(+� Well ( )
( ) Public Name
(Check applicable category)
Spring ( ) Surface
of Supplier:
*These systems/r equire de gn by a Registered Professional Engineer
SIGNATURE: �L9 � Date • '�%zd1,4,b
TO BE COMPLETED BY THE COUNTY C1;1/
AMOUNT PAID: �.���2- .RECEIPT # : _"""""` DATE:
CHECK #: CASHIER:
r
Community Development Department
(970) 328-8730
Fax: (970) 328-7185
TDD: (970) 328-8797
EAGLE COUNTY, COLORADO
December 12, 1996
Karl Wallach
0800 Snowmass Creek Rd.
Snowmass, CO 81654
RE: Final of ISDS Permit No. 1573-96, Tax Parcel #2391-151-03-001.
Property location: 5190 Upper Cattle Creek Rd., Carbondale, CO.
Dear Mr. Wallach:
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
This letter is to inform you that the above referenced ISDS Permit has been inspected and
finalized. Enclosed is a copy to retain for your records. This permit does not indicate compliance
with any other Eagle County requirements. Also enclosed is a brochure regarding the care of
your septic system.
Be aware that later changes to your building may require appropriate alterations of your septic
system.
If you have any questions regarding this permit, please contact the Eagle County Environmental
Health Division at (970) 328-8755.
Sincerely,
Janet Kohl
Environmental Health Department
Eagle County Community Development
ENCL:Information Brochure
Final ISDS Permit
cc: files
'' "" I �illlllll'III
F:1 (�IMFFK4111 'CJ
S'B7[BUCII'URAWPV>CII. ENGWEERWO # C®��9# ]EiYMGYY DWIIGN Pli8®MSSII®RTA L
Eagle County Environmental Health Department
P.O. Box 179
Eagle, Colorado 81631
Re: Percolation Tests
Lot 7, Spring Park Ranches
Dear Inspector:
On April 23,1996, percolation testing was performed at the above location. Three holes , spaced
approximately 50 feet apart and 3 feet deep were observed. The holes were dug using a backhoe Y
and test holes were created at the bottom with a shovel. The holes were filled with water within
18 hours prior to the test and were refilled with water again approximately 30 minutes prior to
testing. Following is the result of the testing.
Hole # 1
min.
fall
15
.25
15
.25 D
15
.125 )qu
15
.125 �1
60
.75
avg=
80 min/inch
Hole #2
min
fall
15
.4375
15
15
.4375
15
.3125
.375 !AO
60
1.563
avg=
38 min/inch
Hole #3
min
fall
15
.25>`
15
.25
15
.25 is
15
.125 "
60
.875
avg=
67 min/inch
Total average was 57 minutes per inch.
For the proposed 3 bedroom house and the proposed infiltrator trench style system, the required
total area would be 1,023 square feet.
If you have any questions regarding this report, or if we can be of any further service, please call
us at 970-963-9869.
Sincerely
C�
David A. Powell, PE
Reg. No. 25851
DAV><II'D POWE LlL, P.1E. 11 HONIE / FAX
P.O. BOX 631
CARBONDAM, CO.81623 (970) 963-9869
I I I IIa11003 I : K a IINO' 1 MM 10 a 0911 Irk [
S'II'RUMMAUCIIIAL ENGINEERING # OORTT RAC7CTNG ♦ CFR=IID ENERGY DESIGN PROFESSIONAL
August 5, 1996
Eagle County Environmental Health Department
P.O. Box 179
Eagle, Colorado 81631-0179
Attn: Laura Fawcett
Re: Percolation Tests
Wallach Residence
Lot 7, Spring Park Ranches
5190 Upper Cattle Creek Rd.
Dear Laura:
On July 18, 1996, percolation testing was performed at the above location. Three holes , at
variable spacing (20 plus feet) and 3 feet deep were observed. The holes were dug using a
backhoe and test holes were created at the bottom with a shovel. The holes were filled with
water within 24 hours prior to the test and were refilled with water again approximately 30
minutes prior to testing.
Hole 41 (Southerly)
min.
fall
15
0.0
15
0.125
15
0.125
15
0_0
60
0.25
avg=
240 min/inch
Hole 92 (Easterly)
min
fall
15
0.5
15
0.625
15
0.625
15
0.375
60
2.125
avg=
28.2 min/inch
Total average was 109 minutes per inch.
Hole #3 (Northerly)
min fall
15 0.1825
15 0.3125
15 0.25
15 0.25
60 1.00
avg= 60 min/inch
No groundwater or bedrock was encountered in the profile hole. There was approximately 1 '/2
feet of topsoil. Subsoils were clays for the remainder of the 8 foot depth.
If you have any questions regarN
Sincerely, AD.PQ
David A. Powell PE
IIDAVM POWM L, P.E.
P.O. BOX 631
cCARBONIDAII E, CO. 81623
please call us at 970-963-9869.
112161060
(970) 963-9869
1o1rIVI 1.1ic T 1r. :l k 1r c
mummAixPA . EN(amas coNmAcmo ® cmwm mmwy DesioN nomsYONAL
M E M O R A N D U M
(Via Fax Transmission)
Total Number of Pages-2
TO:
Laura Fawcett
Eagle County Environmental Health Department
500 Broadway
P.O. Box 179
Eagle, CO 81631-0179
Fax 970 328 7185 / Phone 970 328 8755
FROM:
David Powell
RE:
Wallach Residence ISDS
DATE:
December 3,1996
Attached is the letter you requested.
IIDAVIUD POVnI ,L, IP.]E?. PHONE/]FAX
P.O. BOX 631
C 0NDM, CO.81623 (970) 963-9869
I "; i i i " I'.' ,i I 1 `•, III � I� ':�I' I" II`. ' �� ` I ! �� ( III\ i I:AI" i II!' HI' �� - �, ':AI'' � `� I►� - ; I r" �, I•� �r ,,�, I- I- �Si \ -\ I
December 3, 1996
Eagle County Environmental Health Department
P.O. Box 179
Eagle, Colorado 81631-0179
Attn: Laura Fawcett
Re: Soil Type for ISDS
Wallach Residence
Lot 7, Spring Park Ranches
5190 Upper Cattle Creek Rd
Dear Laura:
The soils at the bottom of the infiltrator trenches were examined by me at the time of installation
of the system and were found to be consistent with the soils encountered in the percolation test
holes immediately adjacent to the trenches.
If you have any questions call us at 970-963-9869.
Sincerely
David A_ Powell, PE
DASD POVMIZ, ]PM.
P.O. ]BOX 631
CARBONDALE, CO.81623
(970) 963-9869
I,IN1I:�M,K1_Ii; I: I:i�C►II01010,I�II.�(;
SMUCFURAUCPAL ENGWEERHNG # cCGN ACITNG ♦ CERnIID GY DESIGN lEa][ GMSSIIONAII,
Novembef 27, 1996
Eagle County Environmental Health
P.O. Box 28970
El Jebel, Colorado 81628
Re: ISDS Installation
Wallach Residence
Lot 7, Spring Park Ranches
5190 Upper Cattle Creek Rd.
Dear Reviewer:
The installation of the ISDS for the above residence has been completed and has been installed
in accordance with applicable county specifications and the approved plan. A revised drawing
of the system to reflect as -built conditions has been attached.
If you have any questions, please call me at 963-9869.
Sincerely,
David A. Powell, PE
Reg. No. 25851
DAB POWE1. L, P.IE.
P.O. BOX 631
cCARBONDAL E, CO. 81623
PH®NE/ FAX
(970) 963-9869
11�1wui kiii 'awtar. l7CULCL11 IGL•JUJ—J4D-64.)4
HGPWORTH-PAWLAK GGOTfrCIiNICA,L, INC.
Hpr 2b 96 16:30 No.002 P.02
5020 Road 154
Glenwood Springs, CO 81601
Fax 970 945.8454
Phone 970 945.7988
SUBSOIL STUDY
- FOR FOUNDATION DESIGN
PROPOSED RESIDENCE
LOT 7, SPRING PARK RANCHES, COUNTY ROAD 113
]EAGLE COUNTY, COLORADO
JOB NO. 195 547
JANUARY 10, 1996
PREPARED FOR.
KARL WALLACH
C/O VENTURES WEST
ATTN-. DAVID MUCKEN IRN
P.O. BOX 8353
ASPEN, COLORADO 81612
icf-+wUI 4iii c1tuIaK l7CU L,Cl.1I I EL Hpr 2b. yb 16:31 No .002- P.03
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY ...... . .... . ...... . ........... 1
PROPOSED CONSTRUCTION .................................. I
SITE CONDITIONS ... • . .................................... 2
FIELD EXPLORATION ... , ... • ..... , .................. , ...... 2
SUBSURFACE CONDITIONS .......... . ................ I . , ..... 2
FOUNDATION BEARING CONDITIONS .......... . ........ . ....... 3
DESIGN RECOMMENDATIONS . ....... . ....................... 3
FOUNDATIONS ....................................... 3
FOUNDATION AND RETAINING WALLS .... .................. 4
FLOOR SLABS ..... , ..... I .. , ...... • , ..... I ........ I 1 G
UNDERDRAIN SYSTEM ................... . • ...... ..... 7
SURFACE DRAINAGE 7
LIMITATIONS ............................................. 8
FIGURE I - LOCATION OF EXPLORATORY BORINGS
FIGURE 2 - LOGS OF EXPLORATORY BORINGS
FIGURE 3 - LEGEND AND NOTES
FIGURE 4 & 5 - SWELL -CONSOLIDATION TEST RESULTS
TABLE I SUMMARY OF LABORATORY TEST RESULTS
HEPWORTH-PAWLAK GUOTECHNIfCAL, INC.
5020 Road 154
Glenwood Springs, CO 91f,01
January 10, 1996
Fax 970 94-1P8454
Phone 970 945.7988
Kul Wallach
c/o Ventures West
Attn: Dave Muckenhirn
P.O. Box 8353
Aspen, Colorado 81612 Job No. 195 547
Subject, Subsoil Study for Foundation Design, Proposed Residence, Lot 7, Spring
Park Ranches, County Road 113, .Eagle County, Colorado.
Gentlemen:
As requested, we have conducted a subsoil study for design of foundations at the subject
site.
Subsurface conditions encountered in the exploratory borings drilled in the proposed
building area consist of i to 1 lh feet of topsoil overlying gravelly clayey sand to a depth
of 5 feet. Below 5 feet, the subsoils consisted of medium to high plasticity, expansive,
slightly sandy clay. Groundwater was encountered in Boring I at 11 1h feet below the
ground surface at the time of drilling. Groundwater was not encountered in the borings
when checked 24 days later.
The proposed residence can be founded on spread footings placed on the natural
subsoils and designed for an allowable bearing pressure of 3,000 psf. The footings
should also be designed for a minimum dead load pressure of 1,000 psf.
The report which follows describes our investigation, 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-PAW LAK GEOTECHNICAL, INC.
&,- (- f ,
Daniel E. Hardin, P.E.
Rev. By: SLP
DEH/ro
cc: Roger Kerr and .Associates
I I'-[IWUI 4111 O.W 1 OLN UGU 1,Uk,II I GL - OUO-114J-94J4 m.[ir- zu jo lb ; 01 NO . UU2 i . U`J
PURPOSE AND SCOPE OF STUDY
This report presents the results of a subsoil study for a proposed residence to be
located on Lot 7, Spring Park Ranches, County Road 113, 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 accordance with
our agreement for geotechnical engineering services to Karl Wallach, dated December
6, 1995. A preliminary geotechnical study and geologic hazard assessment for Lots 1
to 9 of Spring Park Ranches was presented to HLEM Investments in a report dated
March 23, 1995 under our Job No. 194 365.
A field exploration program consisting of exploratory borings was conducted to
obtain information on subsurface conditions. Samples obtained during the field
exploration were tested in the laboratory to determine compressibility or swell
characteristics and classification of the on -site soils. The results of the field exploration
and laboratory testing were analyzed to develop recommendations for foundation types,
depths and allowable pressures for the proposed building foundation. This report
summarizes the data obtained during this study and presents our conclusions,
recommendations and other geotechnical engineering considerations based on the
proposed construction and the subsoil conditions encountered.
PROPOSED CONSTRUCTION
The building is proposed in the area roughly between the exploratory boring
locations shown on Fig. 1. The residence will be a two story wood frame structure over
a basement level. The excavation for the building will have a maximum cut depth of
one level, about 8 to 10 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 proposed type of construction.
If building loadings, location or grading plans are significantly different from
those described above, we should be notified to .reevaluate the recommendations
contained in this report.
i I�rI V I I I UWI uh \JGU I.GI.II ILL•tJVJ-'4J 04J4 tl FJ(- LG] 'JtD NO.UUL I .Ub
,2,
SITE CONDITIONS
The proposed building area was vacant pasture land and was covered with less
than 1 foot of snow at the time of our field work. The building area slopes gently down
to the southeast at grades of 3 to 5%. The site is vegetated with grass and weeds. A
shallow, dry irrigation ditch crosses the building area between the borings. There were
scattered scrub oak trees west and northwest of the building area. Spring Park
Reservoir is located southeast of Lot i. County Road 113 (Upper Cattle Creek Road)
borders the west side of Lot 7.
FIELD EXPLORATION
The field exploration for the project was conducted on December 154 1995.
Two exploratory borings were drilled at the locations shown on Fig. 1 to evaluate the
subsurface conditions. The borings were advanced with 4-inch diameter continuous
flight auger 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. 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 profiles encountered at the site are shown on
Fig. 2. Below about 1 to 11h feet of organic topsoil, the subsoils consist of medium
dense, clayey gravelly sand with sandy clay layers. At a depth of about 5 feet in both
borings, the subsoils became a medium to high plasticity slightly sandy clay. The clay
H-P GIEOTECH
r.. .— ---un -JL.L..+U%j J4`) _U41104 rl[JfZ0 yp 1tD.,}L i�io.uul r'.u(
-4-
1) Footings placed on the undisturbed natural soils can be designed for an
allowable bearing pressure of 3,000 psf. The footings should also be designed
for a minimum dead load pressure of 1,000 psf. In order to satisfy the minimum
dead load pressure under lightly loaded areas, it may be necessary to concentrate
loads by using a grade beam and pad system or void form within the footing
section.
2). Based on experience, we expect settlement or heave of footings designed and
constructed as discussed in this section will be about 1 inch. There could be
some additional movement if the bearing soils were to become wet.
3) The footings should have a minimum width of 16 inches for continuous footings
and 24 inches for isolated pads.
4) Continuous foundation walls should be reinforced top and bottom to span local
anomalies and limit the risk of differential movement. One method of analysis is
to design the foundation wall to span an unsupported length of at least 12 feet.
Foundation walls acting as retaining structures should also be designed to resist
a lateral earth pressure as discussed in the "Foundation and Retaining Walls"
section of this report.
S) Exterior footisg's 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 the exterior grade is typically used in this
area.
6) Prior to the footing construction, any existing fill, topsoil and loose or disturbed
soils should be removed and the footing bearing level extended dawn to
competent bearing soils. If water seepage is encountered in the excavation, the
footing areas should be dewatered before concrete placement.
7) A representative of the soil 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 60 pcf
for backfill consisting of the on -site fine-grained soils and 45 pef for backfill consisting
H-P GFOTECH
Hpr- LtD ':Jb iO;,5O.NO.UU2 I .U8
5
of imported granular materials. 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 50 pef for backfill consisting of the on -site
fine grained soils and 40 pcf for backfill consisting of imported granular materials.
All foundation and retaining structures should be designed for appropriate
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 underdmin should be provided 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 slightly above optimum.
Backflll in pavement 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. Compacting the on -site clays soil dry of optimum moisture could increase the
expansion potential. 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.
We recommend imported granular soils, such as road base, for backfiiling
foundation walls and retaining structures because their use results in lower lateral earth
pressures. Imported granular wall backfill should contain less than 25 % passing the No.
200 sieve and have a maximum size of 5 inches. Granular materials should be placed
within 2 feet of the ground surface and to a minimum of 3 feet beyond the walls. The
granular backfill behind foundation and retaining walls should extend to an envelope
defined as a line sloped up from the base of the wall at an angle of at least 30' from the
vertical, The upper 2 feet of the wall backfill should be a relatively impervious on -site
soil or a pavement structure should be provided to prevent surface water infiltration into
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
H-P GEOTECH
T
ab-
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 backiill against the sides of the footings can be calculated
using an equivalent fluid unit weight of 300 pef . 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
maximurn standard Proctor density ata moisture content near optimum.
FLOOR SLABS
The on -site soils possess an expansion potential and slab heave could occur if the
subgrade soils were to become wet. Slab -on -grade construction may be used provided
precautions are taken to limit potential movement and the risk of distress to the building
is accepted by the owner, A positive way to reduce the risk of slab movement, which is
commonly used in the area, is to construct structurally supported floors over crawl
space.
To reduce the effects of some differential movement, nonstructural floor slabs
should be separated from all bearing walls and columns with expansion joints which
allow unrestrained vertical movement. Interior non -bearing partitions resting on Moor
slabs should be provided with a slip joint at the bottom of the wall so that, if the slab
moves, the movement Cannot be transmitted to the upper structure. This detail is also
important for wallboards, stairways and door frames. Slip joints which will allow at
least 1 112. inches of vertical movement are recommended, Floor slab control joints
should be used to reduce damage due to shrinkage cracking. Slab reinforcement and
control joints 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 immediately
beneath basement level slabs -on -grade. This material should consist of minus 2-inch
aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the
No. 200 sieve. The free -draining gravel will aid in drainage below the slabs and
should be connected to the perimeter underdrain system.
H-P GE07ECH
i �+r w�•i I uw1 un <JGu uGull ILL JUJ—.74J-04OL4 hPr LJ `ju 10.54 ('aO.UU2 F.10
-
Required fill beneath slabs should consist of a suitable imported granular
material, such as road base, excluding topsoil and oversized rocks. The fill should be
spread in thin horizontal lifts, adjusted to at or above optimum moisture content, and
compacted.to at least 95 % of the maximum standard Proctor density. All vegetation,
topsoil and loose or disturbed soil should be removed prior to fill placement.
The above recommendations will not prevent slab heave if the expansive soils
underlying slabs -on -grade become wet, However, the recommendations will reduce the
effects if slab heave occurs. All plumbing lines should be pressure tested before
backfilling to help reduce the potential for wetting.
UNDERDRAI:N SYSTEM
Perched groundwater was encountered during our exploration and it has been
our experience in mountainous areas and where clay soils are present, that local perched
groundwater can develop during times of heavy precipitation or seasonal runoff.
Frozen ground during.spring runoff can also create a perched condition. Therefore, we
recommend below grade construction such as crawl space and basement areas be
protected from wetting by an underdrain system. The drain should also act to prevent
buildup of hydrostatic pressures behind foundation walls.
The underdrain system should consist of a drainpipe surrounded by free -draining
granular material placed at the bottom of the wall backfill. The drain lines should be
placed at each level of excavation and at least 1 foot below lowest adjacent finish grade,
and sloped at a minimum I % grade to a suitable gravity outlet. Free -draining granular
material used in the drain system should consist of minus 2-inch aggregate with less
than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. The
drain gravel should be at least 1 112 feet deep. An impervious liner such as 20 mil PVC
may be placed below the drain gravel in a trough shape and attached to the foundation
wall with mastic to keep drain water from flowing beneath the wall and wetting the
underlying soils.
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and
maintained at all times after the residence has been completed:
H-P GEOTECH
.vrv�.v. vi.. uwau,A vtV t•l..Lll ILL •JV.J J4J V4J4 r1JJf LO `JU 1V•on i4o.uu2 1 .11
1) Excessive wetting or drying of the foundation excavations and underslab areas
should be avoided during construction, Drying could increase the expansion
potential of the soils.
2) Exterior backfill should be adjusted to near optimum moisture and compacted to
at least 95 % of the maximum standard Proctor density in {pavement areas and to
at least 90% of the maximum standard Proctor density in landscape areas. Free -
draining wall backfill should be capped with about 2 to 3 feet of the on -site soils
to reduce surface water infiltration.
3) The ground surface surrounding the exterior of the building should be sloped to
drain away from the foundation in all directions. We recommend a minimum
slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of
3 inches in the first 10 feet in paved areas.
4) Roof downspouts and drains should discharge well beyond the litnits of all
backfill.
5) Landscaping which requires regular heavy irrigation should be located at least
10 feet from foundation walls.
L MITATIONS
This report has been prepared in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
other warranty either expressed or implied. The conclusions and recommendations
submitted in this report are based upon the data obtained from the exploratory borings
drilled at the locations indicated on Fig. 1, the proposed type of construction and our
experience in the area. Our findings include interpolation and extrapolation of the
subsurface conditions identified at the exploratory borings and variations in the
subsurface conditions may not become evident until excavation is performed. If
conditions encountered during construction appear to be different from those described
in this report, we should be notified at once so reevaluation of the recommendations
may be made.
This report has been prepared for the exclusive use by our client for design
purposes, We are not responsible for technical interpretations by others of our
information. As the project evolves, we should provide continued consultation and field
W-P GEQTECN
I-1-wUI III Uwaah ucu l.c L'II ILL_-OUJ-74J-04J4 Hpr io jo lt:6t) NO.002 P.12
services during construction to review and monitor the implementation of our
recommendations, and to verify that the recommendations have been appropriately
interpreted. Significant design changes may require additional analysis or modifications
of 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 sail engineer.
Sincerely,
HEPWORTH-PAWL,
)4- J-(�_
Daniel E. Hardin, P.1
Reviewed By:
Steven L. Pawlak. P.E.
DEHlro
H-P GEOTECH
„L.� �, . �« 4� �4� �� • ,�� 7'iJ V•FJ�F nNi Lo J' V LtD -,DtD I'VU . UUZ r . 1.)
!/
All
BUILDING
1 t ENVELOPE
,y
UTIL
•� r' �r i �r
f1 i
1 i
0
rI
' RING 2�
�C, 1
o �J EASEIMEIViS DITCH MONARCH �+ GQR
� I�/FJORIN\(;\.,,
!o
iRRIGAMTION
I1 J DITC 1
!' '747 � 7170
I jgwro
APPROXIMATE SCALE
EXISTING WIRE FENCE 1” 9 '2OO'
IRRIGATION
DITCHES '
195 547 HEPWORTH-PAWLAK TLOCATION OF EXPLORATORY BORING$ �;�. t
GEOTECHNICAL, Inc.
pf L0 y0 10.00 NO .UU2 F. 114
Baring 1
Boring 2
Elev•=7489.0'
Elov.;:7485.5'
7490
7490
71185
i.�
7485
24/12
_
WC_ 14.9
...
DD-118
:=•
-200z 82
•`
•• 43/12
• �.
y�10w
7480
3?/12
0:11.2
7480
a
WC= 23.0
10 nD- 122
U4
a
lo
DD=103
a
°
�' �200-92
4
4'
24 / 12
.,q
v)
7475
P4 / 12
WC= 18.5
7475
a�
WC_ 25.0
DID= 110
w
00, DD= 99
00
15/12
7470
22/12
WCe29.5
DD= 94
7470
do
--200= 97
LL_ 74
00
PI- 99
9/12
7465
7465
Note: Explanation
of syrmbola 3tj shown on Figure 3.
195 547
HEPWORTH-PAWLAK
Logy of Exploratory Borings
Fig.
GEOTECHNICAL, l�nc.
���.�w�� a.iii uwaur� V4V1.4411 �L ..+L+� .7 ai ,..J_Oz+J4 i"i FJt LC'J �JO 10:00 NC.UU2 F.1`J
LEGEND:
TOPSOIL; sandy clay, organic, medium stiff, moist, dark brown. Roots.
SAND (SC), clayey, gravelly, with sandy clay layers, rock fragments,
medium dense to dense, moist, reddish brown.
CLAY (CL-CH); slightly sandy, medium to high plasticity, with occasional
sand layers, stiff to very stiff, moist, reddish brown with grayish green layer
12-14 feet deep in Boring 1, 13 to 16 feet deep in goring 2.
�] Relatively undisturbed drive sample; 2-inch I.D. California linger sample.
`24112 Drive sample blow count; indicates that 24 blows of a 140-pound hammer
failing 30 inches were required to drive the California sampler 12 inches.
- Water level at time of drilling, Not encountered when checked 24 days
later. May have been perched.
NOTES:
1.' Exploratory borings were drilled on December 15, 1995 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.
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. Water level reading shown on the log of Boring 1 was made at the time of
drilling. No free water was encountered in the borings when checked 24 days
after drilling. Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( °Ja )
DD = Dry Density (pcf)
-200 = Percent passing No. 200 sieve
LL = Liquid Limit t°lo)
P1 =Plasticity Index (%)
195 547 ! HEPWORTH-PAWLAIf
I 050TECHNICAL, Inc, Legend and Notes Fig, 3
`*+WWI 4I II u. UJ 1 Ur% 4,) A-, LJ 6CIt, II ILL J,V.]—.�4+_1 4J4 hjyr o ID .1b•J( NO.UU2 F'.lb
Moisture Content 1 4+. 9
Dry Unit Weight = 118
Sample of: Sandy Clay
From: Boring 1 @ 4 Feet;
Expansion
Upon Wet
percent
p Cf
0.1 1.0 10 100
APPLIED PRESSURE - ksf
Q
0
-A
r�
N
ta.
k
W
,e- 0
G
O
-4
m 1
00
m
s.
n,
a
2
K
Moisture Content = 25.0 percent
i Dry Unit Weight 99 pof
somple of: Slightly Sandy Clay
iFrom: Boring 1 @ 14 Feet'. �
1
HII
Expansion
Upon Wetting
0.1 I •u 10
APPLIED PRESSURE - ksf
195 547 MEPWQRTH-PAWLAF SWELL-CCNSOLIDATICJN TEST RESULTS
GEOTECHNICAL, Inc.
100
Fig. 4
i isr WUI L,HI CIU110.1k VGU I. Gl. 11 1GI_•JUJ--j47-04Z)4 mpr zb v'0 1.b;'d( NO.UU2 F.1 t'
3
moitture Content percent
Sampitot- Slightly Sandy Clay
Boring 2 @ 9 Feet
EmFTOM:
on1111�
1�
■1��
1
Moll
U.1 I.0 IV 1uu
APPU5_0 PRESSURE ksf
795 547 WEPWORTH-PAWLAK CEO17ECi- LAISWELL-CONSOLIDATIONSWELL-CQN�Lit�ATI�N TEST REStJ�.TS Fiq.
• �-- �- •-,...+ . ..... v...v . u . � v �. v ..... �... i i L L V V V J Y J C? `•# J '•4
nNi LQ yu 10 •1)0 I140 .UUL h'. I?S
i"
LO
U)
C7
z
in
O
n
U)
t
M
U)
w
cc
F-
U)
L.0
UJ
m
�0
m
IL
0
'D
U
U
U
U
�
1°
to
cn
v
tip
u,
LM
a
III
C
IE W
$
N
N
p•.
q 3e
4i
e
O
M
o
rn
W
_
d1
0
C]
N
liJ
li"j
N
Coi
ai
N
1573-96 Tax#2391- 54- /}��p0/
JOB NAME LOW Spring Park �ZnA WALLACH
5190 Upper Cattle Creek Rd
- JOB NO. P
OB LOCATION
I
DATE STA;��,
DATE COMPLETED
DATE BILLED
M �
wa, ig
/..�
! . _�� ,
_
1 [lTa
•
AMA
�r ri,_�
i
�� I I
��� �'�
�� � I r _��.♦'
Lam.! �
�'° �
� ���_L_- /;t /��.- �<.'� J_ _ 1./�� IIL..�i
.
JOB COST SUMMARY
� ,
�� MEN-
L"_ ..i
TOTALME
•
qq
' ;l % , Me M ,
INSURANCE
-■
►. l 1, ,.> � � [. '! � �
� „►:
-■
_,_mil`. r. I• . l . .. l S ' �•
- �-
MISC. COSTS
' L ��_ t -% .l.__'/ /L/ _ / ..
SIN■
rim"'Raff �4 � I �_g . W N 0 0 19
ENE
ME,
TOTAL JOB COST'
WA
"W
NO WE
LESS OVERHEAD COSTS
OF PRICE_NET
am. &MM"FAMA
I ARL
M,
PROFIT
JOB FOLDER Product 278 ®q NEW ENGLAND BUSINESS 6RVICE, INC.. GROTON, MA 0147 JOB FOLDER Printed in U.S.A.
8 F(, PROFILE HOLE
NO WATER PRE5W, NO 50L
PIPS PROM THE SEPTIC TANK 1'O THE INPILTPA1'OP TP�NCH T NCN �'Y59M MU5f 13� IN5fALL�n AS POLLOWS; 10 INI%MAZIR TMNCH5 WITH 15 LNIf5 EACH
- 10 EEEt MINIMUM BETWEEN T�ENCIfS
- _- - _ - %RI& E715TMRMON IN5tAIlATION
THE MINIMUM 51.OP� OF THE LINE MU5f It 1 / 4" PAP POOr IN5tAl rAP.AI.LM r0 CONroLR LINE
AVOIl7 IN5%I.MON TWOLIGN FWFLE HOLE
THE PIPS MU51' (3� A MINIMUM OF A51'M 2729 PVC PIPS, IF 'I'I-I� LIB; CP055� 12" MINIMUM COVER of NATIVE BACKEU.L
5 A MICULM ACC 55, TRENCH OR VEIN AIzo W LPNIL . PERMMITER
TH- plp� 5P' CIFICATION 5HALL It CHAN02 TO A5fM 5054 PVC X [tTTEp, � ro Mr- Cf 51HAa WASP
HE TPIPS 5HALL I3� A MINIMUM 0
- P 4IN nIAWV, �
5, U51� 05�P5 TO PPIN6 THE 51�PT1C TANK ACC�55 WITHIN 6" OF FINAL GZAP�.
6, ALL MASPIAL5, IN5fALLA110N FWT`IC�5 ANn 51�TC3 - ACK P�QUIMM 5 5HALL
COMPLY WITH �A61.1� COUNTY IN12IVI12U& 5 W 61� 1215PO5A1, 5Y5SM d�61A110N5.
INPILTPW R COMPON%f5 TO C3� IN51&I H2 IN ACCOPnANC� WITH I NU�ACTUP P
- - 5 MCOMM�NnATI0N5,
a ,
sc�tce: r - 20
NORM
I
3' APPROX.-
-7 V-
&L Tt?AN5EER FIK5 TO BE FMWE17 ON
NATK 5OL5 OR COMPACTEt7 FILL, ALL
Pn510 EXif EW PLATE, NOf f0F OF UNIT
1
'=1
i
1
A, C&CLLAT10N5
1. MCOLA110N PAS - 80 MPI coNfaiz LIM
2, FLOW PAt = 3 6t IXOOM5 X 2 X 15 X 1.5 - 615 6ALLON5 PAP PAY CONfOLR III
10 INFLWArOR nMNCH5 WITH 15 LIN1 5 �ACN
?J, WQUIMn V11C WANK CAPACITY _ 1000 GALLONS 10 fftr MINIMUM KfMEN TITNGf5
%M& V15TIZI1311nON IN%ALLATION
4, Ar350P13110N 1MNCN AMA MQUIM19 SOINsrALL t'AIZAALL�I. ro coNrouZ un� ;
AVOIn IN5rAU.An0N TWOUGii I'fZOFU Hae
_ 3 3 t� MRCOLAnON Te5f HM #2 12" MINIMUM COVeR 0V NAflW BAXILL
615 6Pn/ 12 GPn/ 5Q.Ff. , 15 5Q, Ff.
103 APPROX
Ann 607o FOP 1215PO5AL ANn WA51-11�p - 5,400 5Q, Ff.
I2WUCf 507o FOP INFILIIZATOIZZ MNCN - 2,100 5Q, Ffe
NO WAZIZ pIZ %W, NO SOIL ANOMLE5
5, INFILMTOP fMNCN IN5f&A AT10N;
IN 4" nINVVER 55
2,100 5Q, Ff./ IS/ 50.Ff. PAP UNIT - ISO UN11'5 MIN, ; VE MRfIZ-NCH)
3 :�NCN MIN, _ _ � _ - - - - - - o I�rZcoLAnoN T�srHOL� #3
2,100 5Q. Ff./ 5Q. Ff,/ UN11' 900 L.F.L�0�
IN5f& 101MNCN�5 WITH 15 UN11'5/ MNCN 150 UNIf51'01'AL Q
o
`C I
i
APR 3 0 1996
i
i; �0MUN'l7Y nPVEt0 pMEl\
I. TH- INFIVMTOP 1MNCN t301"1'OM5 5NALL It L�V�L C + / O,I INCHE5)
TmNCN5 MU5f tt PLA02 IN NA1'U\\AL GPOUNn (NOf IN FILL) ANn PACKFILL
- ; � `. r�aCCOLAnoN T�srHOL� #i
4" MINIMUM EFFUNr LINE ----� o
MU5f PPOVVn P051*1 19PAIWA AWAY FPOM THN 1MNCW5,
Q
2, THN V11C TANK 5NALL It LOCASn Af L�A5f FIVE ff�f AWAY FPOM 1'N� M5112�NC�
3, V1 PIPS FPOM V M511?%C� TO V1 WANK MU5f Lt IN5rA lft9 A51`01,0W5; 1000 GALLON MIN. 5MC fMK 0
fN� PIPS MU5f 1X IN5f&LR9 5T?AI6N1" IN ALLIGNWNf ANn 61Wn .
IF A CNAN61� IN &1L16NM%f OP GW� 15 N�C�55AIZY, A CL�ANOU1' WILL It MQUIM12 Af THN CNAN6�,
V' MINIMUM 6W? 0r TH- plp� MU5f r3� 1 / 4" PAP roof.
THN PIPS MU5f M A MINIMUM OF A5fM 2129 PVC pips` IF THN LINE CP055�5 A MICULAp ACC�55, INIM UNt
THN PIPS 5MCIFICA110N 5NALL P3 CNAN02 TO A51'M 5054 PVC OP I3�ftk, TM
w
(ix MINIMUM OF I CL�ANOU1' 5NALL Lt IN5fAlW Af THN 0CA110N W M TH- PIPS LW5 THM5112%C�.
THN . PIPS 5H&L It A MINIMUM OF 4" IN VAWTRZ. I ,
o0
4. TH- PIPS FPOM V' VIC TANK TO V' INFILTA R MNCN TWNCH 5Y5TM MU51' Lt IN51&A W A5 FOLLOW5; � � 4' APPR X.-
V1 MINIMUM SLOPS OF 11� LINE MU5f 6t 1 / 4" PAP r001', N X
THN PIPS MU5f It A MINIMUM OF A5TM 2129 PVC PK, IF 11-l� LINE CPO55�5 A VFNICULM ACC�55,
1lt PIPS 5P�CI.FICA110N 51-1AL1, It CNANGRn fO A5fM 3O34 PVC OP ItfSk, �
THN Pips SHALL tt A MINIMUM OF 4" IN n1AW1RZ, -
5
i ''`
-
OF FINAL GW�, , U5� PI5�P5 TOC3PING �'N� 5�P11C TANK ACC�55 WITHIN 6
6. ALL MASPIAL5, IN5%LA11ON PP,AC1U5 ANn 5V13ACK MQUIMWNf5 5NALL
COMPLY WITH WlL COUNTY INPIV112UAL 51�WA61� 1215PO5AL 5Y5SM M6ULAT10N5,
1, INFILVATOP COMPONN5 TO r3� IN51 I,W IN ACCOWANC� WITH MANUFACTUMP5 MCOMWNIWON5,
n�
5G&r. 1" - ZOO' N01Pitf
FCOPYRIGHT
4/Z9/9G-
DRAWN BY
1�) AP
a
Iltz
Iz-
o
Iz
U
v
1441
DATE
4/29/9G
0trtii,u
1" 20g
DRAWING
1505
1N57-&,LA 7-10N
00
SHEET
Vim' 1L