HomeMy WebLinkAbout576 Pilgrim Dr - 210519202010 - 1686-97ISINDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION
P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631
Telephone:328-8755 Building Permit # 11095
iU YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. I 8 6
Please call for final inspection before covering any portion of installed system.
OWNER: Fred Emich PHONE: (303) 933-0927
MAILING ADDRESS: 16400 West Colfax city: Golden state: CO Zip: 80401
Denver, CO 0211
APPLICANT: Byron Stanley, Anderson & Hastings, 2059 Bryant St. PHONE: UM 433-8486
SYSTEMLOCATION: 576 Pilgrim Drive, Edwards, CO TAX PARCEL NUMBER: 2105-192-02-010
LICENSED INSTALLER: Native Excavating, Randy Jackson LICENSENO:_34-97
DESIGN ENGINEER OF SYSTEM: Anderson & Hastings Consulting Engineers, James Hastings
INSTALLATION HEREBY GRANTED FOR THE FOLLOWING:
1500 GALLON SEPTIC TANK
ABSORPTION AREA REQUIREMENTS:
SQUARE FEET OF SEEPAGE BED 5625 SQUARE FEET OF TRENCH BOTTOM. via 156 Biodiffusor units as per design
SPECIAL REQUIREMENTS: Install_ as per engineer's revised design dntarl 4-74-97_ Engineer is rps nn nsib
for final inspection of system Building CO will not he issued without this r'Prtifiratinn,
ENVIRONMENTAL HEALTH APPROVAL: DATE: % i
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: 5625 SQUAREFEET. via 156 Biodiffusors.
INSTALLED SEPTIC TANK: 1500 GALLON DEGREES FEETFROM see as bui1 s for system location
SEPTIC TANK ACCESS TO WITHIN 8" OF FINAL GRADE AND
PROPER MATERIAL AND ASSEMBLY _.. 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: 'Engineer final letter rerPivPd 17-10-97_
ENVIRONMENTAL HEALTH APPROVAL: DATE: December 12, 1997
ENVIRONMENTAL HEALTH APPROVAL: DATE:
(RE -INSPECTION IF NECESSARY)
RETAIN WITH RECEIPT RECORDS
APPLICANT / AGENT:
OWNER:
PERMIT FEE PERCOLATION TEST FEE RECEIPT# CHECK#
(Site Plan MUST be attached)
ISDS Permit # l(U U2~ l 7
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT
ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY
P. O. BOX 179
EAGLE, CO 81631
328-8755/927-3823 (El Jebel)
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* PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00
* *
* MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER"
**************************************************************************
PROPERTY OWNER: F R E D E M I CH -PHONE: (303)c(3.3,02 2
MAILING ADDRESS: 16400 WEST C.OLFkX Go�OE �. CO. 80401
APPLICANT/CONTACT PERSON: B YRON STANI-Ey PHONE: (_302) y.33 -SyAI
MAILING ADDRESS: ANr)F_R,,SnN g RAsrrNGS, aO .S9 B R YANT S . DENVER Co. f; O a 1 j
LICENSED ISDS CONTRACTOR:
COMPANY/DBA:
PHONE: 1 )
ADDRESS:
**************************************************************************
PERMIT APPLICATION IS FOR: X) New Installation ( ) Alteration ( ) Repair
**************************************************************************
LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM:
Building Permit # (if known)
Legal Description: Subdivision:?_i.C;,pzm Filing: 7 Block: Lot No..
Tax Parcel Number: L L�_ --L Lot Size: �G 7
Street Address: 5�10
BUILDING TYPE: (Check applicable category) s
Q,po Residential/Single Family Number of Bedrooms
( ) Residential/Multi-Family* Number of Bedrooms
( ) Commercial/Industrial* Type
TYPE OF WATER SUPPLY:
W Well ( )
( ) Public Name
(Check applicable category)
Spring ( ) Surface
of Supplier:
*These systems require design by a Registered gProfessional Engineer
SIGNATURE: °o. %� �0� ZZ //7 Date: 31SI ! 7
TO BE COMPLETED BY THE COUNTY d
AMOUNT PAID: fil RECEIPT # : %S3 f� DATE: �7(d1 `!
CHECK CASHIER:
Community -'eveiopm,ent Department
970) 328-8730
ax: 70) 328-7185
DD: 970; 323-8797
Date: May 2, 1997
TO: Native Excavating
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
FROM: Environmental Health Division
RE: Issuance of Individual Sewage Disposal System Permit No. 1686-97. Tax
Parcel # 2105-192-02-010. Property Location: 576 Pilgrim Drive,
Edwards, CO., Emich residence.
Enclosed is your ISDS Permit No. 1686-97. It is valid for 120 days. The enclosed copy of the
permit must be posted at the installation site. Any changes in plans or specifications
invalidates the permit unless otherwise approved.
Systems designed by a Registered Professional Engineer must be certified by the Engineer
indicating that the system was installed as specified. Eagle County does not perform final
inspections on engineer designed systems. Your TCO will not be issued until our office
receives this certification.
Permit specifications are minimum requirements only, and should be brought to the property
owner's attention.
This permit does not indicate conformance with other Eagle County requirements.
If you have any questions, please feel free to contact the Environmental Health Division at 328-
8755.
cc: files
Anderson & Hastings Consulting Engineers, Byron Stanley
Community Development Department
(970) 328-8730
Fax: (970) 328-7185
TDD: (970) 328-8797
EAGLE COUNTY, COLORADO
December 12, 1997
Fred Emich
16400 West Colfax
Golden, CO 80401
Eagle County Building
P.O. Box 179
500 Broadway
Eagle, Colorado 81631-0179
RE: Final of ISDS Permit No. #1686-97, Tax Parcel #2105-192-02-010. Property location:
576 Pilgrim Drive, Edwards, CO.
Dear Mr. Emich:
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 tl>zs permit, please contact the Eagle County Environmental
Health Division at (970) 328-8755.
Sincerely,
Janet Kohl
Environmental Health Department
Eagle County Community Development
ENCL:Informational Brochure
Final ISDS Permit +
cc: files
KOECIILEIN CONSULTING ENGINEERS
CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS
SOILS AND FOUNDATION INVESTIGATION
PROPOSED EMICH RESIDENCE
LOT 19, FILING 7
PILGRIM DOWNS SUBDIVISION
EDWARDS, COLORADO
Prepared for:
Mr. Doug Thompson
Hyder Construction
1020 West 1 st Ave
Denver, CO 80220
Job No. 96-300
November 18, 1996
DENVER: 12364 West Alameda Prkwy., Suite 135, Lakewood, CO 80228 (303) 989-1223
AVON. P.O. Box 1794, Avon, CO 81620-1794 (970) 949-6009
SILVERTHORNE: P.O. Box 2747, Silverthorne, CO 80498 (970) 468-6933
TABLE OF CONTENTS
SCOPE
1
EXECUTIVE SUMMARY
1
PROPOSED CONSTRUCTION
2
SITE CONDITIONS
3
PERCOLATION INVESTIGATION AND TEST RESULTS
3
RADON GAS
4
INVESTIGATION
4
SUBSURFACE CONDITIONS
5
FOUNDATION
5
FLOOR SLABS
7
EXCAVATIONS
7
FOUNDATION DRAINAGE
8
LATERAL WALL LOADS
9
CONCRETE
10
SURFACE DRAINAGE
11
IRRIGATION
11
COMPACTED FILL
12
LIMITATIONS
13
VICINITY MAP
Fig. 1
LOCATIONS OF EXPLORATORY BORINGS
Fig. 2
LOGS OF EXPLORATORY BORINGS
Fig. 3
GRADATION TEST RESULTS
Figs. 4 and 5
SWELL -CONSOLIDATION TEST RESULTS
Fig. 6
TYPICAL WALL DRAIN DETAIL
Fig. 7
TYPICAL EARTH RETAINING WALL DETAIL
Fig. 8
PERCOLATION TEST RESULTS
Appendix A
SCOPE
This report presents the results of a soils and foundation investigation for the
proposed residence to be located on Lot 19, Filing 7 in the Pilgrim Downs Subdivision,
Edwards, Colorado. The approximate site location is shown on the Vicinity Map, Fig. 1.
The purpose of the investigation was to evaluate the subsurface conditions at the site and
to provide geotechnical recommendations for the proposed construction.
This report includes descriptions of subsoil and ground water conditions found in
the exploratory borings, percolation test results, recommended foundation systems,
allowable bearing capacities, and recommended design and construction criteria. The
report was prepared from data developed during our field investigation, laboratory
testing, and experience with similar projects and subsurface conditions in the area.
The recommendations presented in this report are based on the proposed
residential construction. We should be contacted to review our recommendations when
the final plans for the structure have been developed. A summary of our findings and
conclusions is presented below.
EXECUTIVE SUMMARY
1. The percolation tests indicated that the soils below the
field have an average percolation rate of approximat 100.0 minutes
inch. Based on this rate, a waste water treatment syste ee to be
engineered for this site or another site with an acceptable percolation rate
for a leach field will need to be found.
ti iouCNA
2. Subsurface conditions encountered in the four exploratory borings were
similar. The subsurface materials consisted of approximately 1.5 feet of
topsoil underlain by a medium stiff to very stiff, clay and sand, with some
gravel and cobbles to the maximum depth explored of 24.0 feet.
3. At the time of this investigation, free ground water was encountered at
depths ranging from 14.0 feet to 20.5 feet in the exploratory borings.
4. The proposed structures may be constructed with spread footing
foundation systems supported by the clay and sand, as recommended
within this report.
5. Slab -on -grade floors may be constructed on this site, as recommended
within this report.
6. Open cuts and excavations require precautions as outlined in this report in
order to maintain the stability of slopes and sides of excavations.
7. Drainage around the structures should be designed and constructed to
provide for rapid removal of surface runoff and avoid concentration of
water adjacent to foundation walls.
8. The potential for radon gas is a concern in the area. Building design
should include ventilation systems for below grade areas such as crawl
spaces and basements.
PROPOSED CONSTRUCTION
We anticipate that a two to three level residence and an outlying barn will be built.
We believe that the buildings will be constructed out of wood and cast -in -place concrete.
In addition, we believe that the residence will be constructed with a basement.
Excavations of up to 8 feet in depth may be necessary for construction of the residence.
A leach field is planned between the house and the barn. Maximum column and wall
Fa
loads for the structures were assumed to be those normally associated with residential
structures.
SITE CONDITIONS
The proposed residence will be located on Lot 19, Filing 7 in the Pilgrim Downs
Subdivision, Edwards, Colorado. The site is approximately 5 acres in size and is located
in the middle of Pilgrim Downs Subdivision. The west side of the site is bordered by the
main road through the subdivision. The site slopes gradually to the east from the main
road. An entry road and a culvert over a small creek has been constructed on the site at
the time of our investigation. Vegetation on the site consists of native grasses and aspen
tree groves. The overall site drainage is down towards the east.
PERCOLATION INVESTIGATION AND TEST RESULTS
A percolation investigation was performed in the area of the proposed leach field.
The investigation consisted of drilling an 8.0 foot profile hole and three test holes on
October 21, 1996. Subsurface conditions encountered within the profile hole consisted of
1.5 feet of topsoil underlain by a moist, medium stiff to stiff, silty, clay and sand to the
maximum depth explored of 8.0 feet. Ground water and bedrock were not encountered in
the profile boring to the maximum depth explored of 8.0 feet. The test holes were drilled
to an approximate depth of 40 inches and were allowed to presoak for 24 hours.
V
After the test holes were presoaked a percolation test was performed. Results of
the percolation tests are shown on the Percolation Test Results, Appendix A. The
percolation test indicated that the soils within the leach field area have a percolation rate
of 100.0 minutes per inch. Based on this rate, a waste water treatment system will need to
be engineered for this site or another site with an acceptable percolation rate for a leach
field will need to be found.
RADON GAS
In recent years, radon gas has become a concern. Radon gas is a colorless,
odorless gas that is produced by the decay of minerals in soil and rock. The potential for
radon gas in the subsurface strata of mountain terrain is likely. Since excavations for
lower levels in the residence are anticipated, we suggest that the building be designed
with ventilation for below grade areas.
INVESTIGATION
Subsurface conditions were investigated at this site on October 21, 1996 by
drilling four exploratory borings at the locations shown on the Locations of Exploratory
Borings, Fig. 2. A field engineer from our office was on the site to supervise the drilling
of the exploratory borings and visually classify and document the subsurface soils and
4
ground water conditions. A description of the subsurface soils observed in the
exploratory borings are shown on the Logs of Exploratory Borings, Fig. 3.
A laboratory investigation was conducted on the soil samples and included visual
classification of the samples and testing of selected samples for natural moisture content,
natural dry density, gradation analysis and swell -consolidation properties. Results of the
laboratory tests are presented on the Logs of Exploratory Borings, on the Gradation Test
Results, Figs. 4 and 5 and on the Swell -Consolidation Test Results, Fig. 6.
SUBSURFACE CONDITIONS
The subsurface materials encountered in the four exploratory borings were
similar. The subsurface materials consisted of approximately 1.5 feet of topsoil underlain
by a moist, medium stiff to very stiff, silty, clay and sand with some gravels and cobbles
to the maximum depth explored of 24.0 feet. The laboratory swell -consolidation test
indicated that the clay and sand soils have a very low swell potential.
At the time of this investigation, free ground water was encountered at depths
ranging from 14.0 feet to 20.5 feet in the exploratory borings.
FOUNDATION
The near surface material at potential foundation elevations consisted of a silty,
clay and sand. In our opinion, the clay and sand will safely support a spread footing
5
foundation system. The spread footing foundation system should be designed and
constructed to meet the following criteria:
1. Footings should be supported by the undisturbed clay and sand or
compacted fill. Materials loosened by machine excavation should be
cleaned from the excavation prior to placing concrete for footings.
2. We recommend wall and column footings be designed for a maximum
allowable bearing pressure of 1,50 psf.
v
3. Column footings should have a minimum dimension of 24 inches square
and continuous wall footings should have a minimum width of 16 inches.
Footing widths may be greater to accommodate structural design loads.
4. Continuous foundation walls should be reinforced to span local anomalies
in the soil. 10`- O
5. The base of the footings should be established at a minimum depth of 4
feet below the exterior ground surface to protect them from damage caused
by frost action.
6. Topsoil and soils with organics are not acceptable foundation bearing
materials. The base of all foundation footings should be founded below
organic materials.
7. Pockets or layers of soft or loose soils may be found in the bottom of the
completed footing excavations. These materials should be removed to
expose the undisturbed soils. The foundations may be constructed on the
natural soils or the resulting excavation may be backfilled with compacted
granular fill or lean concrete.
8. Fill should be placed and compacted as outlined in the COMPACTED
FILL section of this report. We recommend that a representative of our
office observe and test the placement and compaction of structural fill
used in foundation construction. It has been our experience that without
engineering quality control, poor construction techniques and habits occur
which result in poor foundation performance.
Ci
9. We recommend that a representative of our office observe the completed
foundation excavation. Variations from the conditions described in this
report which were not indicated by our borings can occur. The
representative can observe the excavation to evaluate the exposed
subsurface conditions.
FLOOR SLABS
The subsurface soils at the assumed floor elevations consisted of a clay and sand.
In our opinion, the natural clay and sand will safely support a slab -on -grade floor. We
recommend the following precautions for the construction of slab -on -grade floors at this
site:
1. The slab -on -grade floors should be constructed on the natural clay and
sand or compacted fill. Pockets of soft or loose soils should be cleaned
from the excavation to expose the natural clay and sand and backfilled
with compacted on -site soils free of organic material.
2. Frequent control joints should be provided in all slabs to reduce problems
associated with shrinkage.
3. Any construction area should be stripped of all vegetation and topsoil,
scarified, and compacted. Fill may be required to establish the grade for
slab -on -grade floors after removing the topsoil, or in excavations beneath
slab -on -grade areas. Fill should be placed and compacted as
recommended in the COMPACTED FILL section of this report.
Placement and compaction of fill beneath slabs should be observed and
tested by a representative of our office.
EXCAVATIONS
Excavations of up to 8 feet may be required for the construction of the residence.
N
We believe that conventional excavation equipment will be capable of completing the
required excavation. Care needs to be exercised during construction so that the
excavation slopes remain stable. The near surface subsoil, which consisted of a clay and
sand, classifies as Type B soil in accordance with OSHA. OSHA regulations should be
followed in all excavations and cuts.
FOUNDATION DRAINAGE
Surface water, especially that originating from snow -melt, tends to flow through
relatively permeable backfill typically found adjacent to residences. The water that flows
through the natural soil and the fill collects on the surface of relatively impermeable soils
occurring at the foundation elevation. Both the ground water and this surface water can
cause wet or moist basement conditions after construction.
To reduce the risk of wet or moist basement conditions, we recommend the
installation of a drain along the below grade foundation walls. The drain should consist
of a 4-inch diameter perforated pipe encased in free draining gravel and a manufactured
drain. The drain should be sloped so that water flows to a sump where the water can be
removed by pumping, or to a positive gravity outlet. Recommended details for a typical
foundation wall drain are presented in the Typical Wall Drain Detail, Fig. 7.
LATERAL WALL LOADS
Walls which require lateral earth pressures for design are planned. Lateral earth
pressures depend on the type of backfill and the height and type of wall. Walls which are
free to rotate sufficiently to mobilize the strength of the backfill should be designed to
resist the "active" earth pressure condition. Walls which are restrained should be
WrAl01 .1
designed to resist the "at rest" earth pressure condition. Basement walls are typically
%M-r
restrained.
For design, an equivalent fluid weight of 35 pcf should be used for the "active"
earth pressure condition and an equivalent fluid weight of 50 pcf should be used for the
"at rest" earth pressure. The fluid weights are for a horizontal backfill condition. A
"passive" equivalent fluid weight of 300 pcf can be used to resist the wall loads where the
soils will always remain in place at the toe of the wall. The equivalent fluid weights do
not include allowances for surcharge loads due to hydrostatic pressures or live loads. A
coefficient of friction of 0.4 can be used at the bottom of the footing to resist the wall
loads.
Backfill placed behind or adjacent to foundation and retaining walls should be
placed and compacted as recommended in the COMPACTED FILL section of this report.
Placement and compaction of the fill should be observed and tested by a representative of
our office.
Vol
To reduce the possibility of developing hydrostatic pressures behind retaining
walls, a drain should be constructed adjacent to the wall. The drain may consist of a
manufactured drain system and gravel. The gravel should have a maximum size of 1.5
inches and have a maximum of 3 percent passing the No. 200 sieve. Washed concrete
aggregate will be satisfactory. The manufactured drain should extend from the bottom of
the retaining wall to within 2 feet of subgrade elevation. The water can be drained by a
perforated pipe with collection of the water at the bottom of the wall leading to a positive
gravity outlet. A typical detail for a retaining wall drain is presented in the Typical Earth
Retaining Wall Detail, Fig. 8.
CONCRETE
The soils in the area may contain soluble sulfates. Sulfates can cause damage to
concrete members constructed with ordinary cement that come into contact with the soil.
Type V cement is normally recommended for high sulfate areas. However, a suitable
alternative of Type V cement is a "modified" Type III cement. Use of a cement rich
mixture (maximum of 0.5 water/cement ratio) and 5 to 7 percent air entrainment further
increases the sulfate resistance. This cement should be used for all concrete members
(slabs, foundations, and foundation walls) that come into contact with the soil.
10
SURFACE DRAINAGE
Reducing the wetting of structural soils and the potential of developing
hydrostatic pressure behind below grade walls can be achieved by carefully planned and
maintained surface drainage. We recommend the following precautions be observed
during construction and maintained at all times after the structure is completed.
1. Wetting or drying of the open foundation during excavation should be
minimized during construction.
2. All surface water should be directed away from the top and sides of the
excavation during construction.
3. The ground surface surrounding the exterior of the structure should be
sloped to drain away from the building in all directions. We recommend a
slope of at least 12 inches in the first 10 feet.
4. Backfill, especially around foundation walls, should be placed and
compacted as recommended in the COMPACTED FILL section of this
report.
IRRIGATION
Sprinkler systems installed next to foundation walls, porches or patio slabs could
cause moist or wet basement conditions or settlement of backfill beneath these areas.
This can result in settling of porches, patios, exterior steps and/or sidewalks. We
recommend the following precautions be followed:
1. Do not install a sprinkler system next to foundation walls, porches or patio slabs.
The sprinkler system should be at least 10 feet away from the residence.
2. Sprinkler heads should be pointed away from the residence or in a manner that
does not allow the spray to come within 10 feet of the residence.
11
3. The landscape around the sprinkler system should be sloped so that no ponding
occurs at the sprinkler heads.
4. If shrubs or flowers are planted next to the residence, these plants should be
either hand watered or watered with a drip type irrigation system.
5. If a drip type irrigation system is installed, it should be inspected periodically for
excessive watering adjacent to the residence.
6. Control valve boxes, for automatic sprinkler systems, should be periodically
checked for leaks and flooding.
COMPACTED FILL
Fill may consist of the on -site soils free of organic material or approved imported
granular fill. No gravel, cobbles, or boulders larger than 6 inches should be placed in fill
areas. Fill areas should be stripped of all vegetation and topsoil, scarified, and then
compacted. Topsoil may be used in landscape areas. Fill should be placed in thin loose
lifts, moisture conditioned to within 2 percent of the optimum moisture content, and
compacted to the recommended compaction shown in the following table.
Recommended compaction varies for the given use of the fill.
12
Use of Fill
Recommended Compaction
Percentage of the Standard
Proctor Maximum Dry
Density
(ASTM D-698)
Percentage of the Modified
Proctor Maximum Dry
Density
(ASTM D-1557)
Below Structure Foundations
98
95
Below Slab -On -Grade Floors
95
90
Backfill (Non -Structural)
90
90
We recommend that a representative from our office observe and test the
placement and compaction of structural fill. Fill placed below foundations or slab -on -
grade floors is considered structural. It has been our experience that without engineering
quality control, poor construction techniques and habits occur which result in poor
foundation and slab performance.
LIMITATIONS
Although the exploratory borings and percolation test were located to obtain a
reasonably accurate determination of subsurface conditions, variations in these conditions
are always possible. Any variations that exist beneath the site generally become evident
during excavation for the structure. A representative of our office should observe the
completed excavation to confirm that the soils are as indicated by the exploratory borings
and to verify our foundation and floor slab recommendations. The placement and
compaction of fill, as well as installation of foundations, should also be observed and
13
tested. The design criteria and subsurface data presented in this report are valid for 3
years from the date of this report.
If we can be of further assistance in discussing the contents of this report or in
analyses of proposed structures from a soils and foundation viewpoint, please call.
KOECHLEIN CONSULTING ENGINEERS
By
ScottB. Myers, Engineer
Reviewed by ' UV t
William H. Koechlein, P.E., President
(4 copies sent)
14
Filing 3
/ Lot b Lot 7
Lot 4 - ` 9.7 Ac. 15.2 Ac.
6.1 Ac. / Filing 3 Filing 4 Oho r
Filing 2 �r r
Lot 17
/ 10.8 Ac.
\Filing 7
Lot 3
5.05 Ac. ' a
Filing 2 i
Lot t Lot Lot 9
100 AC
0.0 AC. \/ h 15.15 Ac.
g .U i \ Filing 7
ilia 2. Filing 2.
<at 8
�
� 5.t Ac.
\� filing 5 /, lot 10
1�0.9 As.
NOT TO SCALE
�t \
Lot 18 1
4.37
Lot is
Filing 7 Open Space
Pond
,\ ECtuestnon
Center
4.6 Ac.
Filing 6
Open
Space
;
'Lot 11 r
5.8 Ac.
r .Filing 5
Loth
5.2 Ac.
Filing.7
r A
4 ' Lol 13
4,9 Ac, r
filing 7
�Lol 20
;5.1 Ac. /
ruing
Proposed
Pond �111
LoT 3
i
r-
r _
( LOT 7-
—
4
iLoi 15 Lot 14r
11.2 AC. 125 Ac.
Filing 6 Filing 6
LoTt
VICINITY MAP
JOB NO. 96-300 FIG. 1
K O EC HLE IN CON S U LTING ENG IN EER S
HYDROMETER ANALYSIS SIEVE ANALYSIS
25
45
HR. 7 HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. '200 ' 100 '50 '40'30 ' 16 ' 10'8 -4 3/8' 3/4' 1%7' 3" 5'6' 8'
100
I
I
0
90
10
I
I
20
80
70
30
O
I
I
I
o
N 60
40 Z
I
Itz
50
C
z
50
I
Z
c
40
I
I
I
60
a
30
70
I
I
I
20
80
10
f
1
I
9p
0
100
.001
.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36A 762 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
CLAY (PLASTIC) TO SILT (NON -PLASTIC)
SAND
GRAVEL
FINE I MEDIUM I COARSE
FINE I COARSE I COBBLES
Sample of CLAY, Sandy GRAVEL 1
From Boring TH-1 at 14 feet SILT&CLAY 67
PLASTICITY INDEX
• SAND 32
• LIQUID LIMIT _
HYDROMETER ANALYSIS SIEVE ANALYSIS
25
45
HR. 7 HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
MIN, 15 MIN. 60 MIN. 19 MIN, 4 MIN. 1 MIN. '200 ' 100 '50 '40'30 ' 16 ' 10' 8 -4 3/8" 314" 192' 3' 5'6" 8'
100
I
I
0
10
'
f
I
20
80
70
30
O
I
I
I
o
N 60
40 z
I
I
I
Q
c
Z 50
50
z
a a0
I
I
(
60
a
30
70
f
(
(1100
20
80
10
(
I
I90
0
.001
.002 .005 .009 .019 .037 .074 Al 9 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36A 76.2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
CLAY (PLASTIC) TO SILT (NON -PLASTIC) I
SAND
GRAVEL
FINE I COARSE
FINE COARSE COBBLES
Sample of CLAY, Sandy GRAVEL 0 % SAND 26 %
From Boring TH-3 at 4 feet SILT&CLAY 74 % UQUIDLIMIT %
PLASTICITY INDEX _%
GRADATION TEST RESULTS
JOB NO, 96-300 FIG. 4
KO EC H LEIN CO NSU LTI N G E N GIN E E R S
HYDROMETER ANALYSIS SIEVE ANALYSIS
25
45
HR. 7 HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
MIN. 15 MIN. 60 MIN, 19 MIN. 4 MIN. 1 MIN. '200 100 '50 '40'30 16 ' 10'8 -4 3/8' 3/4' 11/7 3" 5'6" 8"
100
I
l
I
0
90-
10
I
I
I
80
20
70
30
60
vZ-
40 z
a
t-
50
c
Z
50
z
40
I
i
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60
a
30
70
I
20
80
10
I
I
I
90
0
100
.001
.002 .005 .009 .019 037 .074 .149 .297 590 1.19 2.0238 4,76 9.52 19A 36A 76.2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
CLAY (PLASTIC) TO SILT (NON -PLASTIC)
SAND
GRAVEL
FINE I MEDIUM I COARSE
FINE COARSE I COBBLES
Sample of CLAY and SAND
From Boring TH-4 at 14 fppt-
GRAVEL 4 %
SILT&CLAY 48 %
PLASTICITY INDEX _
SAND 48
LIQUID LIMIT
HYDROMETER ANALYSIS I SIEVE ANALYSIS
25
45
HR. 7 HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
MIN.15 MIN. 60 MIN.19 MIN. 4 MIN. 1 MIN. '200 100 '50 '40'30 16 '10'8 '4 318314" 11/=" 3" 5' ' 8'
100
I
I
(
0
80
'
I
I
10
70
20
60
30
vim-
50
40 Z
c
z
50
40
30
I
I
I
60
a
I
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70
20
10
80
0
I
I
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90
100
.001
.002 .005 .009 .019 .037 .074 A49 .297 .590 1.19 2.0 2.38 4.76 9.52 19A 36.1 76.2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
CLAY (PLASTIC) TO SILT (NON -PLASTIC)
SAND
GRAVEL
FINE I MEDIUM I COARSE
FINE COARSE I COBBLES
Sample of
From
GRAVEL -% SAND %
SILT& CLAY % LIQUID LIMIT %
PLASTICITY INDEX _%
GRADATION TEST RESULTS
JOB NO, 96-300 FIG. 5
KOECHLEIN CONSULTING ENGINEERS
6
5
4
3
2
1
0
1
2
3
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
0.1 1.0 10 10o
APPLIED PRESSURE — KSF
Sample of CLAY and SAND NATURAL DRY UNIT WEIGHT= 100 PCF
From - Boring TH-4 at 4 feet NATURAL MOISTURE CONTENT= 22 %
SWELL - CONSOLIDATION TEST RESULTS
JOB NO, 96-300 FIG. 6
CLAYEY BACKFILL
10 - --.
1r - -- --
COMPACTED BACKFILL (SEE
REPORT FOR BACKFILL
RECOMMENDATIONS)
MIRAFI 140N OR
EQUIVALENT
GRAVEL0
7,,o
12' r9 • a. o• ° q
9o•.. Q
PERFORATED PIPE --J 12' MIN,
2`
BELOW GRADE WALL
MANUFACTURED DRAIN
MIRADRAIN 6000 OR EQUIVALENT
PLASTIC SHEETING
NOTES:
1. DRAIN SHOULD BE AT LEAST 12 INCHES BELOW TOP OF FOOTING AT THE HIGHEST POINT
AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER
CAN BE REMOVED BY PUMPING.
2. THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1/8 INCH AND 1/4 INCH
DROP PER FOOT OF DRAIN.
3. GRAVEL SPECIFICATIONS: WASHED 1 1/2 INCH TO NO. 4 GRAVEL WITH LESS THAN
3% PASSING THE NO. 200 SIEVE.
TYPICAL WALL DRAIN DETAIL
JOB NO. 96-300 FIG. 7
CLAYEY BACKFILL
10
--- - 2,
r MANUFACTURED DRAIN
MIRADRAIN 6000 OR
EQUIVALENT
r
COMPACTED BACKFILL (SEE r
REPORT FOR BACKFILL
RECOMMENDATIONS)_ r
1
r
e
e
GRAVEL
r
MIRAFI 140N OR EQUIVALENT \- PERFORATED PIPE
NOTES:
1. DRAIN SHOULD BE SLOPED DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A
SUMP WHERE WATER CAN BE REMOVED BY PUMPING,
2. THE DRAIN SHOULD BE LAID ON A SLOPE RANGING BETWEEN 1/8 INCH AND
1/4 INCH DROP PER FOOT OF DRAIN.
3. GRAVEL SPECIFICATIONS: WASHED 1 1/2 INCH TO NO. 4 GRAVEL WITH LESS THAN
3% PASSING THE NO, 200 SIEVE,
JOB NO. 98-300 FIG. 8
PERCOLATION TEST RESULTS
Appendix A
PERCOLATION TEST RESULTS
HOLE
NUMBER
DEPTH
OF
HOLE
INCHES
TIME
ELAPSED
MINUTES
TIME
INTERVAL
MINUTES
DEPTH TO
WATER
START OF
TIME
INTERVAL
INCHES
DEPTH TO
WATER
END OF
TIME
INTERVAL
INCHES
CHANGE
IN
WATER
DEPTH
INCHES
PERC
RATE
MIN/INCH
P-1
39
20
20
8.0
8.3
0.3
67
40
20
8.3
8.6
0.3
67
60
20
8.6
8.9
0.3
67
80
20
8.9
9.2
0.3
67
100
20
9.2
9.4
0.2
100
120
20
9.4
9.6
0.2
100
140
20
9.8
10.0
0.2
100
160
20
10.0
10.2
0.2
100
JOB NO. 96-300 KOECHLEIN CONSULTING
ENGINEERS
PERCOLATION TEST RESULTS
DEPTH TO DEPTH TO
WATER WATER CHANGE
DEPTH START OF END OF IN
HOLE OF TIME TIME TIME TIME WATER PERC
NUMBER HOLE ELAPSED INTERVAL INTERVAL INTERVAL DEPTH RATE
INCHES MINUTES MINUTES INCHES INCHES INCHES MIN/INCH
P-2
33
20
20
6.0
6.5
0.5
40
40
20
6.5
6.7
0.2
100
60
20
6.7
6.9
0.2
100
80
20
6.9
7.1
0.2
100
100
20
7.1
7.3
0.2
100
120
20
7.3
7.5
0.2
100
140
20
7.7
7.9
0.2
100
160
20
8.1
8.3
0.2
100
JOB NO. 96-300 KOECHLEIN
CONSULTING FNGINFFRS
PERCOLATION TEST RESULTS
HOLE
NUMBER
DEPTH
OF
HOLE
INCHES
TIME
ELAPSED
MINUTES
TIME
INTERVAL
MINUTES
DEPTH TO
WATER
START OF
TIME
INTERVAL
INCHES
DEPTH TO
WATER
END OF
TIME
INTERVAL
INCHES
CHANGE
IN
WATER
DEPTH
INCHES
PERC
RATE
MIN/INCH
P-3
40
20
20
6.0
6.2
0.2
100
40
20
6.2
6.4
0.2
100
60
20
6.4
6.6
0.2
100
80
20
6.6
6.8
0.2
100
100
20
6.8
7.0
0.2
100
120
20
7.0
7.2
0.2
100
140
20
7.2
7.4
0.2
100
JOB NO.96-300 KOECHLEIN CONSULTING ENGINEERS
'• SOILS AND FOUNDATION INVESTIGATION
' PROPOSED EMICH RESIDENCE
LOT 19, FILING 7
i
PILGRIM DOWNS SUBDIVISION
1 EDWARDS, COLORADO
M
h
L
C
12364 W. Alameda Pkwy • Suite 135 ® Lakewood, CO 80228
MAIN OFFICE AVON SILVERTHORNE
(303) 989-1223 (970) 949-6009 (970) 468-6933
(303) 989-0204 FAX (970) 949-9223 FAX (970) 468-6939 FAX
Anderson & Hastings
o n s u l t i n g E n g i n e e r s I n c
Principals
James M. Hastings
Albert E. Anderson
John D.Park
Ronald L. Stevens
Scott E. Beck
James V. Hastings
Eagle County Building Department
P.O. Box 179
Eagle, Colorado 81631
December 8, 1997
Re: ISDS for Fred Emich - 576 Pilgrim Drive, Edwards, Colorado
Job #999-6594
Eagle County Building Department:
The following information is a copy of our final inspection report conducted on July 3, 1997 for
the purpose of final engineering approval of the ISDS found on the property of Fred Emich, 576
Pilgrim Drive, Edwards, Colorado. I have also included a copy of photos taken at the site and
some calculations.
Thanks for your assistance during this project and we hope to work with you again in the future.
Sincerely,
Byron H. Stanley
BHS/pal [ 57b o-
Encl. J r (Q s-
sRE I'VED
DEC 1 0 1997
BHS12-08.LTR/97/999/6294 EAGLE COUNTY
COMMUNITY DEVELOPMENT
C o n s u l t i n g S t r u c t u r a l a n d C i v i l E n g i n e e r s
2059 Bryant St. • Denver, CO 80211 • (303) 433-8486 • FAX (303) 433-0408
ANDERSON & HASTINGS
CONSULTING ENGINEERS, INC.
2059 BRYANT STREET
DENVER, COLORADO 80211
(303) 433-8486
FIELD REPORT NO.
PROJECT: E tA, -i cH K F- s
PROJECT NO: 999-0 DATE:
CLIENT: FRED �-�-r(-H WEATHER: (LF-/q�C)
REPRESENTATIVES AT SITE:
WORK IN PROGRESS:
-Ro7-L Zhj7d
IMSTA-zi- 47-ro YQ o F S D S v
OBSERVATIONS AND ACTION REQUIRED:
—T9ENCj4E,-, HAVF IS EN F-xLA Vl-�-rE C) . Lq p,(,t: g 7-0 D_TF-r-i
<SA P- e
lil) PLACE r-k)-T TT COVF-fuLb yF T —f-YE 7—A i,,j K IS I JV
co P-tr-
Pli-)TOS) DF- ?-nv o /2 S Y-s TA P,
w r 7-14
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H/4S &5,,5j'v XMIT,60 WT7-1-1 1t1 1'9Z- !S
Ct v E P. 'T5 G-0-3 be
COPIES TO:
REPORT BY: PAGE OF
L
A n d e r s 0 n & H a s t i n g s
_N7
�"'
ANDERSON & HASTINGS
CONSULTING ENGINEERS, INC.
2059 Bryant Street
DENVER, COLORADO 80211
T
JOB '
SHEET NO. _
OF
CALCULATED BY ` DATE
CHECKED BY
SCALE
r
r—
DATE
PRODUCT 204-1 (Single ShWs) 205�I (Padded) ®® Inc. Groton. Mass, 01471. To Order PHONE TOLL FREE 1-8*225-63H
ANDERSON & HASTINGS
CONSULTING ENGINEERS, INC.
2059 Bryant Street
DENVER, COLORADO 80211
SHEET NO. ' �• OF
CALCULATED BY DATE,
DATE
CHECKED BY DATE
SCALE
F—PT�
x�svY. vT�
'
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PRODUCT 2044 tSiNle Sheets) 205-1(Padded) Ni<6s° d Inc.. Groton. Mass 01471, To Older PHONE TOLL FREE 1-WO-225-6380
PROOOCT204-11Singk SheMs1205-1 (Padded) ®® Inc., Grobn, MM.01/71. To Ordx PHONE TOLL FREE 1-500-225-M
JOB. L. �t f'1
ANDERSON & HASTINGS
CONSULTING ENGINEERS, INC. SHEET NO. x OF
2059 Bryant Street CALCULATED BY DATE —1--37
DENVER, COLORADO 80211
CHECKED BY DATE
SCALE
PAMT204-11Sugk Stmts)20S-I(Padded)®.[a., Grow, Mass. 01471 To Order PAON£ TOLL FREE I-8*2256380
TABLE 7-2
RECOMMENDED RATES OF WASTEWATER APPLICATION
FOR TRENCH AND BED BOTTOM AREAS (4)(11)(12)a
Percolation Application
Soil Texture Rate Rateb
min/in. gpd/ft2
Gravel, coarse sand
<1
Not suitablec
Coarse to medium sand
1
- 5
1.2
Fine sand, loamy sand
6
- 15
0.8
Sandy loam, loam
16
- 30
0.6
Loam, porous silt loam
31
- 60
0.45
Silty clay loam, clay loamd
61
- 120
,2e
R r =
( no rtiTNftr,
a May be suitable estimates for sidewall infiltration rates.
b Rates based on septic tank effluent from a domestic waste
source. A factor of safety may be desirable for wastes of
significantly different character.
c Soils with percolation rates <1 min/in. can be used if the
soil is replaced with a suitably thick (>2 ft) layer of. loamy
sand or sand.
d Soils without: expandable clays.
e These soils may be easily damaged during construction.
214
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271
7.2.8.1 Design
a. Si Line
Single -line distribution networks are trenches loaded by gravity or
dosi ng. The distribution line is a 3- to 4-in. (8- to 10-cm) diameter
perforated pipe laid level in the center of the gravel -filled excavation
(see Figure 7-19). The pipe is usually laid such that the holes are at
or near the invert of the pipe. Where the length of single lines
exceeds 100 ft (30 m), it is preferable to locate the wastewater inlet
toward the center of the line.
'r b. Drop Box/ Sf_Q:1kL DrSiRIfSuTtory
Drop box networks are typically used for continuously ponded multi -
trench systems on level to maximum sloping lots. It is a network that
serially loads each trench to its full hydraulic capacity.
A drop box is a small, circular or square box with a removable cover.
It has an inlet, one or two distribution lateral outlets, and an over-
flow. The lateral outlet inverts are located at or near the bottom of
the box, all of the same diameter pipe. The overflow invert can be the
same elevation as the crown of the lateral outlet, or up to 2 in. above
it, to cause the full depth of the trench to flood. The inlet invert of
the drop box may be at the same elevation as the overflow invert or a
few inches above. An elevation difference of 1 to 2 in. (3 to 5 cm)
between trenches is all that is needed to install a drop box network.
The boxes may be buried, but it is suggested that the covers be left
exposed for periodic inspection and maintenance (see Figure 7-20).
Drop boxes are installed at the wastewater inlet of each trench. The
inlets may be located anywhere along the trench length. A solid wall
pipe connects the overflow from the higher box to the inlet of the lower
box. The, first box in the network receives all the effluent from the
pretreatment tank and distributes it into the first trench. When the
first trench fills, the box overflows into the next trench. In this
manner, each trench in the system is used successively to its full capa-
city. Thus, only the portion of the system' required to absorb the
wastewater is used. During periods of high flow or low absorptive capa-
city of the soil, more trenches will be used. When flows are low or
during the hot dry summer months, the lower trenches may not be needed,
so they may drain and dry out, automatically resting more trenches,
which rejuvenates their infiltrative surfaces (11).
272
FIGURE 7-20
DROP BOX DISTRIBUTION NETWORK ([AFTER (22)]
Inlet From Outlet�to
Pretreatment rTrench
or Previous
Drop Box —7;,i�j--
Outlet to
Trench
Plan
�Inlet Overflow ,- Inlet
i- Outlet to
LTrench
----+ Outlets to-----�
Trench
Profile End View
Overflow
to Next
Drop Box
A Distribution
Pipes
t
Pretreatment' I
Unit Water -Tight 1
Pipes
A
Drop �`
Box - --1
Extra Trenches
Can be
Added If
Necessary
Plan
Covers May be Exposed at
Surface if Insulated in
Cold Climates
Drop Boxes
Section A -A
274
The liquid level in the trenches is established by the elevation of the
overflow invert leading to the succeeding drop box. If the elevation of
this invert is near the top of the rock in the trench, the entire trench
sidewall will be utilized, maximum hydrostatic head will be developed to
force the liquid into the surrounding soil, and evapotranspiration by
plants during the growing season will be maximized by providing a supply
of liquid to the overlying soil.
The drop box design has several advantages over single lines, closed
loop, and distribution box networks for continuously ponded systems. It
may be used on steeply sloping sites without surface seepage occurring
unless the entire system is overloaded. If the system becomes over-
loaded, additional trenches can be added easily without abandoning or
disturbing the existing system. Drop box networks also permit unneeded
absorption trenches to rest and rejuvenate. The lower trenches are
rested automatically when flows are low or infiltration capacity is
high. The upper trenches may be rested when necessary by plugging the
drop box lateral outlets.
. ose oop
In absorption systems where the entire infiltrative surface is at one
elevation, such as in beds or multi -trench systems on level or nearly
level sites, closed loop networks may be used. The distribution pipe is
laid level over the gravel filled excavation and the ends connected to-
gether with additional pipe with ell or tee fittings. In beds, the
parallel lines are usually laid with 3 to 6 ft (0.9 to 1.8 m) spacings.
A tee, cross, or distribution box may be used at the inlet to the closed
system (See Figure 7-21).
d. Dfistrff-utfo-n-Box
Distribution box networks may be used in multi -trench systems or beds
with independent distribution laterals. They are suitable for all gra-
vity -flow systems.
The distribution laterals in the network extend from a common watertight
box called the distribution box. The box may be round or rectangular,
with a single inlet, and an outlet for each distribution lateral. It
has an exposed, removable cover. Its purpose is to divide the incoming
wastewater equally between each lateral. To achieve this objective, the
outlet inverts must be at exactly the same elevation. The inlet invert
should be about 1 in. above the outlet inverts. Where dosing is em-
ployed or where the slope of the inlet pipe,imparts a significant velo-
city to the wastewater flow, a baffle should be placed in front of the
inlet to prevent short-circuiting.
275
0 1--,
177
. 9/12
5
F-
LU
10
W
tL
Z
0.
16/12
W
15
WC=21
DD=105
001.
-200=67
20
81/12
s
25
}
JOB NO. 96-300
LEGEND:
o
N
^�
ti
ti
TOPSOIL
14/12
01
7/12
WC=21
WC=22
5
00
-200=74
DD=100
CLAY and SAND, Silty, Gravelly, Occasional cobble, Moist, Medium stiff to
00
very stiff, Red.
9/12
33/12
WC=18
000
10
W
Indicates depth at which free ground water was encountered at the time of
PI=15
001.
.01
u.
drilling.
00
Z
.00
17 12
/
0-DRIVE
SAMPLE. The symbol 9/12 indicates that 9 blows of a 140 pound hammer
_
-
WC=14
15
W
falling 30 inches were required to drive a 2.5 inch O.D. sampler 12 inches.
00
-200=48
17/12
OfDRIVE
SAMPLE. The symbol 81/12 indicates that 81 blows of a 140 pound
16/12
hammer falling 30 inches were required to drive a 2.0 inch O.D. sampler
20
12 inches.
25
NOTES:
I. The Exploratory Borings were drilled on October 21, 1996 with a 4-inch
diameter continuous flight power auger.
2. The Boring Logs are subject to the explanations, limitations, and
conclusions as contained in this report.
3. Laboratory Test Results:
WC - Indicates natural moisture content (I)
DD - Indicates dry density (pcf)
-200 - Indicates percent passing the No. 200 sieve (ro)
PI - Indicates plasticity index (%}
LL - Indicates liquid limit (%)
4. The elevations presented with the Boring Logs were based on the access
road being 100.0.
FIG3
BUILDING ENVELOPE
JOB NO. 96-300
LOT 19
#i'vI%,A I CQ ArrtSVAIMA I t LUGATION OF
PERCOLATION PROFILE HOLE.
LOCATIONS OF EXPLORATORY BORINGS
SCALE: 1' = 30'
FIG. 2
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6
GENERAL. STRUCTURAL NOTES
I.) DESIGN 5PECIFCATION
141,14 UNIFORM BUILDING CODE
1990 BOLA CODE
A15C STEEL CONSTRUCTION MANUAL,
2.) MATERIAL 5PECiFCATIONS
STRUCTURAL STEEL ASTM A441
BOLTING A15C -1/5" DIA, A325 (HIGH 5TRENI
TIGHTEN BY TURN -OF -THE -NUT METHOD
ANCHOR BOLTS TO BE -7/& D I A. A50-7
REINFORCIN6 STEEL A5TM A615 GRADE 60
3) CONCRETE NOTES
a. THE TOP OF FOUNDATION AND FLOOR SLAB SHALL BE SQUARI=,
LEVEL, AND SMOOTH, ANCHOR BOLTS SHALL BE SET
ACCURATELY AND SHALLBE SET VERTICAL
b. CONSTRUCTION JOINT5 IN FOUNDATION WALL5, IF REQUIRED, SHALL
BE LOCATED MIDWAY BETWEEN COLUMNS.
5ol_o,l
I'
Uj-1
SCALE 1 /4" =1-0"
JOINT SEALANT
- SAW GUT OR
TOOLED JOINT
<n va
.o
MAX. SPACING I5'- 0' O.G.
CONTROL. J TNO SCALE
E
OUT51 DE
SOIL 'BEARING 15 A55UMED TO BE 4,000
P.S.F.
� _ r
PROJECT 3"
e
NO SCALE
NO SCALE
NO SCALE
g`� o inspections v.11I! ba. Sa -ado on Ws prul �
cD 7/8° u-'- 11Ins sat of approved plans :s awail-
F0f CODE
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