HomeMy WebLinkAboutApplication- PermitI DIS,
F.Sy3CT�
GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT
109 Bth Street Suite 303
Glenwood Springs, Colorado 81601
Phone (303) 945-8212
INDIVIDUAL SEWAGE DISPOSAL PERMIT
PROPERTY T�t11 —��'' lj1' 1` �j
Owner's NameL/i �2- Present Address 1lLldF1'I el/
I ^ �
System Location Oa`I� Lorenz_ 1
Legal Description of Assessor's Parcel No. c& 3 1 aS9— - v ac:) -1
SYSTEM DESIGN
Permit N° 3 8 5 7
Assessor's Parcel No.
This does not constitute
a building or use permit.
Septic Tank Capacity (gallon) Other
Percolation Rate (minutes/inch) Number of Bedrooms (or other)
Required Absorption Area - See Attached
Special Setback Requirements:
Date Inspector
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation
System Installer
Septic Tank Capacity
Septic Tank Manufacturer or Trade Name
Septic Tank Access within 8" of surface
Absorption Area
Absorption Area Type and/or Manufacturer or Trade Name
Adequate compliance with County and State regulations/require ents
Other
Date Inspector
RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE
•CONDITIONS:
1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter
25, Article 10 C.R.S. 1973, Revised 1984.
2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con-
nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a
requirement of the permit and cause for both legal action and revocation of the permit.
3. Any person who constructs,alters, or installs an individual sewage disposal system in a manner which involves a knowing and material
variation from the terms or specifications contained in the application of permit commits a Class 1, Petty Offense ($500.00 fine —6
months in jail or both).
White - APPLICANT Yellow - DEPARTMENT
INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION
OWNER.' JEFF f /24A/erre (2/COL-7
ADDRESS I1/4 Incgotzi a2. RiFLF PHONE 625-2767
CONTRACTOR 6/040 /JO m FS IN C
ADDRESS /1/31 ##/ZW✓Lr 120 ilfLE PHONE 60-s"2347
PERMIT REQUEST FOR ((NEW INSTALLATION
( ) ALTERATION ( ) REPAIR
Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable
building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4).
LOCATION OF PROPOSED FACILITY:
Near what City of Town 511..--r Size of L/lt5
Lot , � C�1}G
Legal Description or Address r%zl jt, A?nvD r/n) feu49' frrtEn.S ORCitna jevE1-ai.
WASTES TYPE: DWELLING 006:3 1-0(EPe Z- ' ( ) TRANSIENT USE '
( ) COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES
( ) OTHER -DESCRIBE
BUILDING OR SERVICE TYPE: ,//46 Ire ricitii i N Qe-$.
Number of Bedrooms Number of Persons 41
(SX) Garbage Grinder (X) Automatic Washer 04 Dishwasher
SOURCE AND TYPE OF WATER SUPPLY: 00 WELL ( ) SPRING ( ) STREAM OR CREEK
If supplied by Community Water, give name of supplier:
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: ? NA -
Was an effort made to connect to the Community System? /10
A site plan is required to be submitted that indicates the following MINIMUM distances:
Leach Field to Well:
Septic Tank to Well:
Leach Field to Irrigation Ditches, Stream or Water Course:
Septic System (septic tank & disposal field) to Property Lines:
100 feet
50 feet
50 feet
10 feet
YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT
A SITE PLAN.
GROUND CONDITIONS:
Depth to first Ground Water Table
Percent Ground Slope
2
1
T TE O1 INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
( SEPTIC TANK ( ) AERATION PLANT ( ) VAULT
( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE
( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE
( ) CHEMICAL TOILET( ) OTHER -DESCRIBE
FINAL DISPOSAL BY:
( ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION
( ) UNDERGROUND DISPERSAL ( ) SAND FILTER
( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND
( ) OTHER -DESCRIBE
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE?
PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the
Percolation Test)
Minutes per inch in hole No. 1 Minutes per inch in hole No. 3
Minutes per inch in hole No. 2 Minutes per inch in hole No.
Name, address and telephone of RPE who made soil absorption tests:
334 Cen'l -r t'. 6704 w 64 Cfrl't s GA, a/ /1
Name, address and telephone of RPE responsible design of the system: ( T1-/ mot ro4 J r
4 CCV►ftr Drive 1660 5 C.6814, 6/
Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and
additional tests and reports as may be required by the local health department to be made and famished by the applicant
or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is
subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made,
information and reports submitted herewith and required to be submitted by the applicant are or will be represented to
be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of
health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any
falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based
upon said appli 'on and ' . legal action for perjury as provided by law.
7710n1 56 / C
Signed
PLEASE
ACC RATE MAP
Date 94'43
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Campbell
Engiueerillg
P.O. BOX 1593 Grand Junction, CO 81502
(970) 2434174 fax 243-0M gcampbel®gj.nel
CERTIFICATION OF COMPLETION
I hereby certify that the septic tank/ absorption bed installed at 0023 LaFeaz,Sit, CO.,
has been completed according to the plans and specifications and that the inctnlistion meets the
requirements of the Garfield County Sewage Disposal Systems Regulations.
Gary W. Campbell P.E.
0/2.0
Wd 9E'SS'E:uw1 *Wag MW OLPMEOL6LOZZOlOtenld :01 leg6Wq Aist WOJA
From: Gay Curate" To: Andy -Garfield BIng.Dea.
Date: 7(711004 Time: 10:33:20 PM
Page 1 of 1
8
a
B
'Telephone Pole
157'@315
2 way cleanout
1
2
3
4
12 11
0
4 rows of 9 each
'Equalizer 34' Chambers
Scale! 1 In. = 30 ft.
A
Cleorlout
1250 GAL. TANK PUMPING SCH.CYRS)
NUMBER OF PEOPLE
1 2 3 4 5 6 7 8
15 7.4 4.6 3.2 as 1.9 1.5 1.2
FILTER MAINTENANCE
CLEAN THE FILTER LOCATED IN
THE SECDID COiART1ENT OF THE
SEPTIC TANK BY REMOVING IT AND
SPRAYING IT WITH A HOSE
DIRECTLY INTO THE SEPTIC TMK.
EAI TDE THE TM& IS PIMPED.
!EV FILTERS ARE AVAILABLE AT
COPELMM CONCRETE RIFLE
IW€NSION TABLE
A-1 99.6'
A-2 134.4'
A-3 135.4'
A-4 137'
A-5 130'
A-6 135'
44'
`—_ gf@ tit A-8 151.6'
xs>FFA-9 173'
• , S A-10 1980
41 A-11 192
A-12 198'
.
B-1 137.5'
B-2 154.5'
B-3 161.6'
3-4 168.6'
3-5 169.4'
3-6 171.5'
B-7 173.6'
B-8 175'
3-9 246.3'
1-10 246.4'
3-11 249.4'
3-12 260.6'
WARNING' Failure to pump septic tank regularly
*Ill result in early absorption field failure
311360023 Laren , 30. As -Dunt
NMI 1Y1 oac BATES (Annan
it "gig
v
GEOTECHNICAL INVESTIGATION
DICKEY RESIDENCE
COUNTY ROAD 237
GARFIELD COUNTY, COLORADO
Prepared For:
JEFFERIES CONSTRUCTION
1116 Hickory Drive
Rifle, CO 81650
Attention: Mr. Jeff Dickey
Job No. GS -4017
August 29, 2003
CTL/THOMPSON, INC.
CONSULTING ENGINEERS
234 CENTER DRIVE • GLENWOOD SPRINGS, COLORADO 81601 • (970) 945-2809
TABLE OF CONTENTS
SCOPE
SUMMARY OF CONCLUSIONS
SITE CONDITIONS 2
PROPOSED CONSTRUCTION 2
SUBSURFACE CONDITIONS 3
SITE EARTHWORK 4
FOUNDATION 5
BELOW -GRADE CONSTRUCTION 6
SURFACE DRAINAGE 7
PERCOLATION TESTING 8
LIMITATIONS 8
FIGURE 1 -APPROXIMATE LOCATIONS OF EXPLORATORY PITS
FIGURE 2 - SUMMARY LOGS OF EXPLORATORY PITS
FIGURE 3 - GRADATION TEST RESULTS
FIGURE 4 - EXTERIOR FOUNDATION WALL DRAIN
FIGURES 5 THROUGH 7 - PERCOLATION TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TEST RESULTS
1
1
JEFFERIES CONSTRUCTION
DICKEY RESIDENCE
CTIJT JOB NO. GS -4017
SCOPE
This report presents the results of our geotechnical investigation for the
proposed Dickey Residence on a parcel adjacent to County Road 237 in Garfield
County, Colorado. We conducted the investigation to evaluate subsurface
conditions at the site and provide foundation recommendations for the proposed
construction. Our report was prepared from data developed during our field
exploration, laboratory testing, engineering analysis and our experience with similar
conditions. This report includes a description of the subsurface conditions found
in our exploratory pits, and presents our opinions and recommendations for design
criteria for recommended foundations, floor systems, and geotechnical and
construction criteria for details influenced by the subsoils. The recommendations
contained in this report were developed based on the currently planned construction.
If plans will differ significantly from the descriptions contained herein, we should be
informed so that we can check that our recommendations and design criteria are
appropriate. A summary of our conclusions is presented below.
SUMMARY OF CONCLUSIONS
1. Subsurface conditions encountered in our exploratory pits for the
building consisted of about 6 inches of silty sand "topsoil" over 5 and
6.5 feet of slightly silty gravel and cobbles underlain by sandy clay
with lenses of silty gravel to the total explored depth of 11.5 feet below
existing ground surface. Free ground water was found in TP -2 at a
depth of 11.5 feet at the time of excavation. The pits were backfilled
immediately after excavation operations were completed.
2. We recommend constructing the Dickey Residence on footing
foundations supported by the undisturbed, native gravel and clay
soils. Design and construction criteria for footings are presented in
the report.
3. Surface drainage should be designed to provide for rapid removal of
surface water away from the proposed residence. A foundation drain
should be installed around the basement.
JEFFERIES CONSTRUCTION
DICKEY RESIDENCE
CTLfT JOB NO. GS -0017
1
SITE CONDITIONS
The Dickey Residence is planned on a parcel adjacent to County Road 237 in
Garfield County, Colorado. The residence is planned in the central part of the
property. A spring -fed pond is south of the planned residence location. Ground
surface on the parcel generally slopes down to the south at grades less than 10
percent. Several natural drainages trend down to the south across the property.
Natural vegetation at the site was originally pinon, juniper and sage. Most natural
vegetation was grubbed and stripped during grading operations on the property.
Vegetation is currently grass and weeds with scattered pinon.
Harvey Gap Reservoir is located about 1 mile north of the site. The natural
drainage course for water discharged from the reservoir trends south across the
subject parcel. North of the subject site surface water flow from the reservoir is
diverted into two irrigation ditches. Surface flow does not normally occur in the
natural drainage downstream of the diversion point. Water in the pond and
subsurface water at the subject site is from a combination of dam leakage and the
irrigation ditches water loss.
PROPOSED CONSTRUCTION
The Dickey Residence will be a one-story, wood -frame building with an
attached garage and a walkout basement. The basement and garage floors are
planned as slabs -on -grade. Foundation loads are expected to vary between 1,000 and
3,000 pounds per lineal foot of foundation wall with maximum interior column loads
of 30 kips. We anticipate maximum foundation excavation depths on the order of 5
feet deep. Fill as thick as about 4 feet will be placed to raise grades adjacent to the
building. An individual sewage disposal system (ISDS) will be installed southwest
of the residence. If construction will differ significantly from the descriptions above,
JEFFERIES CONSTRUCTION
DICKEY RESIDENCE
CTIJT JOB NO. GS -4017
2
1
we should be informed so that we can adjust our recommendations and design
criteria, if necessary.
SUBSURFACE CONDITIONS
Subsurface conditions at the site were investigated by excavating two
exploratory pits (TP -1 and TP -2) with a backhoe at the approximate locations shown
on Figure 1. Excavation operations were directed by our engineering geologist who
logged the soils encountered in the pits and obtained samples. Samples obtained
in the field were returned to our laboratory where typical samples were selected for
testing. Graphic logs of the soils encountered in our exploratory pits are shown on
Figure 2.
Subsurface conditions encountered in our exploratory pits for the building
consisted of about 6 inches of silty sand "topsoil" over 5 and 6.5 feet of slightly silty
gravel and cobbles underlain by sandy clay with lenses of silty gravel to the total
explored depth of 11.5 feet below existing ground surface. Observations during
excavation indicated the gravel was dense and the clay was medium stiff. Free
ground water was found in TP -2 at a depth of 11.5 feet at the time of excavation. The
pits were backfilled immediately after excavation operations were completed.
One sample of gravel selected for gradation testing contained 79 percent
cobbles and gravel, 17 percent sand, and 4 percent silt and clay size particles.
Gradation test results are shown on Figure 3. Results of laboratory testing are
summarized on Table I.
JEFFERIES CONSTRUCTION
DICKEY RESIDENCE
CTUT JOB NO. GS -4017
3
1
SITE EARTHWORK
Grading plans were not provided to us. We understand fill thickness of about
4 feet will be placed to attain planned grades adjacent to the building. Areas which
will receive fill should be stripped of vegetation, organic soils and debris. The on-
site soils free of organic matter, debris and rocks larger than 6 inches in diameter
can be used as fill. Fill should be placed in thin, loose lifts of 10 inches thick or less,
moisture conditioned to within 2 percent of optimum moisture content and
compacted to at least 95 percent of standard Proctor (ASTM D 698) maximum dry
density. Density and moisture content of fill should be checked by a representative
of our firm during placement.
We anticipate excavations for the building foundation and utilities can be
accomplished using conventional, heavy-duty excavation equipment. Excavation
sides will need to be sloped or braced to meet local, state and federal safety
regulations. We believe the sandy clay will classify as a Type B soil and the silty
gravel as a Type C soil based on OSHA standards governing excavations.
Temporary slopes deeper than 5 feet should be no steeper than 1 to 1 (horizontal to
vertical) in Type B soils and 1.5 to 1 in Type C soils. Contractors should identify the
soils encountered in the excavations and refer to OSHA standards to determine
appropriate slopes.
Soils removed from an excavation should not be stockpiled at the edge of the
excavation. We recommend the excavated soils be placed at a distance from the top
of the excavation equal to at least the depth of the excavation.
Free ground water was encountered in TP -2 at a depth of 11.5 feet at the time
of excavation operations. We do not anticipate excavations for foundations or
utilities will penetrate ground water, however, excavations should be sloped to a
gravity discharge or to a temporary sump where water can be removed by pumping.
JEFFERIES CONSTRUCTION
DICKEY RESIDENCE
CTLIT JOB NO. GS -4017
4
ig
The ground surrounding the excavations should be sloped to direct runoff away from
the excavation.
FOUNDATION
We recommend constructing the Dickey Residence on footing foundations
supported by the undisturbed, native gravel and clay soils. The completed
foundation excavation should be inspected by a representative of our firm prior to
placing forms to confirm that subsoils are as anticipated and suitable for support of
the footings as designed. We anticipate maximum total settlements on the order of
1 inch are possible for footings on the native soils with differential settlement of
about 1/2 total settlement. Recommended design and construction criteria for
footings are presented below.
1. The footing foundations should be supported on the undisturbed,
native gravel and clay soils. Soils loosened during the excavation or
forming process for the footings should be removed or the soils can
be re -compacted prior to placing concrete.
2. Footings should be designed for a maximum soil bearing pressure of
2,000 psf.
3. Continuous wall footings should have a minimum width of at least 16
inches. Foundations for isolated columns should have minimum
dimensions of 24 inches by 24 inches. Larger sizes may be required,
depending upon foundation loads.
4. Grade beams and foundation walls should be well reinforced, top and
bottom, to span undisclosed loose or soft soil pockets. We
recommend reinforcement sufficient to span an unsupported distance
of at least 12 feet. Reinforcement should be designed by a qualified
structural engineer considering the effects of lateral loads on wall
performance.
5. The soils under exterior footings should be protected from freezing.
We recommend the bottom of footings be constructed at a depth of at
least 36 inches below finished grades for frost protection.
JEFFERIES CONSTRUCTION
DICKEY RESIDENCE
CTLfT JOB NO. GS -0017
5
BELOW -GRADE CONSTRUCTION
Foundation walls which extend below -grade should be designed for lateral
earth pressures where backfill is not present to about the same extent on both sides
of the wall. Many factors affect the values of the design lateral earth pressure.
These factors include, but are not limited to, the type, compaction, slope and
drainage of the backfill, and the rigidity of the wall against rotation and deflection.
For a very rigid wall where negligible or very little deflection will occur, an "at -rest"
lateral earth pressure should be used in design. For walls which can deflect or
rotate 0.5 to 1 percent of wall height (depending upon the backfill types), lower
"active" lateral earth pressures are appropriate. Our experience indicates typical
basement walls in residences can deflect or rotate slightly under normal design
loads, and that this deflection results in satisfactory wall performance. Thus, the
earth pressures on the walls will likely be between the "active" and "at -rest"
conditions.
If the on-site soils are used as backfill, we recommend design of below -grade
walls using an equivalent fluid density of at Ieast50 pcf for this site. This equivalent
density does not include allowances for sloping backfill, surcharges or hydrostatic
pressures. The recommended equivalent density assumes deflection; some minor
cracking of walls may occur.
Backfill placed adjacent to foundation wall exteriors should be free of organic
matter, debris and rocks larger than 4 inches in diameter. Backfill should be
moisture conditioned to within 2 percent of optimum moisture content and
compacted to at least 95 percent of standard Proctor (ASTM D 698) maximum dry
density.
Water from rain, snow melt and surface irrigation of lawns and landscaping
frequently flows through relatively permeable backfill placed adjacent to a residence
and collects on the surface of relatively impermeable soils occurring at the bottom
JEFFERIES CONSTRUCTION
DICKEY RESIDENCE
CTLIT JOB NO. GS -4017
6
v
of the excavation. This can cause wet or moist conditions in below -grade areas after
construction. To reduce the likelihood water pressure will develop outside
foundation walls and reduce risk of accumulation of water in the basement, we
recommend provision of a foundation drain. The drain should consist of a 4 -inch
diameter, open joint or slotted pipe encased in free draining gravel. The drain should
lead to a positive gravity outfall, or to a sump pit where water can be removed by
pumping. A typical foundation drain detail is presented on Figure 4.
SURFACE DRAINAGE
Surface drainage is critical to the performance of building foundations. We
recommend the following precautions be observed during construction and
maintained at all times after the Jasper Residence is completed:
1. The ground surface surrounding the exterior of the residence should
be sloped to drain away from the residence in all directions. We
recommend providing a slope of at least 12 inches in the first 10 feet
around the residence, where possible.
2. Backfill around the exterior of foundation walls should placed be in
maximum 10 inch thick loose lifts, moisture conditioned to within 2
percent of optimum moisture content and compacted to at least 95
percent of standard Proctor (ASTM D 698) maximum dry density.
3. The residence should be provided with roof gutters and downspouts.
Roof downspouts and drains should discharge well beyond the limits
of all backfill. Splash blocks and downspout extensions should be
provided at all discharge points.
4. Landscaping should be carefully designed to minimize irrigation.
Plants used near foundation walls should be limited to those with low
moisture requirements; irrigated grass should not be located within 5
feet of the foundation. Sprinklers should not discharge within 5 feet
of the foundation and should be directed away from the building.
Irrigation should be limited to the minimum amount sufficient to
maintain vegetation; the application of additional water will increase
the likelihood of slab and foundation movements.
JEFFERIES CONSTRUCTION
DICKEY RESIDENCE
CTLJT JOB NO. GS -4017
7
5. Impervious plastic membranes should not be used to cover the ground
surface immediately surrounding the residence. These membranes
tend to trap moisture and prevent normal evaporation from occurring.
Geotextile fabrics can be used to control weed growth and allow some
evaporation to occur.
PERCOLATION TESTING
We performed percolation testing in the area of the planned individual sewage
disposal system (ISDS). A profile pit (Profile) and three percolation pits (P-1 through
P-3) were excavated at the approximate locations shown on Figure 1. Graphic logs
of the soils encountered in the pits are shown on Figure 2. Our representative
performed percolation testing in the pits on August 21, 2003. Percolation test results
are presented on Figures 5 through 7. Test results indicate that the design
percolation rate will be about 20 min/inch. We understand a professional engineer
qualified in septic design will design the individual sewage disposal system (ISDS)
for the project.
LIMITATIONS
Our exploratory pits were located to obtain a reasonably accurate picture of
subsurface conditions. Variations in the subsurface conditions not indicated by our
pits will occur. We should observe the completed foundation excavation to confirm
the soils are as anticipated from our exploratory pits and suitable for support of the
footings as designed.
Our report was based on conditions disclosed by our exploratory pits,
laboratory testing, engineering analysis and our experience. Criteria presented
reflect our understanding of the proposed construction. If construction will differ
significantly from the descriptions in the report, we should be informed so that we
can check that our recommendations and design criteria are appropriate.
JEFFERIES CONSTRUCTION
DICKEY RESIDENCE
CTLR JOB NO. GS -4017
8
1J
This investigation was conducted in a manner consistent with that level of
care and skill ordinarily exercised by geotechnical engineers currently practicing
under similar conditions in the locality of this project. No other warranty, express
or implied, is made. If we can be of further service in discussing the contents of this
report or in the analysis of the influence of the subsoil conditions on the design of
the structure, please call.
CTL/THOMPSON, INC.
„ J•
JayesD.Kell .ggg
Sta Geotech Ical Engineer
JD
(5 copies
JEFFERIES CONSTRUCTION
DICKEY RESIDENCE
CM JOB NO. GS -4017
9
M
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265 -II 1/37
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P-1
1111
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P-2 •
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P-3
TP -2
•
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ales Construction
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Job No. GS -4017
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Exploratory
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Fig. 1
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HYDROMETER ANALYSIS
SIEVE ANALYSIS
2514t 719t.
46 MN. 15 MN.
100
90
80
I7O
Y a°
50
40
30
20
10
0
.001 0.002 .019 .037 .074 .149 297 0'x190 1.19 2.0 2.38 4.76
DIAMETER OF PARTICLE IN IUJSETERS
}
TSE READINGS
U.S. STANDARD SERIES
CLEAR SQUARE OPENINGS
60 MN. 19 MN. 4 M. 1 MN. V00 '100 '50 '40 '30 96 '1O '8 '4 It 3/4' 115' 3' 5'6' 6'
0
912
191
361
781
10
20
30 q
40
50
60
70
80
90
1m
127 200
CLAY (MASTIC) TO SILT (NON -PLASTIC)
SANDS
GRAVEL
FOE 1 MEDIUM 1 COARSE
FINE ) COARSE I COBBLES
Sample of GRAVEL, CLEAN (GP)
From TP -1 AT 1-7 FEET
GRAVEL 79 % SAND 17 %
SILT & CLAY 4 % LIQUID LIMIT - %
PLASTICITY INDEX - %
HYDROMETER ANALYSIS
25 HR. 7HR. TIME READINGS
45 MN. 1SMN. 60MN.19 MN. 41111. 1 MN.
100
90
60
9 7°
60
50
40
30
20
10
0
SIEVE ANALYSIS
US. STANDARD SERIES
CLEAR SQUARE OPENINGS
'200 900 '60 •40 30 96 '10 '8 '4 3G' 5/4' 114' 3' 5'8. 6'
0
10
20
30
40
50
BD
70
80
0.002
.019
.074 .149 297IMO
0.42
DIAMETER CF PARTICLE IN MILLIMETERS
1.19 2.0 2.38 4 76
9.62
19.1 36.1
762
90
100
127 200
152
CLAY (MASTIC) TO SILT (IAN-PIASTC)
SMAS
GRAVEL
1 MEDIUM I COARSE
FIE I COARSE I LOBBIES
Sample of
From
JOB NO. GS -4017
GRAVEL % SAND
SILT 8 CLAY % LIQUID LIMIT
PLASTICITY INDEX
Gradation
Test Re ults
0/0
FIG.3
SLOPE
PER
OSHA
SLOPE
PER REPORT
BACKFILL
(COMPOSITION AND
COMPACTION PER REPORT)
BELOW GRADE WALL
NOTE:
DRAIN SHOULD BE AT LEAST 2 INCHES
BELOW BOTTOM 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.
ENCASE PIPE IN WASHED
CONCRETE AGGREGATE (ASTM
C33, NO. 57 OR NO. 67)
EXTEND GRAVEL TO AT LEAST
1/2 HEIGHT OF FOOTING.
COVER GRAVEL WITH
FILTER FABRIC.
B
Job No. GS -4017
REINFORCING STEEL
PER STRUCTURAL
DRAWINGS
PROVIDE POSITIVE SLIP JOINT
BETWEEN SLAB AND WALL.
FLOOR SLAB
2" MINIMUM
8" MINIMUM
OR BEYOND 1:1
SLOPE FROM BOTTOM
OF FOOTING.
(WHICHEVER IS GREATER)
4 -INCH DIAMETER PERFORATED DRAIN PIPE.
THE PIPE SHOULD BE LAID IN A TRENCH
WITH A MINIMUM SLOPE OF 0.5 PERCENT.
FOOTING OR PAD
PROVIDE PVC SHEETING
GLUED TO FOUNDATION
WALL TO REDUCE MOISTURE
PENETRATION
Exterior
Foundation
Wall Drain
Fig. 4
SATURATION AND PREPARATION
DATE: 08/20/03
TIME AT START OF SATURATION: 5:00 pm
PERCOLATION TEST
DATE: 08/21/03
WATER IN BORING AFTER 24 HOURS
YES X NO
PERCOLATION TEST RESULTS
HOLE
NUMBER
DEPTH
(INCHES)
TIME AT
START OF
INTERVAL
TIME
DEPTH TO WATER
CHANGE
IN WATER
DEPTH
(INCHES)
PERCOLA-
TION RATE
(MIN/INCH)
INTERVAL
(MINUTES)
START OF
INTERVAL
(INCHES)
END OF
INTERVAL
(INCHES)
P-1
35
5:15
15
8.75
12.25
3.5
4
5:30
15
7.75
9.5
1.75
9
5:45
15
7.75
9.25
1.5
10
6:00
15
9.25
10.25
1.0
15
6:15
15
9.0
10.0
1.0
15
6:30
15
9.0
10.0
1.0
15
6:45
15
7.25
9.0
1.25
12
7:00
15
9.0
10.0
1.0
15
7:15
15
6.5
7.5
1.0
15
7:30
15
7.5
8.25
0.75
20
7:45
15
8.25
9.0
0.75
20
8:00
15
5.75
6.75
1.0
15
8:15
15
6.75
7.75
1.0
15
Job No. GS -4017
Fig 5
SATURATION AND PREPARATION
DATE: 08/20/03
TIME AT START OF SATURATION: 5:00 pm
PERCOLATION TEST
DATE: 08/21/03
WATER IN BORING AFTER 24 HOURS
YES X NO
PERCOLATION TEST RESULTS
HOLE
NUMBER
DEPTH
(INCHES)
TIME AT
START OF
INTERVAL
TIME
INTERVAL
(MINUTES)
DEPTH TO WATER
CHANGE
IN WATER
DEPTH
(INCHES)
PERGOLA -
TION RATE
(MIN/INCH)
START OF
INTERVAL
(INCHES)
END OF
INTERVAL
(INCHES)
P-2
33
5:15
15
5.75
8.75
3.0
5
5:30
15
4.25
5.75
1.5
10
5:45
15
3.75
4.75
1.0
15
6:00
15
4.75
5.75
1.0
15
6:15
15
5.5
6.25
0.75
20
6:30
15
6.25
7.25
1.0
15
6:45
15
7.25
8.0
0.75
20
7:00
15
4.5
5.5
1.0
15
7:15
15
5.5
6.25
0.75
20
7:30
15
6.25
7.0
0.75
20
7:45
15
7.0
7.5
0.5
30
8:00
15
6.0
6.75
0.75
20
8:15
15
6.75
7.5
0.75
20
Job No. GS -4017
Fig 6
SATURATION AND PREPARATION
•
DATE: 08/20/03
TIME AT START OF SATURATION: 5:00 pm
PERCOLATION TEST
DATE: 08/21/03
WATER IN BORING AFTER 24 HOURS
YES X NO
PERCOLATION TEST RESULTS
HOLE
NUMBER
DEPTH
(INCHES)
TIME AT
START OF
INTERVAL
TIME
INTERVAL
(MINUTES)
DEPTH TO WATER
- -
CHANGE
IN WATER
DEPTH
(INCHES)
PERGOLA -
TION RATE
(MIN/INCH)
START OF
INTERVAL
(INCHES)
END OF
INTERVAL
(INCHES)
P-3
37
5:15
15
4.75
8.5
3.75
4
5:30
15
4.0
6.0
2.0
8
5:45
15
6.0
7.25
1.25
12
6:00
15
4.0
5.5
1.5
10
6:15
15
5.5
6.5
1.0
15
6:30
15
5.5
6.25
0.75
20
6:45
15
6.25
7.0
0.75
20
7:00
15
5.5
6.0
1.0
15
7:15
15
6.0
6.75
0.75
20
7:30
15
6.75
7.5
0.75
20
7:45
15
5.75
6.5
0.75
20
8:00
15
6.5
7.25
0.75
20
8:15
15
4.5
5.5
1.0
15
Job No. GS -4017
Fig 7