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Please See Building and Land Use Approvals Files for additional information.
Partial 10 —C)DA
' ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT
APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM ((SOS) PERMIT
_1 /'' wegc Bus. Phone #( 1& 4 -33&0
Name of OWNER �/1 Q Sx t►4*% C1
Melling Address njoz ALfi5r,4
/97y R�1� zSs�%
Bus. Phone #
' Name of AGENT
D r, ) A r -n /j a rNr n �a,Q�14�lom6as # _CL-rresrs ►
Mailing Address 1 V ti t i
' Copy of Permit to be Sent to:
PERMIT 19 FOR: NEW INSTALLATION, ( ) REPAIR, () ALTERATION NOT DUE TO FAILURE, or () EMERGENCY USE. for porm!t t,
'TREET ADDRESS Of Property: O A, �N
J��a4CItL'h lot , bock r filing and sUbdiv.�
EGA L D TION of Property: al�
3 4 �t a All n ewT[ e61
'!ze of Lot Aorex Type of 9buafurc Proposed
# BEDROOMS Se a LOFTS L• sr GARBAGE DISPOSALS 1,
K DISHWASHERS �• # CLOTHES WASHERS
` ' 1
''Jstor Supply' private Well, O Spring. O Stre`a'm. Pr O System (Public or Private Name: _
IS PROOF OF ADEQUATE WATER ATTACHED? pQ YEs or ONO HAS THIS PROJECT BEEN APPROVED 13Y PITICN COUNTY? YES or O O NO
` 1, Jon we
royal of anY arMr permit rapv red for cpneauctIw WJrauart tePkxln Ceunry epee. M10 con::vctWn n:ay ea pnaeeawn
pl¢allen tat Sa Ind a dug w«cpe diaPowl sYehm petmn h M.eby sobmlPed. Tne undNslgmd SS%Moa'ledgea m4N tM Shen MIWe"et" b uuo ane tM1 false Inr=0MdW o rill Ir.n'bero p:e eP
1e.y apbnAeen: pwmit. IeaJance at [ha s<•mn ewe not eeplkltlY er ,mpllrJtly ImP Y tM SPP d this eymem.
mll ail UP W,41- and IMI ha•a been obwlnd The e«ner asavmes eP reapore,bilitha In Cees el telWra or Inadedaapy
Date
IGNATURE OF APPLICANT
a application becomes Ir•ve!ld 120 days from the date signed. This Permll is valid only for the design as ....iniad below.
k
BELOW FOR OFFICE USE ONLYii a eee..../.�.`•`t.e•..eeea
.....................
.
... INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT # 'l inOd S�
'
Yes Data received Z III
Receipt • oc o Received By
ve
x160 lee paid ( )-------
DESIGN CRITERIA OF SYSTEM TO BE INSTALLED: Any changes must be submitted andapprovedin writing.
2?.�L� J� a Deii Waste Flows (g-15 gallons.
•n
# of Sedrood: y. Porcolffilon Rate; m I P • Average y
Yea or No (01 Wan. and epeelroedwl or "Me
enyn+aar ensu ba Icaoned ary oM1engea mutt M app:awd m rrit.ng we t^e engineer
la an Engineer jan Designed ayatom needed? () ( )
shill Cetlify Ina lean Mata°aliW+u [nc Erm•unmon[al MaaYh Oeoannent In Widna.f
.� � gallons Absorption Area J-+2— square test minimum
Minimum Septic Tank Capacity v f3 Pumpin /Dosln Chamber. () Absorption Pit 1
' O Absorption Bed, O Absorption Field In TforehIlll, t )) Gravel•lese system. (^ I) 9 g „_p .•:Cn - �d I _ q3' rn of
--
IV 30 Wo Y'edueilt7r\ l5 GI.I) OYV� 1rQ1.%Q.(.ItSS It, t .yY'aOtL,•,.��v�C— V'.J ►a -Yl YK+ +f''� �
{•� 2 c\+�_TM. �� d ccLa (os bLa 5- n -Si cA
6_a L—ltJtIf� �(�fn;�
CsoV,g eu•MU�Y�x 11 A11 �+stemofa ges re1 qui:np inepecO Be of oxcs ion, O U6 poon cPfetlon and prior to ptuement of 0revel, (1 afore co.•ering distribution system of ebeorp:�on
field. () Prior to backtlll of any component end any situation deemed necessary by Environmenlnl Health Department Stsif,
d,epoeal gatem K&,e been roulered and ell ea:tafoetery, Pe•missron Is busav g'anlee w d•c wnr, or n4 seem w Palwm.,ne %w
' I+'s r ouc+
Incus so .pt+lfiesean: d the P]Ih he
jMkIM zu sd«ape
Indhuad Dewe +i Spea•dsnce rid, :`s Fign Ceu•Ihy tPdf.ldual aa+age OnPacal fiapuladaa: m SfIM an lav date o• %as�c. rn oddlJon to gancr_I pw•I;Irn u! redo in any adaAmsnu. Pia
to ma I.I. -ea add:ttwit ta•m2 aM condldons 'r *MY.
'I
DATE OF ISSUE:
APPROVED FOR ISSUE BY:ne wnp: see°mo. all •sadpndeaitma In. sass er LLeare °' lna ^`+ ° 'n'6
na (plod , ee b/ :'+e A _ cn/Ficin EnmenmenlWI .Inenn OPPanmant. n LL,,Aa
fret ab^pjktual so -age 9eponal eravm nal been, ^, , „ . (1•J-30�-i rl
aYa'em. CumplNe as,a.l.t draw ng we FN apao'Nca��V,o,n��P��I��as,,�,,b��u�•I,,t eyy,a�� ird.,dad oub rn,a pvrmA.
it'14-gto Ntdd �e•l{u' 0� `� r �..6� DATE OF FINAL INSPECTION:
FINAL INSPECTION BY
[ UT's OA.EN4 5TF•EET A3oEN, COLOFnOO dtan +'HONE ]eae20-ec>d Fbt delae'0.p+g:
aOTM•Ud.J'.JTCFCIwP-EM'•T.e.+ PxNTE0 ON FIECYCLEO PAPEA
allEr.O [qa
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�nel,r' asW eel ta,� u o �.e P°�I YY.o-n;�a V�ate�
ftn%Q- wo-tev- �stQ�dar S �Q�fiLtort<cM,4tselved 5dle
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Ocomm.e.e �-W-4 � Water be AWa+.ecl + 6-1 v
A -V -g- oa- e r 1n-rb aay l mance r JY -W) K1 c J
CO�tec Saw)ci rds � .�ll,, l
C*V-� au," Go (4v-, q- p`,I
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JEROME GAMBA & ASSOCIATES, INC.
CONSULTING ENGINEERS & LAND SURVEYORS
113 9TH STREET, SUITE 214
P.O. BOX 1458
GLENWOOD SPRINGS, COLORADO 81602-1458
PHONE: (970) 9452550 FAX: (970) 945-1410
Ms. Mary Wood
Pitkin County Environmental Health
130 South Galena
Aspen, CO 81611
0
Re: Cheff Residence ISDS Certification, 220 Sage Rim, Sopris Ranch
Dear Mary:
June 24, 1997
On June 20, 1997 a final inspection of the ISDS was performed by me and was found to be in
substantial conformance to the plans and specifications dated May 6, 1996. A flow test of
the siphon indicated the need for an extension of the 4 -inch overflow pipe to provide the 2 -
inch freeboard (the siphon activated with less than 1/4 -inch freeboard).
Accompaning this letter is a copy of the Record (or "As -Built") Drawings.
If you have any questions or comments, please call me.
Sincerely,
JEROME GAMBA & ASSOCIATES, INC.
Robert W. Pennington, P. E. 29323
F: DWAchet.doc
cc: Stan Cheff
3
ASPEN/PITKIN ENVIJWMENTAL HEALTH DEPARTMENT
ISDS DESIGN191rEQUIREMENTS
DEPARTMENT USE ONLY
Name Stan Cheff
0
Permit #
Parcel ID # 2465-342-01-004
House Size 5900 sq. ft. (75 gpd, 100 gpd, or 130 gpd) 100
Number of Bedrooms, Lofts, Offices, Similar Rooms - Main House 3
Number of Bedrooms, Lofts, Offices, Similar Rooms - Caretaker 0
Average Daily Waste Flow 675 (# bedrooms X 2 people/br X 75)
State Review Required? no
Perc Rate 40 (T) in minutes/inch
Design Flo w (Q) _ # bedrooms X 2 people/bedroom X gpd X 1.75
Q= 1050
Absorption Area (A= Q/5 X SQ RT of T)
1328.157 sq. ft. of absorption area required
74 infiltrator units without reduction
r
A maximum 30% reduction is allowed for use of deep gravel or gravelless chambered system
929.7096 sq.ft. with reduction
52 infiltrator units with reduction
Type of system: [ ]Absorption trenches [ ]Absorption bed [ ] Gravelless char
[ ]Dry well [ ]Seepage Pit []Pumping Chamber
Is an Engineer -Designed System required? no _
yes reason:
Minimum tank capacity 1,250 gallons
SETBACK FROM WELL
# of feet = 104
-'�Dcke -fa X61 a{
;Ic rane A
3`,-0 0y7 " noi fmc'kahmp
I' [[ L -i st%YQ
reasm r+U --'�<(Xm uXuid
, " heLvYx a, tn,1je
C0q'4e.-r] i t�- ucuMllq
ee p5 a ` k' r `Fttie
I]nesr
Remember: 8 feet of additional distance for each 100 gallons/day of design flow over 1,000 gallons/day
should be added unless an RPE can verify that it is not necessary to prevent contamination.
APPROVED FOR ISSUE BY:
SYSTEM INSTALLED BY:
DATE OF FINAL INSPECTION REQUEST.
FINAL INSPECTION BY:
DATE
.L11r:1
_ Printed on Recycled Paper
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ASPEN/PITRIN ENVIRONMENTAL HEALTH DEPARTMENT
130 South Galena, Aspen CO 51611
(303) 920-5070
SOIL DATA FORM -tet 4—,T�-0
PROPERTY ADDRESS i/ -C ( ��EDA'fS ✓I ci�l�
LEGAL DESCRIPTION
PROPERTY OWNER:
NAME �T141U [iJ-lC tti
ADDRESS ��"" Q�
PHONE � � �t1 <�/'530
(0
Note:
+ Percolation Test Result Form and Site Plan must be submitted
with this form.
• Percolation and profile holes should be located within a 1200
square foot area'of the proposed septic system.
• For lots <5 acres the site plan must include the entire lot.
* Location of percolation and profile holes must be mapped
adequately and identified with, stakes, flagging, etc.
Percolation holes must be identified as.#1,#2, and #3-
uratioo and Swelling
Smeared surfaces removed: _Yes No
Sand o: gravel added: _Yes --No
Dam and time presoak water added:
Amount of presoak water added (gallons):
Date and time percolation test is started:
Did water remain in hole after the overnight swelling
pc^od.
l{ole I __Ycs _No
Hole 2 _Yes _No
Hole 3 Yes —No
Percolation Rate Nlcasurement
percolation Rate (rr:!r../.n.) Hole 1
I lolc 2
Bole 3
Avcragc___._
Cround.ratec
Encountered @ _,iec:.
- Estimated depth to maximum seasonal
water table if not encountered in
profile:
• Is arra believed to be subject to seasonal
fluctuations which could result in a
seasonal water table within T of surface?
_Yes _No
Slope determination in :tbcorption area: min to
the _(direction)
Bedrock:
Encountered @ __feet.
Estimated depth if not encountered in
profile:
• Type of bedrock: Sandstone
_Claystonc Silutone
_Other
Is bedrock fractured or wcathercd?
Yes No
Is bedrock bclicved ho bc- permcal;ic'
(Pere rate <60 min hn )
---Yes _^__N'o
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No.
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ASi`LN/PCI'rciN 1:1WUMONtvLENTA[_ rII Ar_:1I'. Dl:rAR'r*t4VP2_-NT
130 South Galcaa, ."spcn, (CO Si61
:"03-971-l)-5070
Percolation Test Result Form
Hole
Depth
(in.1
t.ength of Water Depth
Water Qitp-h
Inlerval @ Stan
@ End
(Tin.) of Interval
of Interval
(in.)
(in.)
i5,zv- A-1 i►4606YP lte
C ( LA _)HA& -YO f �
Drop In
Watc1 Level
(111.)
P")roolelion
Rate 01) F;nal
;n1olval
(min -nn )
R—OPO3e—T —
' Field Notes shall be recorded on this corm or in this format; typed Copir�s of field re•_crds maY
^e submitted on this form.
' -A four hour test must be conducted unless (a) water remains in the hale after the presoak i;:
:vhich case one 30 min. interval is sufficient, (b) the first 6" of water seeps away in. <3u
' minutes in which case a one-hour test of 6 - 10 minute tima intervals may be used, (c) the test
a being conducted in ;and in which case a onto -hour test or 6 - 10 minute tune In,eiva±s rra y
I;e wed, (d) three successhle watt; '.evnl drops do not vary by more_./16 inch ir, whi it
' Casa a two hour test may be conducted
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Profile Hole information
Soils must be classified by soil type.
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' Certification
I certify that the above information is correct and complete to the
best of my knowledge and that all tests were psrfprmed in
accordance with ons of the myself
Pickin Health
' sewa a Regulatio Tit o X by myself br under my
supervi n-
Origina{ Signature a[e
Company [fame
Q Ul
Address emo e
c170 44S-�.SSb
Phone
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Pecos: - S; --C P_J,%
�� F-kTTf4�.1�✓>
SEPTIC TANK SIZE gallons
FIELD SIZE SPECIFICATIONS
TYPE: TRENCH or BED (circle one)
# of trenches
LENGTH feet
WIDTH _ feel
SEPTIC WORK TO BE PERFORMED BY
4
15 5 kz s
ASPEN/PI FKIN ENVIRONMENTAL HEALTH DEPARTMENT
FINAL SYSTEM DESIGN
' AL SPECIFICS OF THE SYSTEM INCLUDED UNDER THIS PERMIT:
Built Conditions)
e of Tank or Treatment Unit: Tank Capacity: gallons
Le of Absorption Field: Absorption Area: square feet
CRIPTION, CONDIT ONS, AND SPECIFICATIONS OF SY9TEM DESIGN:
1
F
AL ASBUILT PLOT PLAN:
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RAL INSPECTION BY:
-'M;UOC J7C?CdVP:PERMIT.i
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DATE OF INSPECTION:
100 SOUTH GALENA STREET - 191EN. G0'-0AAOO 81411 - PHONE W4.PN:310 • 1a \J] 0205101
PRINTED ON RECYCLED PAPER
0 0
Cheff Residence
Job 95451
LEGAL DESCRIPTION:
A parcel of land being part of Tract 75 and Lot 2, Section 34, Township 8 South, Range 87
West of the Sixth Principal Meridian, Said parcel is more fully described as follows:
Beginning at Angle Point 4 of said Tract 75;
Thence North 1137.72 feet along line 4-5 of said Tract 75;
Thence S 70°21' W 1450.00 feet;
Thence S 51025'08"W 510.90 feet;
Thence S 57°49' E 545.00 feet;
Thence S 70004' E 1242.67 feet to the Northeast corner of Said Lot 2;
Thence S 81 °35' E 137.00 feet to the Point of Beginning.
Said parcel contains 35.09 acres more or less.
0 0 &
;, APV1 1 i 1996 1
�� HEAL�d
ENV ( ASP cN I PIAN
SOILS AND FOUNDATION INVESTIGATION
PROPOSED CHEFF RESIDENCE
PARCEL 34, SOPRIS MOUNTAIN RANCH
PITKIN COUNTY, COLORADO
Prepared For:
Mr. Stan Cheff
c/o Jerome Gamba & Assoc.
P.O. Box 1458
Glenwood Springs, CO 81601
Job No. GS -1757
March 8, 1996
CTL/THOMPSON, INC.
CONSULTING ENGINEERS
234 CENTER DRIVE ■ GLENWOOD SPRINGS, COLORADO 81601 ■ (970) 945-2809
TABLE OF CONTENT
SCOPE
1
SUMMARY OF CONCLUSIONS
1
SITE CONDITIONS
1
PROPOSED CONSTRUCTION
2
SUBSURFACE CONDITIONS
2
SITE GRADING
3
FOUNDATION
4
Straight Shaft Drilled Piers
5
Footings Bearing On Structural Fill
6
FLOOR SYSTEM AND SLABS -ON -GRADE
7
FOUNDATION WALLS
9
PERCOLATION TEST RESULTS
9
SURFACE DRAINAGE
10
LIMITATIONS
10
FIGURE 1 - LOCATIONS OF EXPLORATORY BORINGS
FIGURE 2 - SUMMARY LOGS OF EXPLORATORY BORINGS
FIGURE 3 - SWELL/CONSOLIDATION TEST RESULTS
FIGURE 4 - EXTERIOR FOUNDATION WALL DRAIN
FIGURES 5 THROUGH 7 - PERCOLATION TEST RESULTS
TABLE 1 - SUMMARY OF LABORATORY TEST RESULTS
MR. STAN CHEFF
CTL/T GS -1757
Li
SCOPE
This report presents the results of our soils and foundation investigation for
the Cheff Residence to be built at Parcel 34, Sopris Mountain Ranch in Pitkin
County, Colorado. We explored subsurface conditions at the site to provide
foundation recommendations for the building. This report includes a description of
the subsurface conditions found in our exploratory borings, a recommended
foundation system and geotechnical criteria for it and construction criteria for details
influenced by the subsoils. Our report was prepared from data developed during our
field exploration, laboratory testing, engineering analysis and our experience. A
summary of our conclusions is presented below.
SUMMARY OF CONCLUSIONS
1. Our exploratory borings penetrated 1.0 to 2.0 feet of organic, sandy
clays. The organic soils were underlain by 6.0 to 7.0 feet of very stiff,
sandy to gravely clays underlain by hard to very hard claystone
bedrock at our TH-1 and TH-2 locations. At our TH-3 location the
organic clays were underlain by dense to very dense clayey gravels
with cobbles and boulders. No free groundwater was found in our
exploratory borings the day of drilling.
2. The building can be founded with straight shaft drilled piers
penetrating the claystone bedrock or on footings bearing on a mat of
densely compacted granular structural fill (See "Foundation" section).
3. We recommend that living area floors not be constructed directly on
the native clays or claystone because of their expansive
characteristics (see "Floor System and Slabs -On -Grade") .
4. A ground surface slope away from the residence should be maintained
at all times to reduce wetting of soils below foundations.
SITE CONDITIONS
Parcel 34 is an approximately 35 acre tract located on north the facing slopes
below Mount Sopris in Pitkin County, Colorado. Access is from West Sopris Creek
road to an access drive that borders the parcel above and to the southwest. West
MR. STAN CHEFF
CTL/r GS -1757 1
0
0
Mix
Sopris Creek is below the parcel to the north and west. Ground surfaces at the
planned building envelope slope down to the west and north at grades measured
and visually estimated at 5 to 10 percent. Vegetation consist of open areas of
grasses and weeds with scattered sage brush and areas of dense scrub oaks.
Approximately 4 feet of snow covered the site during our field investigation.
PROPOSED CONSTRUCTION
The Cheff Residence will be a single family residence. The building will be
a two story log home with a loft for a total of three levels. The lower level will be a
walkout basement. Plans are for the basement floor to be a slab -on -grade.
Maximum excavation depths for the basement will be approximately 10 feet. The
building footprint will be approximately 116 feet by 40 feet. Free standing retaining
walls up to 4 feet tall will be built adjacent to the building for a parking area and
patio. We assumed maximum exterior wall loads will be approximately 3 kips per
lineal foot and maximum interior column loads will be 15 kips. We should be
informed if the final design differs to allow re-evaluation of the recommendations
and criteria presented herein.
SUBSURFACE CONDITIONS
Three (3) exploratory borings, three (3) percolation holes and one (1) profile
hole were drilled at the locations shown on Figure 1 to investigate subsurface
conditions. Drilling was directed by our laboratory/field manager who logged the
soils and bedrock and obtained samples for testing in our laboratory. Summary logs
of the soils found in our exploratory borings are shown on Figure 2.
Our exploratory borings, TH-1 and TH-2, penetrated 1.0 and 1.5 feet of
organic, sandy clays above 6.0 and 7.0 feet of very stiff, sandy to gravely clays
underlain by hard to very hard claystone bedrock. In our TH-3, 2.0 feet of organic
clays were underlain by dense to very dense clayey gravels with cobbles and
boulders. No free groundwater was found in our exploratory borings the day of
MR. STAN CHEFF
CTL'T GS -7757 2
E
•
drilling. Laboratory test results are shown on Figures 3 and 4 and summarized on
Table 1.
SITE GRADING
The building will be stepped into the natural slope of the site. Maximum
excavation depths will be approximately 10 feet. A recommended foundation
alternative is footings bearing on an at least 3.0 feet thick mat of densely compacted
granular structural fill (see"Foundation" section). We recommend that slabs -on -
grade bear on structural fill (see "Floor System and Slabs -On -Grade"). Grading plans
were not available at this writing, however, it appears that maximum cuts for the
basement will be 10 feet. Structural fill should extend horizontally a distance equal
to the depth of fill beyond the edges of all footings. We recommend that the owner
and client consider over excavating the entire building footprint (below footings and
floor slabs) and backfill with structural fill.
We should review grading plans when available to provide geotechnical input
regarding excavation stability. Sides of excavations deeper than 5 feet should be
sloped or braced. We recommend no slopes steeper than 1 to 1 (horizontal to
vertical). Excavated slopes will tend to collapse and flatten when wetted. We need
to view the excavation to confirm that soils exposed are as anticipated.
We believe that the sandy clays are Type B as described in the October, 1989
Occupation Safety and Health Administration (OSHA) Standards published by the
Department of Labor governing excavations. The publication indicates a maximum
temporary slope of 1 to 1 (horizontal to vertical) for Type B soils.
Soils removed from the excavation should not be stockpiled at the edge of
the excavation. We recommend the excavated soils be placed at a horizontal
distance from the top of the excavation equal to at least the depth of the excavation.
Free groundwater was not found in our exploratory borings the day of drilling.
MR. STAN CHEFF
CTL/r GS -1757
3
•
Depending on cut depths and time of year, groundwater may enter the excavation
during construction. The excavation floor should be sloped to direct groundwater to
a positive gravity outfall or sumps where water can be removed by pumping, if
needed.
Areas to receive fill and floor slab and exterior concrete flatwork subgrade
should be stripped of roots and organic matter. The resulting surface should be
scarified to at least 8 inches deep, moisture conditioned to within 2 percent below
to 2 percent above optimum moisture content and compacted to at least 95 percent
of the standard Proctor maximum dry density (ASTM D 698). Structural fill below
footings, floor slabs or exterior concrete flatwork can be constructed of granular
soils with 100 percent finer than 3 inches and between 10 and 30 percent silt and
clay sized particles (passing the No. 200 sieve) with a maximum liquid limit (LL) of
30 and a maximum plasticity index (PI) of 10. The soils should be moisture
conditioned to within 2 percent of optimum moisture content and placed in 8 inch
maximum loose lifts and compacted to at least 100 percent of the maximum dry
density determined by the standard Proctor density test (ASTM D 698). Placement
and compaction of fill should be observed and tested by a representative of our firm
during construction.
FMO .1_10.
Our exploratory borings penetrated expansive clays underlain by expansive
claystone bedrock under most of the building and dense clayey gravels under the
east part of the building (see Figure 1). The gravels have a tendency to consolidate
slightly under load. The building should bear on a comparatively uniform
subsurface conditions. We therefore recommend the following be considered:
A. Move the building (approximately 30 feet to the southwest) and found
the building with straight shaft drilled piers penetrating the claystone
bedrock; or
B. Found the building with footings bearing on an at least a three feet
thick mat of granular structural fill.
MR. STAN CHEFF
CTL/T GS -1757
0
Criteria for the foundation alternatives is presented below.
Straight Shaft Drilled Piers (Applicable if building footprint is moved)
Drilled piers should be designed and constructed to concentrate the dead
load to resist swelling pressure of the sandy clays and claystone bedrock. Ground
water could infiltrate into pier holes during pier installation. Concrete should be
available for placement as soon as pier holes are completed. Casing should be
available on site during pier drilling for use, if needed, to seal water or stop caving
soils from entering the pier holes. Design and construction criteria for drilled piers
are presented below.
1. Piers should be designed for a maximum end bearing pressure of
30,000 psf and a skin friction value of 3,000 psf for the portion of pier
in bedrock. Skin friction should be neglected for the portion of pier
within 3 feet of the bottom of the foundation walls and grade beams.
2. Piers should be designed for a minimum dead load pressure of 15,000
psf based on pier cross-sectional area. If this dead load cannot be
achieved on lightly loaded piers then the piers should be designed as
anchors to take the difference between the "desired" and 'obtained"
dead load intension. The skin friction value given above can be used
to calculate the piers resistance to uplift provided the pier hole is
grooved in the bedrock.
3. Piers should penetrate at least 3 feet into the relatively unweathered
bedrock and have a total length of at least 15 feet.
4. Piers should be reinforced the full length of the pier with at least two
No. 5 Grade 60 reinforcing bars to resist tension in the event of
swelling. Reinforcement should extend into grade beams and
foundation walls.
5. There should be a 4 -inch continuous void beneath all grade beams
and foundation walls between piers to concentrate the dead load of
the building on the piers.
6. Foundation walls and grade beams should be well reinforced. The
reinforcement should be designed by a qualified structural engineer.
Lateral earth pressure and the effects of large openings within
basement walls should be considered.
MR. STAN CREFF
crur cs1757 5
r t
Fv]
7. A comparatively large drill rig should be used to decrease risk of
drilling refusal.
B. Piers should be carefully cleaned prior to placement of concrete.
Groundwater might be encountered during drilling. We suggest
concrete be on site to place in holes immediately after drilling is
completed. Casing should be on site during drilling.
9. Concrete used in cased piers should have sufficient slump so that it
will fill the pier holes and will not hang on the sides of the casing
during extraction of the casing. We recommend a slump in the range
of 5 to 7 inches if casing is used.
10. Formation of mushrooms or enlargements at the top of piers should
be avoided during pier drilling and subsequent construction
operations.
11. Installation of drilled piers should be observed by a representative or
our firm to verify the bearing strata and confirm the bedrock is as we
anticipated from our exploratory borings.
Footings Bearing On Structural Fill
At the planned building location our exploratory borings penetrated expansive
clays underlain by claystone bedrock and dense clayey gravels. In our opinion
these soils are not suitable to support the building footings. The building can be
founded with footings bearing on at least 3.0 feet of structural fill constructed as
discussed above under "Site Grading". The fill should extend a minimum horizontal
distance beyond the edge of footings equal to the depth of fill. The maximum
bearing pressure recommended below should result in total settlements on the order
of 1 inch. Differential settlement of about one-half of the actual total movement
should be anticipated along 12 feet of continuous footing and between adjacent
footing pads. Footings can be designed and constructed using the following
criteria:
1. Footings should bear on 3.0 feet of structural fill (see "Site Grading")
and be designed for a maximum soil bearing pressure of 5,000 psf on
the fill;
MR. STAN CHEFF
CTL(T GS. 1757 6
•
•
T
2. Foundation walls for continuous footings should be reinforced top and
bottom. We recommend the amount of steel equivalent to that required
for a simple span of 12 feet with at least two (2) continuous No. 5 bars
in the top and bottom of all foundation walls. Reinforcement should
be designed by a qualified structural engineer;
3. Minimum footing sizes are desirable. We suggest a minimum width of
16 inches for continuous footings and at least 2 feet by 2 feet for
isolated column pads. Larger sizes may be required based on the
structural loads;
4. The soils under exterior footings should be protected from freezing.
We suggest a frost protection depth of 36 inches. The owner should
verify the frost depth requirement with the local area building
department;
5. Backfill along foundation walls and in utility trenches should be
compacted to at least 95 percent of ASTM D 698.
FLOOR SYSTEM AND SLABS -ON -GRADE
The near surface soils which will provide subgrade for slabs -on -grade are
expansive, sandy clays and dense clayey gravels. The sandy clays are stable at
natural moisture contents but upon wetting will heave and cause movement of slabs.
The clayey gravels are judged to be slightly compressible. Some increase in
moisture must be assumed because of the impact of residential development and
associated landscaping. In addition, slabs that bear on varying subgrade (clays and
gravels) will experience differential movement. To control living area floor movement
we recommend construction of a structural floor supported by the foundation system
with a crawlspace between the floor and the subgrade soils or slabs -on -grade floors
bearing on an at least 3.0 feet thick mat of granular structural fill.
Structurally supported floors are normally not used in the garage, walks or
patios areas. Driveways, sidewalks and exterior patio slabs are also constructed as
slabs -on -grade. Performance of slabs -on -grade on expansive soils is unpredictable.
Slight increase in soil moisture content can cause considerable heaving and
cracking of slabs -on -grade. Slabs -on -grade should bear on a uniform subgrade.
MR. STAN CNEFF
CTL/7 GS -1757 7
•
ill
Slabs -on -grade in the garage, walks and patio areas can bear on prepared subgrade
as discussed under "Site Grading". We recommend the following precautions for
construction of slabs -on -grade at this site:
1. Slab -on -grade construction should be limited to unfinished areas such
as garages, exterior flatwork and basements used for storage where
slab movement and cracking are acceptable;
2. Slabs -on -grade in unfinished can areas bear on an at least 12 inch
thick mat of densely compacted granular structural fill constructed as
discussed above under "Site Grading". Slabs -on -grade in living areas
can bear on an at least 3.0 feet thick mat of granular structural fill;
3. The usual gravel layer under a slab -on -grade should be omitted to
reduce the risk of water finding its way under the entire slab from a
single source;
4. Slabs should be separated from exterior walls and interior bearing
members with a slip joint which allows for free vertical movement of
slabs;
5. The use of slab -bearing partitions should be minimized. Where such
partitions are necessary, a slip joint allowing free vertical slab
movement should be used. Doorways and stairwells should also be
designed for this movement. Sheetrock should not extend to slab -on -
grade floors;
6. Underslab plumbing should be eliminated where feasible. Where such
plumbing is unavoidable, it should be thoroughly pressure tested
during construction for leaks and should be provided with flexible
couplings. Gas and water lines leading to slab -supported appliances
should be constructed with flexibility;
7. Plumbing and utilities which pass through slabs should be isolated
from the slabs. Heating and air conditioning systems supported by
the slabs should be provided with flexible connections to allow vertical
movement so that slab movement is not transmitted to the duct work;
8. Frequent control joints should be provided in all slabs to reduce
problems associated with shrinkage. The American Concrete Institute
(ACI) recommends control joints be provided at 15 to 20 feet intervals
in both directions;
9. Exterior patio and porch slabs should be designed to function as
Independent units. Movement of these slabs should not be
transmitted directly to the residence foundations.
MR. STAN CHEFF
CTUT GS 1757 8
`J
ffi
These precautions will not prevent movement in the event the underlying soils
become wetted, however, they tend to reduce damage if movement occurs.
FOUNDATION WALLS
Foundation walls will be subjected to lateral earth pressures. These walls are
restrained and cannot move, therefore, they should be designed for the "at -rest"
lateral earth pressure. Assuming the on site sandy clays are used as backfill, we
recommend using an equivalent fluid density of 60 pcf to calculate lateral earth
pressure. The above equivalent fluid density does not include allowances for
sloping backfill, hydrostatic pressures, live loads or loads from adjacent structures.
Water from surface run-off (precipitation, snow melt, irrigation) frequently
flows through backfill placed adjacent to foundation walls and collects on the
surface of the comparatively impermeable soils occurring at the bottom of the
foundation excavation. This can cause damp or wet conditions in below grade areas
of the building. To reduce accumulation of water, we recommend a foundation drain.
The drain should consist of a 4 -inch diameter open joint or slotted PVC pipe
encased in free draining gravel. The drain should lead to a positive gravity outlet
or a sump to be mechanically pumped. A typical foundation drain detail is shown on
Figure 4. Backfill placed adjacent to foundation walls should be moisture
conditioned and compacted to at least 95 percent of standard Proctor maximum dry
density (ASTM D 698).
PERCOLATION TEST RESULTS
Three (3) percolation tests were performed in the clays at locations shown
as P-1 through P-3 on Figure 1. We recommend using a design percolation rate of
40 minutes/inch for percolation field design. Results are shown on Figures 5
through 7.
MR. STAN CHEFF
CTUT GS 1757 9
It
SURFACE DRAINAGE
Performance of foundations and concrete flatwork is influenced by moisture
conditions within the subgrade soils. During spring snowmelt sheetwash will occur
over the ground surfaces at this site. A drainage swale should be constructed uphill
of the building to channelize and direct surface drainage down, around and away
from the building. Surface grading should cause rapid run-off of surface water away
from the building in all directions. Snow from the roof or plowing should not be
piled adjacent to the building. The following precautions should be observed during
construction and maintained at all times after the construction is completed:
1. Wetting or drying of the open excavation should be avoided;
2. A drainage swale should be constructed uphill of the building to direct
surface drainage down, around and away from the building;
3. Water should not be allowed to pond adjacent to the building. The
ground surface surrounding the building exterior should be sloped to
cause rapid run-off of surface water away from the building. We
recommend a finished ground surface slope of at least 12 inches in
the first 10 feet;
4. Plastic membranes should not be used to cover the ground surface
immediately surrounding the building. These membranes tend to trap
moisture and prevent normal evaporation from occurring. Geotextile
fabric such as Mirafi or Typar can be used on the ground surface
immediately surrounding the building for weed growth control while
allowing evaporation to occur;
5. Roof downspouts, drains and other water collection systems should
discharge well beyond the limits of all backfill. Splash blocks or
extensions should be provided at all discharge locations;
6. Snow from the roof or snow removal should not be piled adjacent to
the building.
LIMITATIONS
Our exploratory borings were spaced to obtain a reasonably accurate picture
of the subsurface. Variations in these subsurface conditions not shown by our
I MR. STAN CNEFF
CTL/7 GS -1757 10
y a3
exploratory borings will occur. We should observe the completed excavation to
confirm the soils are as anticipated from our exploratory borings.
Our report was based on conditions disclosed by our exploratory borings
results of laboratory testing, engineering analysis and our experience. Criteria
presented reflects the proposed building as we understand it. We should be
advised if the final design differs from our assumptions to permit us to re-evaluate
our conclusions. Placement and compaction of structural fill should be observed
by a representative of our firm during construction. Drilling of piers should be
observed by a representative of our firm to verify the bearing strata and that
subsurface conditions are as anticipated.
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 or if you have questions
regarding this report, please call.
CTLjTHOMPSON, INC.
z�
Wilson L. "Liv" Bowden
Professional Geologist
Reviev)wd ¢y
Johnco
ib P.E.'�l
Branch Ma, ger
�/
(3 copies sent)
MR. STAN CHEFF
CTL/r GS 1757
11
0
3
2
1
0
Z
0
Z t
Q
CL
X
W
2e 2
0 3
0 1 1.0
APPLIED PRESSURE — KSF
Sample of CLAY, SANDY (CL
From TH-1 Al G FFFT
3
2
1
0
Z
0
U)
<CL1
ae2
Z
0
91
�J
0
0
LN -1
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
a-
J J i
Ili
10 100
NATURAL DRY UNIT WEIGHT= 104 PCF
NATURAL MOISTURE CONTENT= IR -7%
I
i
EXPANSION UNDER CON TA
PRESSURE DUE Td, WET I
iI
0 1 1.0 10 100
APPLIED PRESSURE — KSF
Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 116 pCF
From TH-1 AT 9 FEET NATURAL MOISTURE CONTENT= 14.8 %
Swell Consolidation
IZ. JOB NO. GS -1757 11051 Results FIG. 3
9
SLOPE
PER REPORT
I -
BACKFILL
SLOPE
PER COVER GRAVEL WITH
OSHA FILTER FABRIC
OR` ROOFING FELT.
ENCASE
PIPE IN WASHED
CONCRETE
AGGREGATE (ASTM
C33. NO. 57 OR
NO. 67).
EXTEND
GRAVEL
LATERALLY
TO VOID
AND AS
HIGH AS
POSSIBLE
UP THE
SIDE OF
VOID (1
TO 2 INCHES)
2" MINIM
PROVIDE PVC SHEETING GLUED -
TO FOUNDATION WALL TO REDUCE
MOISTURE PENETRATION.
0
CL'
NOTE:
DRAIN SHOULD BE AT LEAST 2 INCHES
BELOW BOTTOM OF VOID AT THE
HIGHEST POINT AND SLOPE DOWNWARD
TO A POSITIVE GRAVITY OUTLET OR TO
A SUMP WHERE WATER CAN BE
REMOVED BY PUMPING.
BELOW GRADE WALL
REINFORCING STEEL PER
STRUCTURAL DRAWINGS
--DRILLED PIER
4 -INCH DIAMETER PERFORATED DRAIN
PIPE. THE PIPE SHOULD BE PLACED
IN A TRENCH WITH A SLOPE RANGING
BETWEEN 1/8 -INCH AND 1/4 -INCH
DROP PER FOOT OF DRAIN.
EXTERIOR FOUNDATION WALL DRAIN
JOB NO. GS -1757
alJ)
FIG. 4
SATURATION AND PREPARATION
DATE: 3/01196
TIME AT START OF SATURATION:
PERCOLATION TEST
DATE: 3/05/96
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)
PERCOLA-
TION RATE
(MIN/INCH)
START OF
INTERVAL
(INCHES)
END OF
INTERVAL
(INCHES)
P-1
30.5
12:02
15
15.75
18.00
2.25
7
12:17
15
18.00
18.50
0.50
30
12:32
15
18.50
18.75
0.25
60
12:47
13
18.75
19.75
1.00
13
1:00
14
19.75
20.25
0.50
28
1:14
16
20.25
21.00
0.75
21
1:30
30
21.00
22.00
1.00
30
2:00
28
22.00
23.00
1.00
28
Job No. GS -1757 Fig. 5
SATURATION AND PREPARATION
DATE: 3/01/96
TIME AT START OF SATURATION:
PERCOLATION TEST
DATE: 3/05/96
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)
PERCOLA-
TION RATE
(MIN/INCH)
START OF
INTERVAL
(INCHES)
END OF
INTERVAL
(INCHES)
P-2
38.75
12:10
15
16.25
17.75
1.50
10
12:25
8
17.75
18.0
0.25
32
12:33
12
18.0
18.25
0.25
48
12:47
15
18.25
19.50
1.25
12
1:02
12
19.50
20.25
0.75
16
1:15
15
20.25
20.75
0.50
30
1:30
32
20.75
22.50
1.75
18
2:02
28
22.50
23.50
1.00
28
Job No. GS -1757 Fig. 6
SATURATION AND PREPARATION w I PERCOLATION TEST
DATE: 3/01/96
DATE: 3/05/96
TIME AT START OF SATURATION: 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)
PERCOLA-
TION RATE
(MIN/INCH)
START OF
INTERVAL
(INCHES)
END OF
INTERVAL
ONCHES)
P-3
39.25
12:15
15
15.75
16.25
0.50
30
12:30
4
16.25
16.25
0.00
-
12:34
11
16.25
16.50
0.25
44
12:47
15
16.50
16.50
0.00
-
1:02
14
16.50
16.50
0.00
-
1:16
16
16.50
16.50
0.00
-
1:32
32
16.50
17.25
0.75
43
2:04
28
17.25
17.75
0.50
56
Job No. GS -1757 Fig. 7
0
•
8
OPTIONAL PAYMENT PLAN REMINDER NOTICE
V
O
make check cc,w: FARMERS INSURANCE EXCHANGE
AUTO
02.02.96
If Payment has been made, POLICY NUMBER Please write Policy number on your check. AMOUNT DUE
please disregard this notice
07 13917 19 D51 86 RANGER 218.65
JUST A REMINDER
When your policy recently renewed, the premium paid at that time qualified you for the optional
payment plan. The remainder of that renewal premium is due in a few days. The amount is shown
above. Please assure yourself of continuous coverage; return this notice with your payment today.
Thank you.
AGENT GEORGE E HEINTZ 2551071391719510218650218657
PHONE 303 795 0444
DUEDATE� MAR. 17t 96 07-26-380
AGENT GEORGE D DOWNING
FARMERS INS GRP OF COS 84 PANORAMIC DR
P.O. BOX 149173 SILT CO 81652-9741
AUSTIN TX 78714-9173
Return this notice with your payment Your cancelled check is your receipt.
O
on
JOB NO. GS -1757
TABLE I
SUMMARY OF LABORATORY TEST RESULTS
HOLE
DEPTH
(FEET)
NATURAL
MOISTURE
(%)
NATURAL
DENSITY
(Pct)
ATTERBERG LIMITS
UNCONFINED
COMPRESSIVE
STRENGTH
(ps0
SOLUBLE
SULFATE
(%^)
PASSING
NO. 4
SIEVE
(%)
PASSING
NO. 200
SIEVE
(%)
SOIL TYPE
i
LIQUID
LIMIT
(%)
pLasnclTr
INDEX
vs)
TH-1
4
4
18.7
18.7
104
10=4
CLAY, SANDY (CL)
9
14.5
118
CLAY, SANDY (CL)
19
129
118
CLAYSTONE
TH-2
14
14.5
120
39
17
98
CLAYSTONE
• LEGEND: • •
TH-1 TH-2 TH-3
E1=7913 E1=7912 E1=7911
n Organic sandy clays, soft,
7915 7915 moist, dark rown. (OL)
Clay, sandy to gravely, very stiff,
N ® moist, brown. (CL)
7910 N 7910
00 .10
23/12 : Gravel, clayey with cobbles and
/ 10
50/11 boulders, dense to very dense,
d
d moist, brown. (GC)
w �
7905 . 7905 e e Claystone, hard to very hard,
ro moist, brown. (Bedrock)
0 50/9 .. o
p Drive sample. The symbol 23/12
-� indicates that 23 blows of a 140
w 7900 7900 m pound hammer falling 30 inches
`D were required to drive a 2.5 inch
50/9 O.D. sampler 12 inches.
Indicates drill rig refusal. Multiple
7895 7895 T test hole abols ticate more the same location.an
NOTES: 50/9
NOTES:
7890 7890
1. Exploratory borings wee drilled on
March 1, 1998 with a Pour inch
diameter continuous flight power
P-1 P-2 P-3 Profile auger.
2. No free groundwater was found
0 0 in our exploratory borings during
^� our field investigation.
a� m
w ° 3. Elevations were from topographic
mapping prepared by Jerome Gamba
5
q G and Associates and . are approximate.
., 5 ..
�n
as m 4. These borings are subject to the
A " explanations, limitations and
conclusions as contained in this
10 10
report.
SUMMARY LOGS OF EXPLORATORY BORINGS
Job No. GS -1757
Fig. 2
1 4
0
CHEFF RESIDENCE
PARCEL 34
SOPRIS MOUNTAIN RANCH
PITKIN COUNTY, COLORADO
Job No. GS -1757
N
Scale: 1" = 50'
<I�
/
• P-1
11
0 Profile
40 P-3
0 P-2
Approximate
TH-1 T1 2 Extend Of
i Gravels
(see Fig. 2)
!' TH-3
Proposed Drive
Planned
Cheff
Residence
LOCATION OF EXPLORATORY BORINGS
Rio Grande •
Western Railroad
VICINITY MAP
No Scale
s
Fig. 1
LOT U
SOPRIS MOUNTAIN RANCH
PITRIN COUNTY COLORADO
BASEMENT LEVEL 1 15 MAY 1996
0 0 0 0
(4 -'
NOfY 56 "G WA SOLTIM{ OIAIi
Am hYp/ 4VfILHR YNOINM MT
Iptv4.�o Oral.
Ny \
CMEFF RESIDENCE GEIII
P1111
SOPRIS MOUNTAIN RANCH
PITKIN COUNTY COL ORAOO
BUILDING ELEV�•
z 11
3V
an Laomom-
� a
0
■ �o�uEw(4a � pLf. 'rpt ua � .
NOFiM ELEVATION ■
CHEFF RESIDENCE
LOT N
SOPRIS MOUNTAIN RANCH
PITNIN COUNTY COLORADO
SUILDINM ELEVATION """Yva
��I ��
.... ----_-._._ -- - , •.� ISI
0
■ �o�uEw(4a � pLf. 'rpt ua � .
NOFiM ELEVATION ■
CHEFF RESIDENCE
LOT N
SOPRIS MOUNTAIN RANCH
PITNIN COUNTY COLORADO
SUILDINM ELEVATION """Yva
1 � • f --i ti/<I-L
P.O. Box 1908
�005 Cooper Ave.
lenwood Springs,
CO 81602
' Mr. Stan Cheff
Z4ncaNElL4 aNn 45FO04TE5, tnC.
ENGINEERING COMSULT41RTS
May 3, 1996
(970) 945-5700
(970) 945-1253 Fax
9720 44 Street SE
' Grand Rapids, MI 49512
Re: Sopris Mountain Ranch Lot 34 Well Test
' Dear Mr. Cheff:
' At your request, Zancanella and Associates, Inc. made arrangements to construct and
pump test the Sopris Mountain Ranch Lot 34 Well (Cheff Well #1) to determine the wells
yield and water quality. This letter report has been prepared to summarize the well test
' data and present our findings and recommendations. This data can also be utilized as
a base line for future well performance evaluation.
' The well was constructed by Shelton Drilling Co. on February 29, 1996. The well is
located in the NE1/4 of the NW1/4 of Section 34, Township 8 South, Range 87 West of
the 6th P.M. The surveyed location of the well is 280 feet from the North section line
' and 1351 feet from the West section line. The approximate location of the well is shown
on the attached site map (Figure 1).
' The well is currently registered as a monitoring hole with the Colorado Division of Water
Resources under Permit No. MH -27335. An exempt well permit should be applied for
through the Office of the State Engineer. We have prepared and enclosed an exempt
' well permit which will need to be signed and submitted to the State Engineers Office.
The permit application should also be accompanied by a $60 application fee payable to
the Colorado Division of Water Resources.
' The well was driNed to a total depth of 500 feet with water first eRcountered at a depth of
360 feet.I The static water level in the Sopris Mountain Ranch Well Lot 34 on March 4,
' 1996 was 255 feet deep, indicating artesian conditions -The well was completed into the
Mancos Shale formation with mill slot (perforated) casing installed at depths of 420 to
440 feet and 460 to 480 feet, as shown on Figure 2. The static water level in the well
' will currently provide approximately 245 feet of available drawdown ( 500 ft - 255 ft).
The drawdown of a well represents the drop from the initial water level.
' The weU was tested on March 8, 1996 by Samuelson Pump Company.,A Goulds two
horsepower pump was temporarily installed and powered by a portable generator. The
' well was tested at a rate of approximately 15 gallons per minute (gpm) and was pumped
' �r
R87W
o�—- j
\ ♦a
6
` e
J
'\ \���-..�'::. pee •i��/'�. U�jl / i f� �`I
Cheff Well #1
(MH -27335) \.
Gc
5
_ T8S
T9 S
none
CHEFF WELL #1 SOPRIS MOUNTAIN RANCH
GENERAL LOCATION MAP / LOT 34 7[� /
nLsm wta nw .s. / rhY'M A dm=15
nn wx aem /rv9 w n wm n nno n aw rm\ men\ ism- w eav nwc nac
� w2 eivvw er er Br \LL n u2 Mtl(WY .w 1^i r -m �fv�
' q V
GROUND
LEVEL
ESTIMATED
TOTAL
DEPTH 500'
141
CEMENT 5-20'\
SOIL
100
zoo
MANCOS
SHALE
FORMATION
300
400
S00
_`� 25'
7' O.D. PLAIN STEEL CSG
STATIC WATER LEVEL 180'
5' I.D. Sch 40 or Class 200
SLAIN PVC WELL CSG
WATER BEARING ZONE
5' I.D. Sch 40 PVC
32 SLOT ASTM F-480
AND ASTM 2241
`-- PVC CAP
WELL DETAIL
xOfA lc YNIXRiYS
/LM90Y YAO[ RYIC IFPO lW P ul0 . iV
R li xG
BT BT BT m
ILL
i w0 YIK SSLO a�W:
CHEFF
PROPERTY
_2
1
1
' continuously for a 24 hour period. The drawdown and time data collected during the
test is presented in Table 1.
We have plotted the pump test data in a drawdown vs. time curve shown in Figure
' 3. The water level versus total depth of the well is illustrated in Figure 4. The
drawdown in the well did not appear to stabilize (remain at a fixed level) at a
' pumping rate of 15 gpm during the 24-hour test. The well continued to drawdown
with time through the end of the test at 1440 minutes. Although the drawdown
did not stabilize, the water level stayed above the depth at which water was first
encountered during drilling. This would indicate that the available yield of the
' aquifer was able to meet the pumping test rate but was not able to maintain the
original artesian level.
' The maximum permitted pumping rate of an exempt domestic well is 15 gpm. At
this pumping rate the water level should stay well above the pump intake. The
' pump should be set at a depth of approximately 480 feet. The well should be able
to serve the needs of the residence. The monitoring hole can be changed to a
domestic well classification with approval from the state by issuance of an exempt
' well permit. To classify as a domestic exempt well a property must consist of 35
acres or more. Exempt wells are limited to a maximum pumping rate of 15 gpm,
an annual volumetric limit of 1 acre-foot (326,000 gallons), up to one acre of
' irrigated area, and service a maximum of three residential units.
Recovery data for the well was collected for over a 48-hour period after pumping
' had stopped. The recovery data is also presented in Table 1. The recovery plotted
as residual drawdown is shown in Figure 5. Based on the residual drawdown
curve, the well displayed normal recharge characteristics.
tThe long term yield of the underlying aquifer is dependent on the geologic
conditions and the available recharge from the varying hydrologic cycle. Based on
' the level of anticipated demands for an exempt well permit and the results of the
pump test, we would not expect significant shortages in the domestic supply.
However, periods during drought conditions (low recharge) might require
' conservation measures and monitoring to ensure proper management of this
resource.
' Finally, water samples of the pumping discharge were taken from the well and
were submitted to Grand Junction Laboratories for independent water quality
analysis. A copy of the results have been enclosed for your review. The lab
' results indicate an exceedence of the Colorado Department of Health limits for
fluoride, sodium, potassium, dissolved solids, and turbidity. The fluoride, sodium,
' potassium, and dissolved solids can be reduced to recommended levels through
4
1 qa
' 0 0
' TABLE 1
'
11:48 AM
328.58
CHEFF WELL # 1
60
15
'
12:18 PM
331.75
PUMPING TEST DATA
90
15
08 -Mar -96
12:48 PM
336.54
WATER DRAW
120
15
'
DATE
TIME
LEVEL DOWN
(1t) (it)
t P
(min) (min)
tit, Q
(gpm)
08 -Mar -96
10:48 AM
256.83 0
0
0
353.96
08 -Mar -96
10:49 AM
270.46 13.6
1
15
'
08 -Mar -96
08 -Mar -96
10:50 AM
10:51 AM
278.08 21.3
283.67 26.8
2
3
15
15
08 -Mar -96
10:52 AM
287.42 30.6
4
15
CHEFF WELL #1
08 -Mar -96
10:53 AM
289.58 32.8
5
15
08 -Mar -96
10:54 AM
291.50 34.7
6
15
t
08 -Mar -96
10:56 AM
295.88 39.0
6
15
08 -Mar -96
10:58 AM
299.83 43.0
10
15
LEVEL
08 -Mar -96
11:01 AM
305.08 48.3
13
15
08 -Mar -96
11:03 AM
308.00 51.2
15
15
(min)
08 -Mar -96
11:08 AM
313.58 56.8
20
15
'
08 -Mar -96
11:18 AM
320.83 64.0
30
15
'
08 -Mar -96
11:28 AM
324.33 67.5
40
15
1
08 -Mar -96
11:38 AM
326.79 70.0
50
15
08 -Mar -96
11:48 AM
328.58
71.8
60
15
08 -Mar -96
12:18 PM
331.75
74.9
90
15
08 -Mar -96
12:48 PM
336.54
79.7
120
15
08 -Mar -96
01:18 PM
338.38
81.5
150
15
08 -Mar -96
01:48 PM
339.58
82.8
180
15
08 -Mar -96
10:05 PM
348.33
91.5
677
15
09 -Mar -96
06:00 AM
352.04
95.2
1152
15
09 -Mar -96
06:48 AM
352.33
95.5
1200
15
' 11 -Mar -96 11:50 AM 264.00 7.2 4382 2942 1.5 0
1 ti3
09 -Mar -96
07:48 AM
352.63
95.8
1260
15
'
09 -Mar -96
08:48 AM
352.92
96.1
1320
15
09 -Mar -96
09:48 AM
353.42
96.6
1380
15
09 -Mar -96
10:48 AM
353.96
97.1
1440
15
CHEFF WELL #1
RECOVERY TEST DATA
'
WATER
DRAW
DATE
TIME
LEVEL
DOWN
t
I.
tit,
Q
(1t)
(it)
(min)
(min)
(gpm)
-
09 -Mar -96
10:48 AM
353.96
97.1
1440
0
0
'
09 -Mar -96
10:49 AM
338.21
81.4
1441
1
1441.0
0
09 -Mar -96
10:50 AM
336.50
79.7
1442
2
721.0
0
09 -Mar -96
10:51 AM
323.83
67.0
1443
3
481.0
0
'
09 -Mar -96
10:52 AM
320.50
63.7
1444
4
361.0
0
09 -Mar -96
10:53 AM
317.50
60.7
1445
5
289.0
0
09 -Mar -96
10:54 AM
314.83
58.0
1446
6
241.0
0
09 -Mar -96
10:56 AM
310.04
53.2
1448
8
181.0
0
'
09 -Mar -96
10:58 AM
306.17
49.3
1450
10
145.0
0
09 -Mar -96
11:00 AM
302.96
46.1
1452
12
121.0
0
09 -Mar -96
11:03 AM
299.17
42.3
1455
15
97.0
0
09 -Mar -96
11:09 AM
293.75
36.9
1461
21
69.6
0
09 -Mar -96
11:18 AM
289.25
32.4
1470
30
49.0
0
'
09 -Mar -96
11:28 AM
287.17
30.3
1480
40
37.0
0
09 -Mar -96
11:38 AM
284.83
28.0
1490
50
29.8
0
09 -Mar -96
11:48 AM
282.42
25.6
1500
60
25.0
0
' 11 -Mar -96 11:50 AM 264.00 7.2 4382 2942 1.5 0
1 ti3
1 4q
•
•
C)
0
0
0
(Y)
a)
L
rn
ii
0
0
o
r
o
E
I-
>
n
o �
E
L
U
-
F-
0
o
0
LO
0
0
LO
0
0
0
to
0
N
(1221)
UMOpmej(]
1 4q
r
E
E
cn
44.-
0
•
•
C)
0
0
0
T
L
O
CDO
T
cn
a�
T
E
0
T
T
0
O
0
LO
'
0
0
T
0
U)
T
(1991)
0
O
N
0
U)
N
umopmeaa
0
0
0
U)
M M
0
0
'IT
Lr)
Wt
0
LC)
qs
' qLo
• • o
0
0
0
LO
a�
rn
IL
O
0
0
C)
O
r
r
O O O O O O
LO O LO O LO
' N N
(}aaj) UMOP Bea
c
0
qr�
_0
M
Q1
�
70
a�
cu
c6
U>
ami
0
U
a)
elf
' qLo
• • o
0
0
0
LO
a�
rn
IL
O
0
0
C)
O
r
r
O O O O O O
LO O LO O LO
' N N
(}aaj) UMOP Bea
' JOHN OEPHART & CO.
MAH JUNCTION LAOORATO B
435 NORTH AVENUE • PHONE 2627618
1
t
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1
1
1
1
1
1
1
1
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ANALY71CAL REPORT
Received from: Zaneanel l a & Assoc.,
Glenwood Springs, CO
FAX 945-1253
Customer No.—
Date Received _
Lab number -
Sample ID
laboratory
MAKWA 7
1088
Chef+ Well #1,
Pitkin Cty 3/9/96
Arsenic(As)
Bari Lim (Ba)
Cadmiumn(Cd)
Chr-omi um (Cr-)
FluOride(F)
Lead(Pb)
Mercury(Hg)
Nitrate(N)
Selenium(Se)
SIIver (Aq)
Color(Co/Pt unit)
pH
ConductivityC25 deg. C
'3VdtTMr"fM1--_
Calcium(Ca)
Magnesium(Mg)
Potassium(K)
Chloride(Cl)
Sulfate(SO4)
Phenol. Alkalinity(CaCO3)
Total Alkalinity(CaCO3)
Bicarbonate(HCO3)
Carbonate (CO')
Dissolved SolidU
Hardness (CaCO3)
TLrrb+6i+-y* ditt)
Bor-on (B)
Copper (CLO
Iron (Fe)
M. ,ng anese (Mn)
Mal ybdenum(Mo)
Ammonia(N)
F'hosphate (P)
Zinc(Zn)
4q
•
GRAND JUNCTION, COLORADO 8150:
Terri Lance
81601
1088
Date
water -
sample
3/29/96
Limits for Drinking Suggested
by Colo. Dept. Health
0.000
mg/l
0.05
mg/1
0.54
mq/1
1.0
mg/1
0.0002
mq/1
0.01
mg/1
0.000
mq/1
0.05
mg/1
6.1B
mq/l
0.000
mq/1
0.05
mg/l
O.Oi.u)t.o
mg/l
0.002
mg/1
0.34
mg/l
10.0
mq/l
0.000
mq/1
0.01
mg/l
0.0000
mg/l
0.05
mg/1
O
no official
7.95
no official
2010
umhos/cm
no official
Z-85
4
mq/l
no official
B
rlg/l
125
mg/l
4.7
mg/l
no official
4
rig/l
250
mg/l
10
mg/l
250
mg/1
0
mg/1
no official
918
mg/l
no official
1110
mg/l
no official
0
mg/1
no official
1500
mr-/-1
LL,
43.8
mq/1
200
mg/1
-
4-
0.35
mq/1
no official
0.000
mg/l
1.0
mg/l
0.20
mg/1
0.3
mg/1
0.006
mg/l
0.05
mg/l
0.000
mg/1
no official
0.87
mg/1
no official
0.04
mg/l
no official
0.002
mg/1
5.0
mg/1
limit
limit
limit
limit
limit
limit
limit
limit
limit
limit
limit
limit
Lab Dir.: Brian S. Hauer
JOHN
GRANJ HNAH[AMAIRE
435 NORTH AVENUE • PHONE (970) 242-7618 • FAX 243-7235
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♦ GRAND JUNCTION. COLORADO 81501
NOTES on sample # 1088
Your water tests show levels exceeding drinking water limits for:
I
Turbidity: Cloudiness of the water; public waters must meet the
limit 1 NTU. Settling and filtration may correct this.
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Fluoride:
F'ublic drinking waters must have le=_=_ than 4 mg/1 Fluoride;
higher can
cause discoloration of teeth.
Sodium: This
would be of concern for those on sodium -restrictive diets,
and would
have to be aCCOLlnted for in daily intake - 395 mi11igrams
sodiLtm for
each liter of water consumed.
Dissolved
Solids: In this sample consists of mostly Sodium, addressed
above, and
Alkalinity, for which there is no set limit individually,
this is a
total reading of all salts dissolved into the water,
that filtration
will not alter.
Turbidity: Cloudiness of the water; public waters must meet the
limit 1 NTU. Settling and filtration may correct this.
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' reverse osmosis treatment. In addition to health concerns, this level of dissolved
solids will tend to stain water fixtures.
' The high sodium levels can be of health concerns especially for people on low
sodium diets. In addition to health problems, high sodium levels could have an
offensive taste. Long term application of irrigation water with this level of sodium
' and potassium will tend to build up salt levels in the soils. Salt tolerant grasses
and plants should be considered for landscaping purposes if untreated water is to
be utilized. For your files, we have enclosed some information we obtained from
Colorado State University addressing types of salt tolerant grasses.
The turbidity represents suspended particles (cloudiness) and can be expected with
' the construction of a new well. In most cases, the turbidity level should drop with
extended well pumping. If the turbidity remains at unacceptable levels cartridge
filtration could be required.
Additionally, the water when pumped had an odor of HZS (rotten eggs) and there
may be some entrained methane. Mild amounts of HZS may be removed by
' aerating the water in a storage tank. More severe cases of HZS will take the
injection of potassium permanganate or ozination to remove the odor.
' These lab test results are typical of the water quality encountered with many of the
wells constructed in the Mancos Shale. Due to the treatment concerns, a pump
design will most likely be subject to the final treatment facilities. When the water
' system is completed and properly disinfected, we recommend that a bacteria test
be performed to verify that the system is bacteriologically safe for human
consumption.
1 If you have any questions, please feel free to contact our office at 945-5700.
' Very truly yours,
Zancanella and Associates, Inc.
1 n 7
'Thomas A. Zancanella, P. E.
ChristoplAer Manera, P. E.
' w/encl
cc: Bob Pennington
TAZICM\95224%w el rpt. wpf
' 11
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0 0
SOILS AND FOUNDATION INVESTIGATION
PROPOSED CHEFF RESIDENCE
PARCEL 34, SOPRIS MOUNTAIN RANCH
PITKIN COUNTY, COLORADO
Prepared For:
Mr. Stan Cheft
c/o Jerome Gamba & Assoc.
P.O. Box 1458
Glenwood Springs, CO 81601
Job No. GS -1757
March 8, 1996
CTL/THOMPSON, INC.
CONSULTING ENGINEERS
234 CENTER DRIVE ■ GLENWOOD SPRINGS. COLORADO 81601 ■ (970) 945-2809
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TABLE OF CONTENT
SCOPE
1
SUMMARY OF CONCLUSIONS
1
SITE CONDITIONS
1
PROPOSED CONSTRUCTION
2
SUBSURFACE CONDITIONS
2
SITE GRADING
3
FOUNDATION
4
Straight Shaft Drilled Piers
5
Footings Bearing On Structural Fill
6
FLOOR SYSTEM AND SLABS -ON -GRADE
7
FOUNDATION WALLS
9
PERCOLATION TEST RESULTS
9
SURFACE DRAINAGE
10
LIMITATIONS
10
FIGURE 1 - LOCATIONS OF EXPLORATORY BORINGS
FIGURE 2 - SUMMARY LOGS OF EXPLORATORY BORINGS
FIGURE 3 - SWELL/CONSOLIDATION TEST RESULTS
FIGURE 4 - EXTERIOR FOUNDATION WALL DRAIN
FIGURES 5 THROUGH 7 - PERCOLATION TEST RESULTS
TABLE 1 - SUMMARY OF LABORATORY TEST RESULTS
MR. STAN CHEFF
CTL/r GS -1757
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SCOPE
T
This report presents the results of our soils and foundation investigation for
the Cheff Residence to be built at Parcel 34, Sopris Mountain Ranch in Pitkin
County, Colorado. We explored subsurface conditions at the site to provide
foundation recommendations for the building. This report includes a description of
the subsurface conditions found in our exploratory borings, a recommended
foundation system and geotechnical criteria for it and construction criteria for details
influenced by the subsoils. Our report was prepared from data developed during our
field exploration, laboratory testing, engineering analysis and our experience. A
summary of our conclusions is presented below.
SUMMARY OF CONCLUSIONS
1. Our exploratory borings penetrated 1.0 to 2.0 feet of organic, sandy
clays. The organic soils were underlain by 6.0 to 7.0 feet of very stiff,
sandy to gravely clays underlain by hard to very hard claystone
bedrock at our TH-1 and TH-2 locations. At our TH-3 location the
organic clays were underlain by dense to very dense clayey gravels
with cobbles and boulders. No free groundwater was found in our
exploratory borings the day of drilling.
2. The building can be founded with straight shaft drilled piers
penetrating the claystone bedrock or on footings bearing on a mat of
densely compacted granular structural fill (See "Foundation" section).
3. We recommend that living area floors not be constructed directly on
the native clays or claystone because of their expansive
characteristics (see "Floor System and Slabs -On -Grade") .
4. A ground surface slope away from the residence should be maintained
at all times to reduce wetting of soils below foundations.
SITE CONDITIONS
Parcel 34 is an approximately 35 acre tract located on north the facing slopes
below Mount Sopris in Pitkin County, Colorado. Access is from West Sopris Creek
road to an access drive that borders the parcel above and to the southwest. West
MR. STAN CHEFF
CTUT GS -1757
1
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Sopris Creek is below the parcel to the north and west. Ground surfaces at the
planned building envelope slope down to the west and north at grades measured
and visually estimated at 5 to 10 percent. Vegetation consist of open areas of
grasses and weeds with scattered sage brush and areas of dense scrub oaks.
Approximately 4 feet of snow covered the site during our field investigation.
PROPOSED CONSTRUCTION
The Cheff Residence will be a single family residence. The building will be
a two story log home with a loft for a total of three levels. The lower level will be a
walkout basement. Plans are for the basement floor to be a slab -on -grade.
Maximum excavation depths for the basement will be approximately 10 feet. The
building footprint will be approximately 116 feet by 40 feet. Free standing retaining
walls up to 4 feet tall will be built adjacent to the building for a parking area and
patio. We assumed maximum exterior wall loads will be approximately 3 kips per
lineal foot and maximum interior column loads will be 15 kips. We should be
informed if the final design differs to allow re-evaluation of the recommendations
and criteria presented herein.
SUBSURFACE CONDITIONS
Three (3) exploratory borings, three (3) percolation holes and one (1) profile
hole were drilled at the locations shown on Figure 1 to investigate subsurface
conditions. Drilling was directed by our laboratory/field manager who logged the
soils and bedrock and obtained samples for testing in our laboratory. Summary logs
of the so- s ol—T undTn our exploratory borings are shown on Figure 2.
Our exploratory borings, TH-1 and TH-2, penetrated 1.0 and 1.5 feet of
' organic, sandy clays above 6.0 and 7.0 feet of very stiff, sandy to gravely clays
underlain by hard to very hard claystone bedrock. In our TH-3, 2.0 feet of organic
' clays were underlain by dense to very dense clayey gravels with cobbles and
boulders. No free groundwater was found in our exploratory borings the day of
1
MR. STAN CNEFF
CTLrr G&1757 2
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drilling. Laboratory test results are shown on Figures 3 and 4 and summarized on
Table 1.
SITE GRADING
The building will be stepped into the natural slope of the site. Maximum
excavation depths will be approximately 10 feet. A recommended foundation
alternative is footings bearing on an at least 3.0 feet thick mat of densely compacted
granular structural fill (see"Foundation" section). We recommend that slabs -on -
grade bear on structural fill (see "Floor System and Slabs -On -Grade"). Grading plans
were not available at this writing, however, it appears that maximum cuts for the
basement will be 10 feet. Structural fill should extend horizontally a distance equal
to the depth of fill beyond the edges of all footings. We recommend that the owner
' and client consider over excavating the entire building footprint (below footings and
floor slabs) and backfill with structural fill.
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We should review grading plans when available to provide geotechnical input
regarding excavation stability. Sides of excavations deeper than 5 feet should be
sloped or braced. We recommend no slopes steeper than 1 to 1 (horizontal to
vertical). Excavated slopes will tend to collapse and flatten when wetted. We need
to view the excavation to confirm that soils exposed are as anticipated.
We believe that the sandy clays are Type B as described in the October, 1989
Occupation Safety and Health Administration (OSHA) Standards published by the
Department of Labor governing excavations. The publication indicates a maximum
temporary slope of 1 to 1 (horizontal to vertical) for Type B soils.
Soils removed from the excavation should not be stockpiled at the edge of
the excavation. We recommend the excavated soils be placed at a horizontal
distance from the top of the excavation equal to at least the depth of the excavation.
Free groundwater was not found in our exploratory borings the day of drilling.
1
MR. STAN CHEFF
CTUr GS -1757
3
1
' Depending on cut depths and time of year, groundwater may enter the excavation
during construction. The excavation floor should be sloped to direct groundwater to
' a positive gravity outfall or sumps where water can be removed by pumping, if
needed.
' Areas to receive fill and floor slab and exterior concrete flatwork subgrade
should be stripped of roots and organic matter. The resulting surface should be
tscarified to at least 8 inches deep, moisture conditioned to within 2 percent below
to 2 percent above optimum moisture content and compacted to at least 95 percent
' of the standard Proctor maximum dry density (ASTM D 698). Structural fill below
footings, floor slabs or exterior concrete flatwork can be constructed of granular
' soils with 100 percent finer than 3 inches and between 10 and 30 percent silt and
clay sized particles (passing the No. 200 sieve) with a maximum liquid limit (LL) of
' 30 and a maximum plasticity index (PI) of 10. The soils should be moisture
conditioned to within 2 percent of optimum moisture content and placed in 8 inch
' maximum loose lifts and compacted to at least 100 percent of the maximum dry
density determined by the standard Proctor density test (ASTM D 698). Placement
' and compaction of fill should be observed and tested by a representative of our firm
during construction.
' FOUNDATION
1 Our exploratory borings penetrated expansive clays underlain by expansive
' claystone bedrock under most of the building and dense clayey gravels under the
east part of the building (see Figure 1). The gravels have a tendency to consolidate
' slightly under load. The building should bear on a comparatively uniform
subsurface conditions. We therefore recommend the following be considered:
t A. Move the building (approximately 30 feet to the southwest) and found
the building with straight shaft drilled piers penetrating the claystone
bedrock; or
1 B. Found the building with footings bearing on an at least a three feet
thick mat of granular structural fill.
1
MR. STAN CHEFF
' CTL(T GS -1757 4
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Criteria for the foundation alternatives is presented below.
Straight Shaft Drilled Piers (Applicable if building footprint is moved)
Drilled piers should be designed and constructed to concentrate the dead
load to resist swelling pressure of the sandy clays and claystone bedrock. Ground
water could infiltrate into pier holes during pier installation. Concrete should be
available for placement as soon as pier holes are completed. Casing should be
available on site during pier drilling for use, if needed, to seal water or stop caving
soils from entering the pier holes. Design and construction criteria for drilled piers
are presented below.
1. Piers should be designed for a maximum end bearing pressure of
30,000 psf and a skin friction value of 3,000 psf for the portion of pier
in bedrock. Skin friction should be neglected for the portion of pier
within 3 feet of the bottom of the foundation walls and grade beams.
2. Piers should be designed for a minimum dead load pressure of 15,000
psf based on pier cross-sectional area. If this dead load cannot be
achieved on lightly loaded piers then the piers should be designed as
anchors to take the difference between the "desired" and 'obtained"
dead load in tension. The skin friction value given above can be used
to calculate the piers resistance to uplift provided the pier hole is
grooved in the bedrock.
3. Piers should penetrate at least 3 feet into the relatively unweathered
bedrock and have a total length of at least 15 feet.
4. Piers should be reinforced the full length of the pier with at least two
No. 5 Grade 60 reinforcing bars to resist tension in the event of
swelling. Reinforcement should extend into grade beams and
foundation walls.
5. There should be a 4 -inch continuous void beneath all grade beams
and foundation walls between piers to concentrate the dead load of
the building on the piers.
6. Foundation walls and grade beams should be well reinforced. The
reinforcement should be designed by a qualified structural engineer.
Lateral earth pressure and the effects of large openings within
basement walls should be considered.
MR. STAN CHEFF
CTLrr GS -1757
5
1
' 7. A comparatively large drill rig should be used to decrease risk of
drilling refusal.
' 8. Piers should be carefully cleaned prior to placement of concrete.
Groundwater might be encountered during drilling. We suggest
concrete be on site to place in holes immediately after drilling is
completed. Casing should be on site during drilling.
' 9. Concrete used in cased piers should have sufficient slump so that it
will fill the pier holes and will not hang on the sides of the casing
' during extraction of the casing. We recommend a slump in the range
of 5 to 7 inches if casing is used.
1
MR. STAN CHEFF
CTVT GS -1757
I ,,
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10. Formation of mushrooms or enlargements at the top of piers should
'
be avoided during pier drilling and subsequent construction
operations.
'
11. Installation of drilled piers should be observed by a representative or
our firm to verify the bearing strata and confirm the bedrock is as we
'
anticipated from our exploratory borings.
tFootings
Bearing On Structural Fill
At the planned building location our exploratory borings penetrated expansive
'
clays underlain by claystone bedrock and dense clayey gravels. In our opinion
these soils are not suitable to support the building footings. The building can be
'
founded with footings bearing on at least 3.0 feet of structural fill constructed as
discussed above under "Site Grading". The fill should extend a minimum horizontal
'
distance beyond the edge of footings equal to the depth of fill. The maximum
bearing pressure recommended below should result in total settlements on the order
'
of 1 inch. Differential settlement of about one-half of the actual total movement
should be anticipated along 12 feet of continuous footing and between adjacent
footing pads. Footings can be designed and constructed using the following
criteria:
1
"Site
1. Footings should bear on 3.0 feet of structural fill (see Grading")
and be designed for a maximum soil bearing pressure of 5,000 psf on
'
the fill;
1
MR. STAN CHEFF
CTVT GS -1757
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2. Foundation walls for continuous footings should be reinforced top and
bottom. We recommend the amount of steel equivalent to that required
for a simple span of 12 feet with at least two (2) continuous No. 5 bars
in the top and bottom of all foundation walls. Reinforcement should
be designed by a qualified structural engineer;
3. Minimum footing sizes are desirable. We suggest a minimum width of
' 16 inches for continuous footings and at least 2 feet by 2 feet for
isolated column pads. Larger sizes may be required based on the
structural loads;
1 4. The soils under exterior footings should be protected from freezing.
We suggest a frost protection depth of 36 inches. The owner should
' verify the frost depth requirement with the local area building
department;
1
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5. Backfill along foundation walls and in utility trenches should be
compacted to at least 95 percent of ASTM D 698.
FLOOR SYSTEM AND SLABS -ON -GRADE
The near surface soils which will provide subgrade for slabs -on -grade are
expansive, sandy clays and dense clayey gravels. The sandy clays are stable at
natural moisture contents but upon wetting will heave and cause movement of slabs.
The clayey gravels are judged to be slightly compressible. Some increase in
moisture must be assumed because of the impact of residential development and
associated landscaping. In addition, slabs that bear on varying subgrade (clays and
gravels) will experience differential movement. To control living area floor movement
we recommend construction of a structural floor supported by the foundation system
with a crawlspace between the floor and the subgrade soils or slabs -on -grade floors
bearing on an at least 3.0 feet thick mat of granular structural fill.
Structurally supported floors are normally not used in the garage, walks or
patios areas. Driveways, sidewalks and exterior patio slabs are also constructed as
slabs -on -grade. Performance of slabs -on -grade on expansive soils is unpredictable.
Slight increase in soil moisture content can cause considerable heaving and
cracking of slabs -on -grade. Slabs -on -grade should bear on a uniform subgrade.
t
MR. STAN CNEFF
CTL/r GS -1757
t �
7
I
F
I
I
1
1
1
1
0 0
M.
Slabs -on -grade in the garage, walks and patio areas can bear on prepared subgrade
as discussed under "Site Grading". We recommend the following precautions for
construction of slabs -on -grade at this site:
1. Slab -on -grade construction should be limited to unfinished areas such
as garages, exterior flatwork and basements used for storage where
slab movement and cracking are acceptable;
2. Slabs -on -grade in unfinished can areas bear on an at least 12 inch
thick mat of densely compacted granular structural fill constructed as
discussed above under "Site Grading". Slabs -on -grade in living areas
can bear on an at least 3.0 feet thick mat of granular structural fill;
3. The usual gravel layer under a slab -on -grade should be omitted to
reduce the risk of water finding its way under the entire slab from a
single source;
4. Slabs should be separated from exterior walls and interior bearing
members with a slip joint which allows for free vertical movement of
slabs;
5. The use of slab -bearing partitions should be minimized. Where such
partitions are necessary, a slip joint allowing free vertical slab
movement should be used. Doorways and stairwells should also be
designed for this movement. Sheetrock should not extend to slab -on -
grade floors;
6. Underslab plumbing should be eliminated where feasible. Where such
plumbing is unavoidable, it should be thoroughly pressure tested
during construction for leaks and should be provided with flexible
couplings. Gas and water lines leading to slab -supported appliances
should be constructed with flexibility;
7. Plumbing and utilities which pass through slabs should be isolated
' from the slabs. Heating and air conditioning systems supported by
the slabs should be provided with flexible connections to allow vertical
movement so that slab movement is not transmitted to the duct work;
' 8. Frequent control joints should be provided in all slabs to reduce
problems associated with shrinkage. The American Concrete Institute
(ACI) recommends control joints be provided at 15 to 20 feet intervals
in both directions;
' 9. Exterior patio and porch slabs should be designed to function as
independent units. Movement of these slabs should not be
transmitted directly to the residence foundations.
' MR. STAN CHEFF
CTLfr GS -1757 8
1
I
1
1
1
1
1
1
1
1
0 •
iii
These precautions will not prevent movement in the event the underlying soils
become wetted, however, they tend to reduce damage if movement occurs.
FOUNDATION WALLS
Foundation walls will be subjected to lateral earth pressures. These walls are
restrained and cannot move, therefore, they should be designed for the "at -rest'
lateral earth pressure. Assuming the on site sandy clays are used as backfill, we
recommend using an equivalent fluid density of 60 pcf to calculate lateral earth
pressure. The above equivalent fluid density does not include allowances for
sloping backfill, hydrostatic pressures, live loads or loads from adjacent structures.
Water from surface run-off (precipitation, snow melt, irrigation) frequently
flows through backfill placed adjacent to foundation walls and collects on the
surface of the comparatively impermeable soils occurring at the bottom of the
1 foundation excavation. This can cause damp or wet conditions in below grade areas
of the building. To reduce accumulation of water, we recommend a foundation drain.
1 The drain should consist of a 4 -inch diameter open joint or slotted PVC pipe
encased in free draining gravel. The drain should lead to a positive gravity outlet
1 or a sump to be mechanically pumped. A typical foundation drain detail is shown on
Figure 4. Backfill placed adjacent to foundation walls should be moisture
1 conditioned and compacted to at least 95 percent of standard Proctor maximum dry
density (ASTM D 698).
1 PERCOLATION TEST RESULTS
1 Three (3) percolation tests were performed in the clays at locations shown
as P-1 through P-3 on Figure 1. We recommend using a design percolation rate of
1 40 minutes/inch for percolation field design. Results are shown on Figures 5
through 7.
1
1
MR. STAN CHEFF
CTUT GS.1757
1' -
9
I
1
1
1
1
1
1
1
1
1
0 0
im
SURFACE DRAINAGE
Performance of foundations and concrete flatwork is influenced by moisture
conditions within the subgrade soils. During spring snowmelt sheetwash will occur
over the ground surfaces at this site. A drainage Swale should be constructed uphill
of the building to channelize and direct surface drainage down, around and away
from the building. Surface grading should cause rapid run-off of surface water away
from the building in all directions. Snow from the roof or plowing should not be
piled adjacent to the building. The following precautions should be observed during
construction and maintained at all times after the construction is completed:
1. Wetting or drying of the open excavation should be avoided;
2. A drainage swale should be constructed uphill of the building to direct
surface drainage down, around and away from the building;
3. Water should not be allowed to pond adjacent to the building. The
ground surface surrounding the building exterior should be sloped to
cause rapid run-off of surface water away from the building. We
recommend a finished ground surface slope of at least 12 inches in
the first 10 feet;
4. Plastic membranes should not be used to cover the ground surface
immediately surrounding the building. These membranes tend to trap
moisture and prevent normal evaporation from occurring. Geotextile
fabric such as Mirafi or Typar can be used on the ground surface
immediately surrounding the building for weed growth control while
allowing evaporation to occur;
5. Roof downspouts, drains and other water collection systems should
discharge well beyond the limits of all backfill. Splash blocks or
extensions should be provided at all discharge locations;
6. Snow from the roof or snow removal should not be piled adjacent to
the building.
LIMITATIONS
Our exploratory borings were spaced to obtain a reasonably accurate picture
of the subsurface. Variations in these subsurface conditions not shown by our
'
MR. STAN CHEFF
CTLQ GS -1757
10
I
1
1
1
1
0 0
exploratory borings will occur. We should observe the completed excavation to
confirm the soils are as anticipated from our exploratory borings.
Our report was based on conditions disclosed by our exploratory borings
results of laboratory testing, engineering analysis and our experience. Criteria
presented reflects the proposed building as we understand it. We should be
advised if the final design differs from our assumptions to permit us to re-evaluate
' our conclusions. Placement and compaction of structural fill should be observed
by a representative of our firm during construction. Drilling of piers should be
observed by a representative of our firm to verify the bearing strata and that
subsurface conditions are as anticipated.
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 or if you have questions
regarding this report, please call.
' CTL/THOMPSON, INC.
' Wilson L. "Liv" Bowden
' Professional Geologist
Reviewed
C,
P.E'�l
'ff8nch Ma ger j
LB:JM:cd L" -X.
1 (3 copies sent)
1
j
MR. STAN CHEFF
CTUT GS -1757
1
•
1 0 1 1,0
APPLIED PRESSURE — KSF
Sample of CLAY, SANDY ( CL
1 From TH-1 AT 4 FFFT
3
1
2
1
,
1
0
0
Z
_0
H
1
Q 1
d
1
z1
z2
CL
1
X
W
1
0
2
0
93
1
1
d
0
0
0
0
•
1 0 1 1,0
APPLIED PRESSURE — KSF
Sample of CLAY, SANDY ( CL
1 From TH-1 AT 4 FFFT
Cl
9
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
i I
i
i
100
NATURAL DRY UNIT WEIGHT= 104 PCF
NATURAL MOISTURE CONTENT= I A _ 7 %
EXPANSION UNDER CON TA
PRESSURE DUET WET I
r
1 i
I
i
1 0 1 1 0 10 100
APPLIED PRESSURE — KSF
Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 116 PCF
1 From TH-1 AT 9 FEET _ NATURAL MOISTURE CONTENT= 14.8 %
Swell Consolidation
1 �� JOB NO. GS -1757 Test Results FIG. 3
3
1
2
1
,
1
0
Z
_0
H
1
Q 1
d
z2
1
Z
y_0
N
�3
1
0
0
Cl
9
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
i I
i
i
100
NATURAL DRY UNIT WEIGHT= 104 PCF
NATURAL MOISTURE CONTENT= I A _ 7 %
EXPANSION UNDER CON TA
PRESSURE DUET WET I
r
1 i
I
i
1 0 1 1 0 10 100
APPLIED PRESSURE — KSF
Sample of CLAY, SANDY (CL) NATURAL DRY UNIT WEIGHT= 116 PCF
1 From TH-1 AT 9 FEET _ NATURAL MOISTURE CONTENT= 14.8 %
Swell Consolidation
1 �� JOB NO. GS -1757 Test Results FIG. 3
0
SLOPE
PER REPORT
1-
\ BACKFILL
SLOPE
PER L\COVER GRAVEL WITH
OSHA FILTER FABRIC
OR` ROOFING FELT.
ENCASE
PIPE IN WASHED
CONCRETE
AGGREGATE (ASTM
C33, NO. 57 OR
NO. 67).
EXTEND
GRAVEL
LATERALLY
TO VOID
AND AS
HIGH AS
POSSIBLE
UP THE
SIDE OF
VOID (1
TO 2 INCI
2" MINI
PROVIDE PVC SHEETING GLUED -
TO FOUNDATION WALL TO REDUCE
MOISTURE PENETRATION.
NOTE:
DRAIN SHOULD BE AT LEAST 2 INCHES
BELOW BOTTOM OF VOID AT THE
HIGHEST POINT AND SLOPE DOWNWARD
TO A POSITIVE GRAVITY OUTLET OR TO
A SUMP WHERE WATER CAN BE
REMOVED BY PUMPING.
-'V--� BELOW GRADE WALL
REINFORCING STEEL PER
STRUCTURAL DRAWINGS
{
1:
PROVIDE POSITIVE SLIP JOINT
BETWEEN SLAB AND WALL.
i r- FLOOR SLAB
1 I DRILLED PIER
4 -INCH DIAMETER PERFORATED DRAIN
PIPE. THE PIPE SHOULD BE PLACED
IN A TRENCH WITH A SLOPE RANGING
BETWEEN 1/8 -INCH AND 1/4 -INCH
DROP PER FOOT OF DRAIN.
r
EXTERIOR FOUNDATION WALL DRAIN
JOB NO. GS -1757 1 IG. 4
' SATURATION AND PREPARATION
' DATE: 3/01196
TIME AT START OF SATURATION:
PERCOLATION TEST
DATE: 3/05/96
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)
PERCOLA-
TION RATE
(MIN/INCH)
START OF
INTERVAL
(INCHES)
END OF
INTERVAL
(INCHES)
P-1
30.5
12:02
15
15.75
18.00
2.25
7
12:17
15
18.00
18.50
0.50
30
12:32
15
18.50
18.75
0.25
60
12:47
13
18.75
19.75
1.00
13
1:00
14
19.75
20.25
0.50
28
1:14
16
20.25
21.00
0.75
21
1:30
30
21.00
22.00
1.00
30
2:00
28
22.00
23.00
1.00
28
Job No. GS -1757
Fig. 5
SATURATION AND PREPARATION PERCOLATION TEST
DATE: 3/01/96 DATE: 3/05!96
TIME AT START OF SATURATION: WATER IN BORING AFTER 24 HOURS
VES 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)
PERCOLA-
TION RATE
(MIN/INCH)
START OF
INTERVAL
(INCHES)
END OF
INTERVAL
(INCHES)
P-2
38.75
12:10
15
16.25
17.75
1.50
10
12:25
8
17.75
18.0
0.25
32
12:33
12
18.0
18.25
0.25
48
12:47
15
18.25
19.50
1.25
12
1:02
12
19.50
20.25
0.75
16
1:15
15
20.25
20.75
0.50
30
1:30
32
20.75
22.50
1.75
18
2:02
28
22.50
23.50
1.00
28
tJob No. GS -1757
1
SATURATION AND PREPARATION PERCOLATION TEST
DATE: 3/01/96 DATE: 3/05/96
TIME AT START OF SATURATION: 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)
PERCOLA-
TION RATE
(MIN/INCH)
START OFEND
INTERVAL
(INCHES)
OF
INTERVAL
(INCHES)
P-3
39.25
12:15
15
15.75
16.25
0.50
30
12:30
4
16.25
16.25
0.00
-
12:34
11
16.25
16.50
0.25
44
12:47
15
16.50
16.50
0.00
-
1:02
14
16.50
16.50
0.00
-
1:16
16
16.50
16.50
0.00
-
1:32
32
16.50
17.25
0.75
43
2:04
28
17.25
17.75
0.50
56
Job No. GS -1757
Fig. 7
u
•
8 OPTIONAL PAYMENT PLAN REMINDER NOTICE
4a
s
Melee ch k ,blc FARMERS INSURANCE EXCHANGE
AUTO
02.02096
N payment has been made, pOUCY NUMBER Please "'rift policy number on your check, AMOUNT DUE
r please disregard this notice 07 13917 19 51 86 RANGER 218.65
JUST A REMINDER -
When your policy recently renewed, the premium paid at that time qualified you for the optional
payment plan. The remainder of that renewal premium is due in a few days The amount is shown
above. Please assure yourself of continuous coverage; return this notice with your payment today.
Thank you.
AGENT GEORGE E HEINTZ 2551071391719510218650218657
PHONE 303 795 0444
ouE on*e� MAR. 17, 96 07-26-380
AGENT GEORGE D DOWNING
FARMERS INS GRP OF COS 84 PANORAMIC DR
P.O. BOX 149173 SILT CO 81652-9741
AUSTIN TX 78714-9173
Return this notice with your payment. Your cancelled check is your receipt.
M M M M M M M M I♦ M M M M M M M M M M
� m m m m
JOB NO. GS -1757
TABLE I
SUMMARY OF LABORATORY TEST RESULTS
HOLE
DEPTH
(FEET)
NATURAL
MOISTURE
(%)
NATURAL
DENSITY
(Pcf)
ATTERBERG LIMITS
UNCONFINED
COMPRESSIVE
STRENGTH
(per
SOLUBLE
SULFATE
PASSING
NO. 4
SIEVE
PASSING
NO. 200
SIEVE
SOIL TYPE
LIQUID
LIMIT
(q,)
pLASncITY
INDEX
I%)
104
CLAY, SANDY (CL)
TH-1
4
18.7
9
14.5
116
CLAY, SANDY (CL)
19
129
118
CLAYSTONE
TH-2
14
14.5
120
39
17
98
CLAVSTONE
' 0 0
CHEFF RESIDENCE
' PARCEL 34
SOPRIS MOUNTAIN RANCH
' PITKIN COUNTY, COLORADO
1
1
1
1
1
1
146
Job No. GS -1757
N
Scale: 1" = 50'
eg
e o �
s
10
• P-2
0 P-1
• Profile
0 P-3
Approximate
Extend Of
i Gravels
\ (see Fig. 2)
TH-3
Planned
Cheff
Residence
Proposed Drive
LOCATION OF EXPLORATORY BORINGS
Rio Grande .
Western Railroad
f
oQ
e
SITE
VICINITY MAP
No Scale
a
Fig. 1
7915
7910
d
w
7905
q
0
P
a�
w F-7900
EM
0
TH-1
E1=7913
TH-2
E1=7912
TH-3
E1=7911
10
N
of
N
10
23/12 01
411.
50/11
of 100
50/9 • ,
50/9
50/9
11
LEGEND:
Indicates drill rig refusal. Multiple
7895 symbols indicate more than one
test hole at the same °ocation.
NOTES:
7890 7890
1. Exploratory borings were drilled on
March 1, 1996 with a four inch
diameter continuous flight power
P-1 P-2 P-3 Profile auger.
2. No free groundwater was found
0 0 in our exploratory borings during
^' our field investigation.
r+ tv
m
oe
w ro 3. Elevations were from topographic
a mapping prepared by Jerome Gamba
5 5 p and Associates and . are approximate.
CD 4. These borings are subject to the
explanations, limitations and
conclusions as containe:l in this
report.
10 U 10—
V l
0
Vl
Job No. GS -1757
kL
SUMMARY LOGS OF EXPLORATORY BORINGS
Fig. 2
"
Organic sandy clays, soft,
7915
moist, dark brown. (OL)
Clay, sandy to gravely, very stiff,
moist, brown. (CL)
7910
Gravel, clayey with cobbles and
boulders, dense to very dense,
moist, brown. (GC)
to
7905
e
Claystone, hard to very hard,
moist, brown. (Bedrock)
p
p
Drive sample. The symbol 23/12
indicates that 23 blows of a 140
7900
pound hammer falling 30 inches
'
were required to drive a 2.5 inch
O.D. sampler 12 inches.
Indicates drill rig refusal. Multiple
7895 symbols indicate more than one
test hole at the same °ocation.
NOTES:
7890 7890
1. Exploratory borings were drilled on
March 1, 1996 with a four inch
diameter continuous flight power
P-1 P-2 P-3 Profile auger.
2. No free groundwater was found
0 0 in our exploratory borings during
^' our field investigation.
r+ tv
m
oe
w ro 3. Elevations were from topographic
a mapping prepared by Jerome Gamba
5 5 p and Associates and . are approximate.
CD 4. These borings are subject to the
explanations, limitations and
conclusions as containe:l in this
report.
10 U 10—
V l
0
Vl
Job No. GS -1757
kL
SUMMARY LOGS OF EXPLORATORY BORINGS
Fig. 2
\
\
t \
I
I
II
li
I
1
1
I
I
u_
Well
REV I DATE
do with SPA
REVISION
204.05'
Clean—out
25.70
Buried Prjpane Tank
MADE�CHKD�APPD
BY BY BY
\
BUILDING ENVELOPE
\
Design Alignment
Landscape Boulder
12.90' 1
Gallon Septic J
750 Gallon Siphon Ch tuber
(Access to Surface
3.00' -
8.25'
19.20'
5*U• • 1 10 1:.
\
Extent d Cleared Ookbrush
Record Alignment
Extent of Cleared
Monitor Tube
Alignment 114.42'
nc to BuildN Envelope
ISDS RECORD DRAMINIG
29323 zl SCALE: DATE: SHEET
7Q
1" = 20' � June 25, 1997 1 OF 2
Y
WA L DRAWN BY: CHKD BY: a APPD BY: PLAN NO.
RWP CWS I RWP I 95451\ RECORD
s
20 0 20 40 60
GRAPHIC SCALE IN FEET
1 INCH — 20 FEET
CY
CHEFF RESIDENCE SHEET N0.
PARCEL 34, SOPRIS MOUNTAIN RANCH
PITKIN COUNTY, COLORADO
JEROy�A �&&��A`S1..S��O�CIIA�TyyE�S, INC.
COMMWI\111�! �N OI INMIS 6 I..W Sp+i Vfq
POST OFFICE BOX 1458
113 NINTH STREET — SUITE 214 PROJECT: 95451
GLENWOOD SPRINGS, COLORADO 81602 303 945-2550
I
1
1!
�I
i I.
I
fConstructed
ofFnalISDSat e
Inspection
I
i
\
ti
I
I
II
li
I
1
1
I
I
u_
Well
REV I DATE
do with SPA
REVISION
204.05'
Clean—out
25.70
Buried Prjpane Tank
MADE�CHKD�APPD
BY BY BY
\
BUILDING ENVELOPE
\
Design Alignment
Landscape Boulder
12.90' 1
Gallon Septic J
750 Gallon Siphon Ch tuber
(Access to Surface
3.00' -
8.25'
19.20'
5*U• • 1 10 1:.
\
Extent d Cleared Ookbrush
Record Alignment
Extent of Cleared
Monitor Tube
Alignment 114.42'
nc to BuildN Envelope
ISDS RECORD DRAMINIG
29323 zl SCALE: DATE: SHEET
7Q
1" = 20' � June 25, 1997 1 OF 2
Y
WA L DRAWN BY: CHKD BY: a APPD BY: PLAN NO.
RWP CWS I RWP I 95451\ RECORD
s
20 0 20 40 60
GRAPHIC SCALE IN FEET
1 INCH — 20 FEET
CY
CHEFF RESIDENCE SHEET N0.
PARCEL 34, SOPRIS MOUNTAIN RANCH
PITKIN COUNTY, COLORADO
JEROy�A �&&��A`S1..S��O�CIIA�TyyE�S, INC.
COMMWI\111�! �N OI INMIS 6 I..W Sp+i Vfq
POST OFFICE BOX 1458
113 NINTH STREET — SUITE 214 PROJECT: 95451
GLENWOOD SPRINGS, COLORADO 81602 303 945-2550
MW
1L
4"x4" DIVERTER VALVE
4" CROSS
4" TEE
INSTALL 4"x2" REDUCER BUSHING AT
4" DIVERTER VALVE AND 4" TEE.
4" PVC MANIFOLD
2" Sch. 40 PVC DISTRIBUTION PIPE WITH 1/4" HOLES ® 3 O'CLOCK
AND 9 O'CLOCK EVERY 2' ALONG PIPE INSIDE CHAMBERS.
ONE 3/8" HOLE DRILLED ® 6 O'CLOCK AT THE END OF EACH
LEACH CHAMBER TO ALLOW PIPES TO DRAIN COMPLETELEY.
INVERTS TO BE AT THE SAME ELEV. AT DIVERTER VALVE.
LIMITS OF EXCAVATION
4" PVC MONITOR TUBE W/ COVFR
-� BOTTOM 5" OF ^PVC ^IS PERFERAiED
LEACHING SURFACE (TYP.)�
INFILTRATOR LEACHING CHAMBERS
LEACH TREANCHES ARE 8 TRENCHES; 5 UNITS LONG BY
1 UNIT WIDE AND 2 TRENCHS; 6 UNITS LONG BY 1 UNIT 'MDE.
4" PVC MONITOR TUBE W/ COVER. TUBES ARE PLACED ® APPROXIMATE
CENTER OF TRENCH BOTTOM. 8" OF PVC PERFERATED AT THE BOTTOM.
(SEE SHEET 1 FOR LOCATIONS)
- INFILTRATOR LEACHING CHAMBERS
NATURAL GROUND
,. 4" Sch. 40 PVC PIPE
45' ELL
(Sch. 40 PVC TYP.) /
8.25' -
4" DIVERTER VALVE W/ PLASTIC VALVE BOX COVER
FAILURE TO DO -S0 PALL RESULT IN SOLIDS ENTERING TOTAL DOSE . 545 GAL
THE LEACH FIELD CAUSING THE LEACH FIELD TO FAIL. CROSS SECTION OF 1250 GAL. SEPTIC TANK
(SEE 0 & M MANUAL) SCALE: I INCH - 2 FEET CROSS SECTION OF DOSING CHAMBFR
SCALE: 1 INCH - 2 FEET
nch Coupling to overflow p/pe
-Inch /reeboord requirement