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ASP"&ITIIKIN ENVIRONMENTAL HEALTH DEPA ENT
APPLICN FOR INDIVIDUAL SEWAGE DISPOSAI'STEM
130 S. Galena St., Aspen Colorado 81611
Phone 970-920-5070/Fax 970920-5039
Permit # 9sa ya. ! Parcel ID # Ito y3 - Q q � - 01--f"—
Permit For. New Installation (r/ Repair ( ) Remodel ( ) Emergency Use () l0 y
Name of OWNER R/n (ill Z'n, L L C .
Owners Mailing Address P•o. fox a4Lr loom', &"Zit r .fL'0• Ally �L
Business Phone: 20 0 HomT q.�( f
Name of Agent $ C , p
Agent's Mailing Address �s�tty 1LI O �6
Business Phone: W Cell Phone: Fax:
Copy of permit to be sent to: Owner ( ) Agent (x) Both ( )
Street Address 'L-917171/ /t
Legal Description: Lot 3 ,Bloc
Size of lot: 1`6 F acres Type of proposed structure:
Total arealliving space (sq. fl): 000
.Subdivision
hb u s C- Sae of bidg. em
# of Bedrooms, offices and similar sae :rooms:
Water:( )Private well( )Spring ( )Stream
!(-f Community/Public (Name of System) 45,&, pp, n5
Is Proof of Adequate Water Attached? (✓f Yes ( ) No 1
Has this project been approved by Pitkin County 7 (vvfYes ( ) No
Is a copy of the floor plan attached ( required ) ? ( v Yes ( ) No
Application for an individual sewage disposal system is hereby submitted. The undersigned acknowledges that Me above information is We and that false information will
invalidate the application and any subsequent permit. Issuance of the permit does not imply the approval of any other permit required for construction pursuant to Pilkln County
codes. No construction may be undertakenanMk�11 approvals and permits have been obtained. The owner assumes all responsibilities in rase of failure or inadequacy of this
system. , /
Signature of applicant Y Date /—Z7— 94,
For department use below
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PERMIT FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM
S. otY1 � eptic tank rapacity: � galions Absorption area: !w. ft.
A 300/0 redrtc�&l ;s allowed -lar grswcllrss ckaubers or deCP grdwel in eiJlxr
'Menchs ur it bed. Ih)s rekieS Jhc sfaal rtgwrcn at * 4,011f toherA;s
611 lentLl -eel' or lea chambers. An 9-44 pro 'Ic {colt ;kd.s 1b be d., I rc �IbW,
9c}kacrs arc �r Ikn�� to Jit Prot'cr is1 G/Y , as'13
f� o.L xrc wt&4cr W Lc,
An inspection is required prior to backfill of any component of the distribution system.
Design by Engineer Required ? ( ) Yes ( ✓fNo All plans and specifications of the engineer must be followed. Any changes must be approved in
writing and the engineer must certify the final installation to the Environmental Health Department in writing. p
EpX+eJ151'o'1 a -PI ror1C
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Permit approval by: [[.a_ bhQ/� Date l' J/- % pr ori i7'Ll / GCrM��,
Plans and specifications of the proposed individual sew dispo 1 yvem have been reviewed and are considered satisfactory. Permission is hereby granted to a Avner the
the agent to perform the work Indicated in accereance the P. County ISDS Regulation in effect at the ume of issue. This permit becomes invalid 6 months from the date
that the permit was Issued unless system construction has commenced or an extension has been approved in writing by the Department.
Installer: 34-tuA rns/
ltn � 1 eAli,2L
As -Built drawings must be Included with this permit before the final approval will be Issued.
Final Inspection Approval:
Date:
4 G- 9(o Date requested:
r
7 G
Date Pd.: Q' g' 0Receipt #: 0
Received by:
,Ll f} E Information complete:
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ASPEN ENVIRONMENTAL HEALTH DEPAFNT
APPLICATION FOR AN INDMDUAL SEWAGE DISPOSAL SYSTEM QSDS) PERMIT
Name of OWNER �ly-� -nr-I -nIi L.L.0 . Bus. Phone # cii,iAO -
p�ICQ
Mailing Address 11 ''PO•f7x 2 '�� 'I�����,��1� Home Phone # 9-10��5"11
Name of AGENT �c�' MI Ac�i J Bus. Phone # aO • `�23-►S9' -2-
Mailing
Mailing Address'�Q• �O X��5p3^ - 15� +��hPtP,c�SS \/IU bbE._(me Phone #
Copy of Permit"t'o�be Sent to: 39\
PERMIT IS FOR: )/ NEW INSTALLATION, O REPAIR O ALTERATION NOT DUE TO FAILURE, or O EMERGENCY USE. for permit #
STREET ADDRESS of Property:
Amt v�Pd-1�'(
LEGAL DESCRIPTION of Property: lott5 , block filing _, and subdiv. �i -'4 S
Size or Lot .1.IQ__. acres Type of Structure Proposed F�f'iG 54 'j M -
# BEDROOMS ! , # LOFTS # GARBAGE DISPOSALS A , # DISHWASHERS a. # CLOTHES WASHERS 011J�s
Water Supply: O. Private Well, ()��Syypring. () Stream. or yy�System (Public, or rH Name: U -LLCM. �( 5iL % .
IS PROOF OF ADEQUATE VESTTAC ED? (�•J YES,or ` 0 HAS THIS PROJECT BEEN APPROVED BY PnWN COUNTYIXYES or () NO
Application fa an IridFddual sewage disposal system perms m hereby lh taldalrIs rlaawledges that the oboe Information k the and that fake Information ast im atdste the apptc shon and
limy subsequent permit. Issuance of the permit does not espldnly or IaPtrrIII kk* 00 appeal lir any other permit regWad for Consbuctioh pnsuant to PitMn County codes. No consumfion may be urdedala n
ata a0 approvals and permits have been obtained. The owner asaarns Y mspaabldve N ane of failure a Inadequacy of fins system.
All) _
SIGNATURE OF APPLICANT Date
The application becomes invalid 120 days from the date signed. "T"is Permit is valid only for the design as specified Wow
•eaeaafiii feaaseaeefe".... BELOW FOR OFFICE USE ONLY`aeasaaatknNaaaataaeNaeet�as
INDIVID AL SEWAGE DISPOSAL SYSTEM PERMIT # q�a��
S15o fee paid Date re. (2) Receipt # ��� Received By—ry1q:t—/
DESIGN CRITERIA OF SYSTEM TO BE INSTALLED: Any changes must be submitted and approved in writing. 8000 •{%''' dii rty
# of Bedrooms: S Percolation Rate: _'�O mpL Avomgo- ilKW%!a Flow: 9 ,� 15_ gallons.
Is an Engineer Designed system needed? () Yes or Iii
WI pi+n:.nd spaueeauena d an angx,ear soon ba t000woa My an.ntta. moa w .ppowe m w.inre ens Ne e�ineer
shall sanity lin Mal Installation to the Emlronmemal Health Department In willing.)
Minimum Septic Tank Capacity 2 S-04) gallons Absorption Area &15— square feet minimum `
() Absorption Bed, () Absorption Field in Trenches, () Gravel -less system, () Pumping/Dosing Chamber, () Absorption Pit
.4 30pf. rCdadt'v) i5 Ccllowed {,-.deep g•rwcl ;n 4rencl'x3
6r rGwalk�? 0k.a.� til at
i�d��rvJch r i/I t s wOwi d r-Muce- -Id- 59aa,e &tl- ref; r reutn% . b o 1 �J C b7/ l; rd l t f) .
Steges firuiring Inspection: () Before excavation, () Upon completion and prior to placement of gravel, ( Before covering distribution system of absorption
field, LVPnor to backfill of any component and any situation deemed necessary by Environmental Health Department Staff.
rush, and specl0catlons of the proposed Indisldoal sewage disposal system have been re lowed and am considered satisfactory. Permission is hereby granled to the owner a his agent to perform the work
'•,dis ared above in accordance with the pads, County IrMlvdual Sewage Dispose) Regulations in effect on :he dale of issue. In addition Its general podsdns set lath la arty attachments, this Permit is subject
:a to following additional terms and conditions If any:
APPROVED FOR ISSUE BY: / +r/'uh_ Kr / DATE OF ISSUE:
.he above Individual sewage disposal sysUm has been Inspectedby the Emimnmental Health Department. The owner assumes all responsldtties In case of failure of inadequacy Of this
syslraa Complete as -Gin drawing and all speciricelions of asbuitt I iduded with Ms penins -
FINAL INSPECTION BY:
DATE OF FINAL INSPECTION:
POTHUDDlrCPC'WP:PERtnIT.a.I IM SoUn GALENA SKEET ' ASPEN, COLORADO 81611 ' PHONE 31.920.5020 ' FAX ]03.920.518]
: PEMO IM PRINTED ON RECYCLED PAPER
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Name:
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fspen / Pitkin Environmental Health Department
contact Log Sheet
lo#: zG y 3 - age- a!-aaa ,address s
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09/01/95
(970) 945-1004
FAX (970) 945-59Q
09:59
August 31, 1995
$`303 945 5948
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S G M INC
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Mr. Jay Brian Evarts
25 Lower Woodbridge Road, Suite 103-B
Snowmass Village, CO 81615
RE: Lot 3, Aspen Valley Downs
Dear Jay:
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118 West 6th, Suite 200
Glenwood Springs, CO 81601
As requested, I have reviewed the grading plan prepared by yourself dated August 31, 1995
for Lot 3, Aspen Valley Downs as per the Pitkin County Resolution 92-90, item 5e. The
scope of the review was limited to the issues discussed below.
The routing of the stormwater through the building envelope shall be accomplished such that
Concentrated flows are not transmitted to downstream properties. The plan adequately
addresses this issue.
In addition, stormwater shall be routed around the proposed septic system and then shall be
graded such that storriwater will not pond on the septic system. The septic system shall be
located 5o feet from any irrigation ditch. These -issues are also addressed on the plan.
In summary, the proposed grading plan will not adversely impact drainage throughout the
subdivision.
Sincerely,
SCFIMUESER GORDON MEYER, INC_
Dan Cokley, P
OC:lc/95112
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ASPEN/PITKIN ENVIRONMENTAL HEALTH. DEPARTMENT
ISDS DESIGN REQUIREMENTS
DEPARTMENT USE ONLY
Permit # 95042
Name Rin Tin Tin Parcel ID # 2.64E+11
House Size 9000 (75 gpd, 100 gpd, or 130 gpd) 130
Number of Bedrooms, Lofts, Offices, Similar Rooms, Main House 5
Number of Bedrooms, Lofts, Offices, Similar Rooms, Caretaker unit 0
Average Daily Waste Flow 1125 # bedrooms X 2 people/br X 75 X 1.5
State Review Required? no
Perc Rate 40 (T)
Design Flo w (Q) = # bedrooms X 2 people/bedroom X gpd X 1.75
Q= 2275
Absorption Area (A= Q/5 X SQRT)
A = 2877.673 sq. ft. of absorption area required
160 infiltrator units without reduction
A maximum 30% reduction is allowed for use of deep gravel or gravelless chambered system.
2014.371 sq.ft. with reduction (� rOWS 0(
112 infiltrator units with reduction
c&(A
Type of system: []Absorption trenches []Absorption bed [] Gravelless chambers
[]Dry well []Seepage Pit []Pumping Chamber
Is an Engineer -Designed System required? no
yes _ reason:
Minimum tank capacity 2500 gallons
SETBACK FROM WELL
# of feet = 102
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:
Printed on Recycled Paper
DATE:
DATE:
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ASPEN/PITRIN ENVIRONMENTAL HEALTH DEPARTMEN7l� �Y /� i.. \ r r�
130 South Galena, Aspen CO 81611 %'ZII�C�
(303) 920-5070
SOIL DATA FORM
PROPERTY ADDRESS
LEGAL DESCRIPTION
PROPERTY OWNER:
NAME
ADDRESS
1•7:C�3`,l�I
Note:
* Percolation Test Result Form and Site Plan must be submitted
with this form.
* Percolation atid'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 ;Ot.
* 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.
and Swelling
• Smeared surfaces removed: _Yes _No
• Sand or.gravel added: _Yes . No
• Date 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
period:
Hole I _Yes _No
Hole 2 _Yes _No
Hole 3 _Yes _No
Percolation Rate Measurement
Percolation Rate (minJin.) Hole I
Hole 2
Hole 3
Avcragc
i
a
Encountered @ _feet.
Estimated depth to maximum seasonal
water table if not encountered in
profile:
Is area believed to be subject to seasonal
fluctuations which could result in a
seasonal water table within 8' of surface?
Yes No
pe determination in absorption area: % to
_(direction) .
(Bedrock:
• Encountered @ _feu.
Estimated depth if not encountered in
profile:
Type of bedrock: _Sandstone
_Claystone Siltstoue
Is bedrock fractured or weathered?
Yes No
Is bedrock believed to be permeable?
Were rate C60 min./in.)
_Ycs __No
As,pE KEN L---_NVIRONA.ff-_-!dT-AL HEA*. DEr-ARTNIEN I -- ---
130 South Galena, Aspea, CO 51611
. 303-920-5070
Percolation Test Result Form
Hole Length of Water Depth Water Depth Drop In
Hole Depth Inlerval
@ Start �N End Water Level
No. (in.) (min.) of Interval of Inlerval (in.)
(in.1 (in.)
Percolation
Rate @ Final
Interval
(itinjin.)
'Field Notes shall be recorded on this form or in this format; typed copies of field records may
be submitted on this form.
'A four hour test must be conducted unless (a) water remains in the hole -after the presoak in
which case one 30 min. interval is sufficient, (b) the first 6" of water seeps away in <30
minutes in which case a one-hour test of 6 - 10 minute time intervals may be used, (c) the test
is being conducted in sand in which case a one-hour test of 6 - 10 minutg tifne intervals may
be used, (d) three successive water !evel drops do not vary by mode 4han 1116 inch in which
case a two hour test may be conducted.
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SOILS AND FOUNDATION INVESTIGATION
PROPOSED BOWDEN RESIDENCE
LOT 3, ASPEN VALLEY DOWNS
PITKIN COUNTY, COLORADO
Prepared For:
JAY BRIAN EVARTS, ARCHITECTS
25 Lower Woodbridge Road
Suite 103-B
Snowmass Village, CO 81615
Attention: Mr. Jay Evarts, Architect
Job No. GS -1560
July 20, 1995
CTL/THOMPSON, INC.
CONSULTING ENGINEERS
234 CENTER DRIVE ■ GLENWOOD SPRINGS, COLORADO 81601 ■ (970) 9452809
• TABLE OF CONTENTS
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JAY BRIAN EVARTS, ARCHITECTS
CTL/T GS1560
0
SCOPE
1
SUMMARY OF CONCLUSIONS
1
SITE CONDITIONS
1
PROPOSED CONSTRUCTION
2
SUBSURFACE CONDITIONS
2
SITE GRADING
3
FOUNDATION
4
FLOOR SLABS AND EXTERIOR CONCRETE FLATWORK
5
BASEMENT AND CRAWLSPACE WALLS
6
ORNAMENTAL PONDS
6
Pond Embankment
7
Pond
7
Field Quality Control
8
PAVED AREAS
8
PERCOLATION TEST RESULTS
9
SURFACE DRAINAGE
9
LIMITATIONS
10
FIGURE 1 - LOCATIONS OF TEST HOLES
FIGURE 2 - SUMMARY LOGS OF TEST HOLES
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FIGURES 3 THROUGH 5 - SWELL/CONSOLIDATION TEST RESULTS
FIGURE 6 - EXTERIOR FOUNDATION WALL DRAIN
FIGURE 7 THROUGH 11 - PERCOLATION TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TESTING
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APPENDIX A - EXCERPT FROM OSHA REGULATIONS REGARDING EXCAVATIONS
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JAY BRIAN EVARTS, ARCHITECTS
CTL/T GS1560
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This report presents the results of our soils and foundation investigation for
the proposed Bowden Residence to be built at Lot 3, Aspen Valley Downs in Pitkin
County, Colorado. We explored subsurface conditions at the site to provide
geotechnical recommendations for the proposed residence, percolation field and two
ornamental ponds. This report includes a description of the subsurface conditions
found in our test holes, 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 test holes penetrated a 0.5 feet thick layer of soft, organic, sandy
clays above loose to dense, silty sands with sandy clay and sandy silt
lenses and scattered gravels. A 3 to 6 foot thick layer of dense,
clayey gravels with cobbles was found in the silty sands at our TH-1
through TH-3 locations (see Figure 2). No free groundwater was
found in our test holes during our field investigation.
2. The residence can be founded with footings bearing on the natural
soils below 4 feet. A maximum soil bearing pressure is presented in
the "Foundation" section.
3. Moisture variations in the subsoils should be mitigated. Careful
attention should be given to precautions discussed in the "Surface
Drainage" section.
SITE CONDITIONS
Aspen Valley Downs is a new development of single family residences on
small acreages located north of the Roaring Fork River in Pitkin County, Colorado.
The town of Woody Creek is to the east and Old Snowmass is to the west. Access
to Lot 3, is from Highway 82 to Woody Creek Road to Valley Downs Road to Running
JAY BRIAN EVARTS, ARCHITECTS
CTL/T GS -1560
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Mare Road. Lots adjacent to Lot 3 have not been built on. Lot 3 is located on an
upper bench overlooking a lower terrace with the Roaring Fork River below and to
the south. The site has been used as irrigated pasture. Several small ( 1 foot deep
and 2 feet wide) irrigation ditches cross the site. Ground surfaces in the building
envelope drop from the north down to the south and east at grades measured and
visually estimated at 4 to 10 percent. Vegetation consists of irrigated pasture
grasses and weeds.
PROPOSED CONSTRUCTION
We were told that a single family residence and two ornamental ponds will
be built. The residence will have a total floor area of approximately 8,600 square
feet and will be wood framed with a wood siding and stone exterior veneer. The
residence will be three stories tall and stepped into the natural slopes at the site on
three levels. The lower level will be a mechanical room basement of approximately
2,900 square feet. Living area floors will be structurally supported by the foundation
with a crawlspace below the floor. The lower level will be a basement with a slab -on -
grade floor. We assume that foundation loads will be approximately 2000 to 4,000
pounds per lineal foot along bearing walls with maximum interior column loads of
15 kips. Maximum cuts for the building into the naturally occurring slopes will be
approximately 19 feet.
Two ornamental ponds will be built east of the residence. One pond will have
a surface area of approximately 4,500 square feet and the other will have a surface
area of approximately 2,100 square feet. We should be informed if the actual
construction or loads are different than described above to allow re-evaluation of
criteria recommended herein.
SUBSURFACE CONDITIONS
Five (5) test holes and five (5) percolation holes were drilled at the locations
shown on Figure 1 to investigate subsurface conditions. Our test holes TH-1
JAY BRIAN EVARTS, ARCHITECTS
CTLJT GS -1500 2
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through TH-3 were drilled in the proposed building footprint and test holes TH-4 and
TH-5 were drilled in the planned pond locations. Drilling was supervised by our
engineering geologist who logged the soils and obtained samples for laboratory
testing. Laboratory test results are shown on Figures 3 through 5 and Table 1.
Our test holes penetrated a 0.5 feet thick layer of soft, organic, sandy clays
above loose to dense, silty sands with sandy clay and sandy silt lenses and
scattered gravels. A 3 to 6 foot thick layer of dense, clayey gravels with cobbles
was found in the silty sands at our TH-1 through TH-3 locations (see Figure 2). No
free groundwater was found in our test holes during our field investigation.
SITE GRADING
No fill will be below the foundation, but may be required to achieve subgrade
elevation for floor slabs, exterior concrete Ilatwork and areas to be paved. Areas to
receive fill should be stripped of vegetation, organic soils or other deleterious
materials. The resulting surface should be scarified to at least 8 inches deep,
moisture conditioned to within 2 percent of optimum moisture content and
compacted to at least 95 percent of standard Proctor maximum dry density (ASTM
D 698). Fill can consist of the on site soils free of organics, rock larger than 3
inches in diameter or other deleterious materials. Fill should be placed in 8 inch
maximum loose lifts at 2 percent below to 2 percent above optimum moisture
content and compacted to at least 95 percent of ASTM D 698.
Site grading will result in maximum excavation depths of approximately 19
feet. Excavated slopes will be retained by the foundation walls and/or laid back to
match existing grades. No free standing retaining walls are planned. Foundation
walls will retain a maximum height of 14 feet. Excavations will expose silty sands
and clayey gravels with cobbles. Excavation sides should be sloped or braced.
Excavated slopes will tend to collapse and flatten. We recommend temporary
excavations greater than 5 feet deep be braced or laid back at slopes of 1:1
(horizontal to vertical) or flatter. We believe the silty sands are Type B as described
I JAY BRIAN EVARTS, ARCHITECTS
CTVT GS -1580 3
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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 1:1 (horizontal to vertical) for Type B soils
above the water table (see Appendix A). We should view the excavation to confirm
that soils are as anticipated.
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 encountered in our test holes during our field
investigation. Depending upon cut depths and time of year water may be present.
If free groundwater is encountered, we recommend the excavations be sloped to a
positive gravity outfall or to sumps where water can be removed by pumping.
We recommend permanent slopes be no steeper than of 1.5:1 (horizontal to
vertical). Care must be taken to ensure revegetation of any slopes greater than 2:1
(horizontal to vertical). Erosion control revegetation matting and planting of shrubs
legumes, trees or other vegetation with extensive root systems should be
considered.
FOUNDATION
Excavations to achieve footing elevations will be between 3 and 19 feet into
the natural slopes at the site. At footing elevations our test holes penetrated loose
to dense, silty sands and dense, clayey gravels with cobbles. The building can be
founded with footings bearing on the natural undisturbed soils below 4 feet. The
maximum soil 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:
JAY BRIAN EVARTS, ARCHITECTS
CTUT GS -15M
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1. Footings can bear on the undisturbed natural soils below 4 feet and
be designed for a maximum soil bearing pressure of 3,000 psf;
2. Foundation walls for continuous footings should be reinforced top and
bottom. We recommend an amount of reinforcing 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 the exterior of foundation walls and in utility trenches
should be moisture treated to within 2 percent of optimum moisture
content and be compacted to at least 95 percent of ASTM D 698.
FLOOR SLABS AND EXTERIOR CONCRETE FLATWORK
Living area floors will be structurally supported by the foundation with a
crawlspace below the floor. Basement, garage and exterior concrete flatwork will be
slabs -on -grade. Slabs -on -grade can bear on prepared subgrade or structural fill
built with on site soils or similar as discussed above under "Site Grading". Floor
slabs can be designed and constructed using the following criteria:
1. Floor slabs should bear on the prepared subgrade or structural fill as
discussed above under "Site Grading;
2. Slabs -on -grade should be separated from exterior walls and interior
bearing members. Vertical movement of the slabs should not be
restricted;
3. Plumbing and utilities which pass through slabs should be isolated
from the slabs;
JAY BRIAN EVARTS, ARCHITECTS
CTL/T GS -1560 5
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4. Frequent control joints should be provided. The American Concrete
Institute (ACI) recommends maximum joint spacing of 15 to 20 feet to
control cracking.
BASEMENT AND CRAWLSPACE WALLS
Foundation walls will be up to 14 feet tall and 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 soils are used
as backfill, we recommend using an equivalent fluid density of 50 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 and wetting of soils below foundations. To reduce the
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 outfall or a sump to be mechanically
pumped. A typical foundation drain detail is shown on Figure 6. Crawlspace
ventilation should be provided. Backfill placed adjacent to foundation walls should
be compacted to at least 95 percent of standard Proctor maximum dry density
(ASTM D 698).
ORNAMENTAL PONDS
Two ornamental ponds will be built at the locations shown on Figure 1. One
pond will have a surface area of approximately 4,500 square feet and the other pond
will have a surface area of approximately 2,100 square feet. The ponds will be less
I JAY BRIAN EVARTS, ARCHITECTS
CTUT GS -1560 6
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than 10 feet deep. We do not know if a liner on the pond bottom is planned. The
pond water elevation when full needs to be below the planned building foundation.
At this writing we are not aware of the type of inlet or outlet works.
Pond Embankment
The on-site soils can be used for construction of the pond embankments.
Embankments should be built with an upstream slope no steeper than 2.5 to 1
(horizontal to vertical) and a downstream slope no steeper than 2 to 1 (horizontal to
vertical). The crest width of the dam should be at least 10 feet wide to permit
compaction with a heavy sheepsfoot type compactor. Areas below embankments
and ponds should be cleaned, grubbed and stripped of topsoil. The resulting surface
should be scarified to at least 10 inches deep, moisture conditioned to near optimum
moisture content and compacted to at least 95 percent of standard Proctor maximum
dry density (ASTM D 698) prior to placing any fill. The embankment should be
constructed with the on-site silty sands or similar soils with 100 percent finer than
4 inches. The embankment fill soils should be moisture treated to between
optimum to 3 percent above optimum moisture content placed in 8 -inch maximum
loose lifts and compacted to at least 98 percent of the maximum standard Proctor
maximum dry density using a heavy self-propelled sheepsfoot compactor or tractor
towed sheepsfoot roller. The sheepsfoot compactor applies a kneading action to the
soil and tends to bond individual lifts. If the dam is constructed during freezing
temperatures, it is very important that no frozen soils be built into the embankment.
If this happens, permeable layers will be created and water will leak through the
embankment along the layer. This will eventually weaken the embankment.
Pond
Percolation tests indicate subsoils at the site are permeable. We recommend
the pond bottoms and the embankments be lined. We recommend a clay liner with
100 percent less than 3 inches in diameter, at least 75 percent silt and clay size
particles (passing the -200 sieve), a minimum liquid limit of 40 percent and a
minimum plasticity index of 25. The completed liner should be at least 2 feet thick
on pond bottoms and at least 2 feet thick perpendicular to embankment slopes.
I JAY BRIAN EVARTS, ARCHITECTS
CTL/r GS -1560 7
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Liner material should be placed in maximum loose lifts of no more than 6 inches
thick, moisture conditioned to 2 percent below to 2 percent above optimum moisture
content and compacted to at least 98 percent of standard Proctor maximum dry
density. The loose lifts should be compacted with a sheepsfoot roller to "stitch" the
lifts together.
An alternative would be to use a synthetic liner. The synthetic material should
be resistant to deterioration caused by sunlight. We recommend avoiding PVC liner
materials.
Feld Quality Control
Construction of an embankment which will detain water not only requires
investigation and design, but also field observation, and testing during construction.
We should make these observations for the embankments and ponds. Conditions
may be discovered during construction which need evaluation. Proper materials
handling and construction techniques are also very important for a quality project
and to help ensure the integrity of the ponds.
PAVED AREAS
We understand a paved parking area will be adjacent to the east of the
garage and a paved motor court will be to the west and north of the main part of the
house. We recommend paving drive and parking areas with 2 inches of asphaltic
concrete above 4 inches of aggregate base course. The pavement section should
be placed on the subgrade prepared as discussed under "Site Grading". Aggregate
base course should be placed in maximum 6 inch loose lifts at 2 percent below to
2 percent above optimum moisture content and compacted to at least 95 percent of
the modified Proctor maximum dry density (ASTM D 1557). Asphalt should be
compacted to at least 95 percent of the maximum density determined by a Marshall
density test.
JAY BRIAN EVARTS, ARCHITECTS
CTUT GS -1560
0
n
El
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PERCOLATION TEST RESULTS
Five (5) percolation tests were performed in the silty sands at locations
shown as P-1 through P-5 on Figure 1. We drilled percolation holes to four feet
deep. We recommend using a design percolation rate of'40minut�for
------------
percolation field design. Percolation test results are shown on Figures 7 through 11.
SURFACE DRAINAGE
The performance of foundations, floor slabs, concrete flatwork and pavements
is influenced by moisture conditions in the subsoils. Limiting the amount of
moisture introduced to the subsoils will be critical to the performance of
foundations, floor slabs, concrete flatwork and pavements. During spring snowmelt
sheetwash can be expected to occur across this site. Wetting of foundation soils
can be reduced by grading the ground surface to cause rapid run-off of water away
from the building. We recommend a slope of at least 12 inches in the first 10 feet.
Incorporating a berm into the landscaping plan to direct sheetwash is advisable.
Wetting or drying of the open foundation excavations should be avoided.
We recommend landscaping within 5 feet of the building be with native flora
which requires a minimum amount of irrigation. Impermeable membranes used for
weed control block evaporation and should not be used adjacent to the building.
We recommend using a geotextile fabric such as Mirafi for weed control which
allows normal evaporation to occur. Sprinkler heads should be no closer than 5 feet
from the building and be directed away from the building. Snow which accumulates
on the roof or as a result of plowing should not be allowed to accumulate adjacent
to the building. We suggest using snow breaks, heat tape, gutters and downspouts
to melt snow on the roof and drain moisture away from the building. Roof
downspouts and drains should discharge well beyond the limits of all backfill.
Splash blocks or downspout extensions should be provided at all discharge
locations. Snow removal should result in snow being piled away from the building.
JAY BRIAN EVARTS, ARCHITECTS
CTUT GS -1580
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LIMITATIONS
Our test holes were spaced to obtain a reasonably accurate picture of the
subsurface. Variations in these subsurface conditions not shown by our test holes
will occur. We should observe the completed excavation to confirm the soils are as
anticipated from our test holes.
Our report was based on conditions disclosed by our test holes, results of
laboratory testing, engineering analysis and our experience. Criteria presented
reflects the proposed building and ponds as we understand them. We should be
advised if the final design differs from our assumptions to permit us to re-evaluate
our conclusions.
This investigation was conducted in a manner consistent with the 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/THOMPSON71N
jn�
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1Y/ 1 �%Ti1 � � t� c r.S►.rl• [ Ti1
Engineering Geologist
Reviewed by:C�Er/�
John MechI
Branch Mana r
LB:JM:cd
(3 copies sent)
JAY BRIAN EVARTS, ARCHITECTS
CTL/T GS -1560
10
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• TH-1 TH-2 • TH-3
EL=7544 EL=7532 EL=7531
7545 F— Residence
TH-4 TH-5
EL=7530 EL=7524
r— Ponds
7545
LEGEND:
®
Organic sandy clays, soft, slightly
moist, brown. (OL)
7540
35/12
7540
Sand, silty with sandy clay and sandy
Garage
Finished
silt lenses and scattered gravels,
Floor Elevation
loose to dense, moist, red brown.
(SM, CL, ML)
Gravel, clayey with cobbles, dense,
7535
26/12
7535
red brown. (GC)
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Drive sample. The symbol 35/12
q
o
indicates that 35 blows of a 140
C
7530
7530
pound hammer falling 30 inches
c
were required to drive a 2.5 inch
m
O.D. sampler 12 inches.
w
8/12
!�
30/12
7525
10/12
144/12
7525
Indicates bulk sample.
29/12
0.1
13 12
7520
�•'
7520
NOTES:
1.
Test holes were drilled on June
30/12
26, 1995 with a 4 inch diameter
Basement Finished
continuous flight power auger.
7515
23/12
Floor Elevation
7515
2.
Elevations were obtained b
30/12
assigning an elevation of EL=100
feet to the ground surface at the
northwest corner of the building
25/12
envelope and are approximate.
7510
7510
3.
Free groundwater was not found
in our test holes the day of
drilling.
39/12
4.
These test holes are subject to
7505
7505
the explanations, limitations and
conclusions as contained in this
report..
14/12
7500
7500
SUMMARY LOGS OF
TEST HOLES
Job No.
GS -1560
Fig. 2
•
0
9
0
0
0
a
•
0
•
6
5
4
3
2
t
0
1
2
3
d
Z
O
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Z 5
Q
6
W
ag 6
Z
O
a
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U e
0.1 to 10 100
APPLIED PRESSURE — KSF
Sample of SAND, SILTY ISM) NATURAL DRY UNIT WEIGHT= 110 PCF
From TH-1 AT 19 FEET NATURAL MOISTURE CONTENT= 12.2 %
0 c/Ll JOB NO. GS -1560
Swell Consolidation
Test Results FIG.3
CM
•
•
•
•
•
0
•
•
•
10 0
6
5
A
3
2
1
0
1
2
3
d
0
yX 5
iv
6
Z
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N
CC
CL
i
0
0 e
01 +0
APPLIED PRESSURE — KSF
Sample of SAND, SILTY (SM)
From TH-2 AT 4 FEET
JOB NO. GS -1560
I �
TIONAL COMPRESSION UNDER
TAINT PRESSURE DUE TO WETTING
+o +00
NATURAL DRY UNIT WEIGHT= 109 PCF
NATURAL MOISTURE CONTENT= 13.1 %
Swell Consolidation
Test Results
FIG. 4
•
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e
•
0
0
0
0
:M
6
6
5
4
3
2
1
0
1
2
3
4
Z
0
N
Q5
CL
W
ae 6
Z
0
lu
d
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0.1 1.0 10 100
APPLIED PRESSURE — KSF
Sample of SILT, SANDY (ML) NATURAL DRY UNIT WEIGHT= 100 PCF
From TH-3 AT 9 FEET NATURAL MOISTURE CONTENT= 5.9 ry
• ^
JOB N0. GS -1560
Swell Consolidation
Test Results FIG. 5
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11
SLOPE
PERS
I- BACKFILL
BELOW GRADE WALL
0
NOTE:
DRAIN SHOULD BE AT LEAST 2 INCHES
i BELOW BOTTOM OF VOID AND FOOTING AT
THE HIGHEST POINT AND SLOPE DOWNWARD
{ TO A POSITIVE GRAVITY OUTLET OR TO
A SUMP WHERE WATER CAN BE
REMOVED BY PUMPING.
i
L- PROVIDE PVC SHEETING GLUED
TO FOUNDATION WALL TO REDUCE
MOISTURE PENETRATION.
SLOPE ENCASE PIPE IN WASHED 4 REINFORCING STEEL
PER CONCRETE AGGREGATE (ASTM PER STRUCTURAL
OSHA t C33, NO. 57 OR NO. 67) DRAWINGS.
EXTEND GRAVEL TO AT LEAST ;
1/2 HEIGHT OF FOOTING -7
8" MINIMUM L---
OR
fOR 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
SLOPE RANGING BETWEEN
1/8 INCH AND 1/4 INCH DROP
PER FOOT OF DRAIN.
PROVIDE POSITIVE SLIP JOINT
BETWEEN SLAB AND WALL.
FLOOR SLAB I
i
FOOTING OR PAD
EXTERIOR FOUNDATION WALL DRAIN
JOB NO. GS -1560 FIG.6
10
10
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SATURATION AND PR
DATE: 6/28/95
PERCOLA•N TEST
ATION
D ATE: 6/29/95
TIME AT START OF SATURATION: 2:00
WATER IN BORINGS AFTER 24 HOURS
YES LX]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
39
10:30
30
26.75
30.25
3.50
9
11:00
30
30.25
31.75
1.50
20
11:30
30
31.75
33.25
1.50
20
12:00
30
33.25
34.25
1.00
30
12%30
30
34.25
35.00
0.75
40
1:00
30
35.00
36.50
1.50
20
1:30
30
25.00
26.25
1.25
24-
2:00
30
26.25
28.00
1.75
17
JOB NO. GS -156
FIG. 7
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10
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10 a7
SATURATION AND PREPARATION
D ATE: 6/28/95
TIME AT START OF SATURATION:
PERCOLATIOIWFEST
DATE: 6/29/95
WATER IN BORINGS AFTER 24 HOURS
2:00 11 YES 1NO
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
37
10:30
30
25.50
27.50
2.00
15
11:00
30
27.50
28.75
1.25
24
11:30
30
28.75
30.00
1.25
24
12:00
30
30.00
30.75
0.75
40
12:30
30
30.75
31.50
0.75
40
1:00
30
31.50
32.50
1.00
30
1x30
30
24.50
25.75
1.25
2,4
2:00
30
25.75
27.00
1.25
24
JOB NO. GS -1560
FIG. 8
a
0
0
0
0
0
0
0
0
036
SATURATION AND PREWRATION
DATE: 6/28/95
TIME AT START OF SATURATION: 2:00
PERCOLA0 TEST
DATE: 6/29/95
WATER IN BORINGS AFTER 24 HOURS
nYES a 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-3
33
10:30
30
20.25
24.00
3.75
8
11:00
30
24.00
25.25
1.25
24
11:30
30
25.25
26.50
1.25
24
12:00
30
26.50
27.25
0.75
40
12:30
30
27.25
28.50
1.25
24
1:00
30
28.50
29.75
1.25
24
1:30
30
29.75
31.50
1.75
1,7
JOB NO. GS -1560
FIG. 9
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is
10
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10
10
10
I•
1031
SATURATION AND PREPAWKTION
D ATE: 6/28/95
TIME AT START OF SATURATION: 2.00
PERCOLATI4 EST
DATE: 8/29/95
WATER IN BORINGS AFTER 24 HOURS
nYES PINO
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-4
42
10:30
30
26.50
27.75
1.25
24
11:00
30
27.75
28.75
1.25
24
11:30
30
28.75
29.50
0.75
40
12100
30
29.50
30.25
0.75
40
12130
30
30.25
31.75
1.50
20
1:00
30
31.75
32.25
0.50
60
1:30
30
32.25
32.50
0.25
12,0
2:00
30
32.50
33.00
0.50
6
JOB NO. GS -1560
FIG. 10
I,*
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19
I*
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I*
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Is
I•3c)
SATURATION AND PReWRATION
DATE: 6/28/95
TIME AT START OF SATURATION: 2:00
PERCOLAISN TEST
DATE: 6/29/95
WATER IN BORINGS AFTER 24 HOURS
1-1 YES a 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-5
43
10:30
30
27.00
28.50
1.50
20
11:00
30
28.50
29.75
1.25
24
11:30
30
29.75
30.75
1.00
30
12:00
30
30.75
31.75
1.00
30
12:30
30
31.75
31.00
0.75
40
1:00
30
31.00
33.25
2.25
13
1:30
30
33.25
34.00
0.75
40
2:00
30
34.00
34.75
0.75
40
JOB NO. GS -1560
•
W
W
•
•
i
i
TABLE I
•
JOB N0. GS -1560
SUMMARY OF LABORATORY TEST RESULTS
HOLE
DEPTH
(FEET)
NATURAL
MOISTURE
(%)
NATURAL
DENSITY
(Pcf)
ATTERBERG LIMITS
UNCONFINED
COMPRESSIVE
STRENGTH
(Dat)
SOLUBLE
SULFATE
(%)
PASSING
NO.4
SIEVE
(`�+%
PASSING
NO. 200
SIEVE
N)
SOIL TYPE
LIQUID
LIMIT
(7.)
PLOTICITY
INDEX
(x)
TI+1
4
11.4
23
NP
29
SAND, SILTY (SM)
_
_9
— 5.3
118
GRAVEL, CLAYEY (GC)
19
12.2
110
_
SAND-
29
9.4
53
CLAY SANDY
TF+2
4 _
13.1
109
SAND, SILTY (SM)
9
5.9
122
21
NP
44
SAND, SILTY (SM)
_
14
9.1
120
—
42
SAND, SILTY (SM)
24_
_4_5_--
22
SAND SILTY M
TH-3
4 _
6.5
GRAVEL, CLAYEY (GC)
9
5.9
100
SILT SANDY (ML)
19
7.1
121
10
54
CLAY, SANDY (CL)
K25
TH-4
9
2.7
20
SAND, SILTY (SM)
TH-5
9
4.4
1
22
SAND SILTY (SM)
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APPENDIX A
EXCERPT FROM OSHA REGULATIONS REGARDING EXCAVATIONS
•
•
Federal Register / Vol. 54, 0209 / Tuesday, October 31, 1989
SOIL OR ROCK TYPE
STABLE ROCK
TYPE A 121
TYPE B
TYPE C
TABLE B-1
MAXIMUM ALLOWABLE SLOPES
45965
MAXIMUM ALLOWABLE SLOPES(H:V)`"
FOR EXCAVATIONS LESS THAN 20 FEET
VERTICAL (901
3/4:1 (53r)
1:1 (45')
1 ;: 1 (34 )
NOTES:
1. Numbers
shown nreA gles have been roundedoff
Sable slopes are angles expressed in
degrees from thehorizontal.
• 2. A short-term maximum allowable slope of 1/2H: IV (63°) is allowed in
excavations in Type A soil that are 12 feet (3.67 m) or less in depth.
Short-term maximum allowable slopes for excavations greater than 12
feet (3.67 m) in depth shall be 3/4H:1V (53°).
3. Sloping or benching for excavations greater than 20 feet deep shall be designed by a registered
professional engineer.
•
Figure B-_
Slope Configtuationa
(All elopes stated below we in the horizontal to vertical ratio)
• B-7.1 Excavations made in Type A soil.
1. All simple slope excavation 20 feet or less in depth shall have a maximum allowable slope of %1.
0
0 Simple Slope --General
Fxcepnon: Simple elope excavations which are open 24 hours or lees (short term) and which are 12 feel or less m depth shall have a
maximum allowable slope of V:1.
A-1
• 35
10
10
IS
10
19
lJ
45966 Federal Register / Vol. 54, No. 209 / Tuesday, October 31, 1989 / Rules and Regulations
12' Max.
i
A
Simple Slope—Short Term
2. All benched excavations 20 feet or less in depth shall have a maximum allowable slope of s/s to 1 and maximum bench dimensions as
follows'
Simple Bench
20' Max.
5'
Max.
6' Max.
Multiple Bench
3. All excavations a feet or less in depth which have unsupported vertically sided lower portion, sholl have a maximurn vertical side of
3% feet.
A-2
C
C
U
10
16
10
10
10
19
Federal
/ Vol. 54, No. 209 /
8' Max.
October 31, 1989
Rules and Regulations
' Max.
45967
Unsupported Vertically Sided Lower Portion—Maximum 8 Feet in Depth
All excavations more than a feet but not more than 12 feet in depth which unsupported vertically sided lower portions shall lave a
maximum allowable slope of 1:1 and a maximum vertical side of 3% feet
Unsupported Vertically Sided Lower Portion—Maximum 12 Feet in Depth
AB excavations 20 feet or less in depth which have vertically sided lower portions that are supported or shielded shall have a madmum
allowable slope of %:1. The support or shield system must extend at least 18 inches above the top of the vertical side.
Sport or shield s^stem
f
i � 1
i
20' Max. 3/'
.in.
Total height of vertical side
Suported or Shielded Vertically Sided Lower Portion
a. All other simple elope. compound slope, and vertically sided lower portion excavations shall be in accordance with the orae. options
permitted under 4 1929.852tb).
B-1.2 Excavations Made in Type B Soil
1. All simple slope excavations 20 feel or less in depth shall have a maximum allowable slope of 1:1.
0 A-3
3�
10
10
U
I*
I*
10
45%8 Federal' Register / Vol. 54, No. 209 / Tuesday, October 31, 1989 / Rules and Regulations
l
Simple Slope
2 All benched excavations 20 feet or less in depth shall have a maximum allowable slope of 1:1 and maximum bench dimensions as
follows:
20' Max
L
4
20' Max.
This bench allowed in cohesive soil only.
4'
Max.
Single Bench
This bench 111,w�d in cohesive soil only
Max.
4' Max,
�l
1
Multiple Bench
3. All excavations 20 feet or less in depth which have vertically aided lower portions shall be shielded or supported to a height at least le
inches above the lop of the vertical aide. All such excavations shell have a maximum allowable slope of 1:1.
A-4
Federal Register / Vol. 54, No. 209 / Tuesday, October 31, 1989 / Rules and
20' Max.
E
or shield system
A1
W
I S I I �r—�\,
n. 1
Total height of vertical side
Vertically Sided Lower Portion
4. All other sloped excavations shall be In accordance with the other options permitted in 4 1929.652(bl.
11d.3 Excavations Mede in Type C Soil
1. All simple slope excavations 20 feet or lees in depth shall have a maximum allowable elope of 154:1.
0
20' Max.
0
Simple Slope
2 All excavations 20 feet or less In depth which have vertically sided lower portions shall be shielded or supported to a height at least is
40 Inches above the top of the vertical side. All such excavations shall have a maximum allowable slope of 1'fs:1.
Sup"' or shieldre
t
• 20' Max.
side
Vertical Sided Lower Portion
3. Al. other sloped excavations shall be In accordance with the other options permitted in 4 1926.652(6).
• 1%1.4 Excavations Made in Layered Soils
1. All excavations 20 feet or less in depth made In layered soils shall have a maximum allowable slope for each layer as set forth below.
A-5
� 3�
1•
1•
I•
is
10
1•
I•
I*
1•
I • LJo
45970 Federal R=er /' Vol. 54, No. 209 / Tuesday. October 3L 1989 / Rules and RegulaHoas
A � 1
3/4
B OVER A
C OVER A
C OVER d
A-6
a
10
10
10
16
I*
I*
Federal Register / Vol. 54ja 209 / Tuesday, October 31, 1989 / RALd Regulations 45971
A OVER B
ZA
�1 _
C 1
1�
A OVER C
B �1
Iti
C � 1
B OVER C
2. All other sloped excavations shall be in accordance with the other options permitted in 4 1926.652(6).
Appendix C to Subpart P
feet (6-1 m) in depth. This appendix must be
used when design of timber shoring
systems must be designed in accordance with
the requirements eel forth in 4 1926.&52(b)
Timber Shoring for Trenches
protective systems is to be performed in
and 4 1926.652(c).
accordance with i 1926-852(c)(1). Other
(b) Soil Classification. In order to use the
(a) Scope. This appendix contains
limber shoring configurations; other systems
data presented in this appendix, the soil tyr
mforrnation that can be used limber shoring
of support such as hydraulic and pneumatic
or types in which the excavation is made
is provided as a method of protection from
systems; and other protective systems such
must first be determined using the soil
cave-ins in trenches that do not exceed 20
as sloping. benching. shielding. and freezing
-_- A U G- 1 5- 9 5
TUE 2 2: 0 6 PCA - S o l a n a+ B e n c h
ASPEN VALLEY DOWNS
P - 02 _-
Aspen Valley Down is served by three water systems. Each system is composed of a
well and a holding tank. From the holding tank, water will flow to a pitless well for each
individual lot. Each lot will pump water for the home, from the pitless well to their individual
on-site water facilities. This water will be metered at the pitless well. Two-inch waterlines
serve each building envelope. Each holding tank has three floats in it to operate the system well
pump: Float 1 - high water; float 2 - operating water level; float 3 - low water. A flashing
red light will activate at the well site when the low water float is activated. Low water will
allow an average day's use of 350 gallons per day for each house as a reserve.
The common part of each water system is the well, well pump, tank and floats. The
individual part of each water system is the pitless well:and pump; -water meter and waterline to
residence. The homeowner is responsible for all improvements inside the building envelope.
It is our opinion each house will need at least one 'in-house' pressure tank. Each house is to
have a sprinkler system. A private fire cistern will be supplied by the common water system.
The size of this private fire cistern and pump is dependent on house size and sprinkler system
design. The water system has been designed to accommodate 5000 square feet of landscape
irrigation per lot.
This water system is located on Lot 1. Well 4 serves this water system and
produces more than 27 gallons per minute. A 6000 gallon tank is buried near the well.
331390 gals/ zy hr -S.
Well 5 serves this lot. Only the well exists, as it is an individual well for a single
lot. Total well production is 11.6 gallons per minute.
Lots 5 & 10 Water System
This water system is located on common open space below Lot 7. Well 8 serves
this water system and produces more than 34 gallons per minute. A 4000 gallon tank
is buried near the well.
Lots 6. 7. 8 & 9 Water System
This water system is located on Lot 8. Well 1 serves this water system and
produces more than 30 gallons per minute. A 6000 gallon tank is buried near the well.
Attachments:
Well legal description, well driller's report, pump test report, State drinking water test results.
RT:714619
z.l �;
P . 0 3
1 5-95
T U E
22 : 0-7
t
Lots 5 & 10 Water System
This water system is located on common open space below Lot 7. Well 8 serves
this water system and produces more than 34 gallons per minute. A 4000 gallon tank
is buried near the well.
Lots 6. 7. 8 & 9 Water System
This water system is located on Lot 8. Well 1 serves this water system and
produces more than 30 gallons per minute. A 6000 gallon tank is buried near the well.
Attachments:
Well legal description, well driller's report, pump test report, State drinking water test results.
RT:714619
z.l �;
P . 0 3
"UC -IM -S-5 T U E
:2:2:07 P CA - S o l a n a+ B e a c h
• � v
-
,
•
•4a'. it Y 441 ^y' �
•
'.
. }41�••
fy:.
:.d yam:: �':: ,
.. .. EMGWEENS
SUHVEI'ONf
(303) 925 6Y2T r•R ` :/zi
!A
;,GM
FAX (303) 9215) t•'
earoowrera
Job #7146
August 11, 1992
P. 04
P.O. Box 2155
Aspen, CO 81612
We ry4 DeeorlptTon
A welr9.1tuate In Section 9, Township 9 South, Range 85 West of the
6th ,Pribelpal. Meridian, Pitkin County, Colorado being more
partl.Qplhrly described as follows:
Said we1T,:lying 695.83 feet South of the northerly line of said
sect ion"'9`^and 3115.33 feet east of the westerly line of said
Section :.9'rhence the Witness Corner to the northwest corner of said
Section.9.beare.N 65-19-19 W 3441.07 feet.
Lot I
1001 Grand Ave., Sulle 2E *Glenwood Springs. Colorado • (303) 945-1004
_-AUG— 1 m-93
TUE 2 2 : 0 B
Am
Ah
P . 0 S
WELLOOMPLETI- ND TEST REPORT
FOR OFFlCEUSE ONLY
STATE OF coLonADO. OFFICE OF THE STATE ENGINEER
WELL PERMIT NUMBER:. tl11-19076/10930
OWNER'SNAMQS)sw,X-. Undervood Aspen Valley Ranch
Mailing Address Box 250
,;',SST.:
Cly, St LP' tYood tCrtsek,.': Co 81656
PhtM0 ° 0
wPaovx r ctvsel Yt-0ci
WELL LOG►T.ION11$DPoLLED:' •1TQ :int ti)r ., 1/4 Sec 9 Twp. 9S Range 859
DISTANCE Poi*'SEC LINES:' '
lFt Fironl;^ . See LMte And Fl From Sec line. Or
SUBDIVISIOt4 ' °.'' .. `.`a .. LOT* BLOCK RUNG (UNf�
STl iEETAD0RMAT WELL LOCATI lN[
4.
GROUND SURFACE q�'!� AnyrON. R� '' '. DRILLING METHOD: kir Rotary
DATEOOMPl] 7 ',��''OS/07/92 TOTAL DEPTH 220 k COMPLETEDDEPTH 200 R
5.' GEOLOGIC LOG
in
tiptn oiwalaAil f9h�.Cm, aro wawlncat.m
9.0 0.0 1 36
000-12 .Red,Di:t^'> ocks
6.6 36 1 200
12 - 00Sa '& Gravel
S. 200 220
Green Sh4le
7. PLAIN CASING
OD(in) Kind Wall Size From (h) To (ft)
— - ----
7.0 ISteel 1 0.2401 0.0 36
5 . S jSteel 1 0.1881 28 1 17
•...
S.S Steel 1 0.1681 174 1 200
?+l• ;} = .'•' , •_
`WATEIR L CCATED` ':V-'470+.:'
8. Fitter Pack
Material
9. Packer Placement
Type
1 :•
Size
Depth
:•
Interval
10. GROUTING RECORD:
HE WPM i4s ..
MaterW -Amount Den Interum Rac mart
CCAC t ks 6 al/s — 6
ured
4 , .•
11. DISINFE Amt Used 2 oz
12. WELLTESTDATA:`I):ChibaS It Test Data Is Submitted On Supplemental Form.
TESTING .META66-:'. fir compressor
Static Level: ` '- 169; JL,, Date/Tlme Measured 05/07/92 Production Rate 25 gpm
PumpingL": Total , it Date/Time Measured 05/07/92 Test Length (hrs) 2
Remarks
I haw read t*"Wrrrb madeiWYyui11n6Masad�ulaio0rnrrw"I* and hal"fle Fue av bio bilge. R.wa�b 21+101 13Xa1 CRS.aw^�9dak. stal«nank hx.i'M
mrOMaepryrytrrisamrCAigww�'.; .,
CONTRACTOR.`:.'Shelton bs lling.Co:�.°:.�.ha�e 303-927-1162 Ur -No. 1095.
Mailin Address r PO Box 1059 Basalt 'Cc' 621
MarMlTltM (PiaaiaT}ya«.t�4,q
, T
Dab
oayne Shelton'/. Ovner05/26/92
1
AUG - i 5- 9!5 TUE 2f2:09
rSAMUELSONPump Co.
P.O BOX 297.3f WATER SYSTEMS ;
GLENWOOD SPRINGS 7' SAIES, SERVICE a INSTALLATION
'yCOLORAD0'81602 ;. 945-6309
+ May 28, 1992
Aspen no `.
Mike Unda world
P o.
woo dycr0 i. , 0:.81656
L9
R. Well'N�
on May -13_thur 14.a wall•'tesi was conducted on a new well
on the - Aspen 'Valley R'a�c. The following information was
Well Depth -----=------------ 400'-4". .
Casing siza top-=--------- 7"'(steel)-o
Standing190'-5",
'Total:. test :.:tiine--= ---------- 24 hrs.;
.:.. Max: drawdown to'.pump intake
Total..produotion to 11.6 gpm.
Hardness *.93-grains/gal.
+; i Irony` ;::1':9 mg/1
DH 6.7 .
:1
TDO
'140
=rTtiis t8at'was conducted: -W: :a' 3 hp. Goulds submersible
Model'2tEL.::=`If you have any questions please call me Raun
samuels6n4t-f945-6309.
Raun'Samugl;on'
7
P - ors
._AUG— 13-93 TUE
M;2:10 PCA — S o l a r. a a P e a ch
t.e
MN C: KBE
JUNCTION
'tiNtli• -e'�
My MOLL RMRT
Recdred from: `Samuelson Pump Co..
dlenwood.Springse CO'..
none'':; :. - 2336
ClatomertQo. Lroalaq'{iw
•.'.,6/13%92. �
Date Raodee[ 11' ' ' Date Reported
GRAND JUNCTION, COLORADO 41501
7/13/92
water
Drab number,
2336.',>_
Limits for Drinking Suggested
Sample ID ':
Aspen Va1Te'y
by Colo.
Dept. Health
._s:: '.:•'
Down's -We14 44.
4rsenic(ls)'.
O:000.mg/)
0.05
mg/1
Barium(Ba) t
'0.25 .mg/1
1.0
mg/1
Cadmium(Cd)
0. 0.001 mg/l.
0.01
mg/1
Chromium(Cr). `;
0.000 ;mg/1
0.05
mg/1
fluor dp.fF)._.
1:06"m9/1'
4
mg/1
Cell OW
0:000.mg/l
0.05
mg/l
,MdzOq#y(liq)::
0-.00000 mg/1
0.002
mg/1
h ,
10.0
mg/1
e14nium(Se)
Vg/ 1
0.01
mg/1
flvpr(Ag)
.Q.1063
0`.0000'16971
0.05
rdg71
d.41oi(CO/PV unit).
0
none
pK Y a ...
7..25
none
Cppductivlti A�5 d. .,C
2.500'umhos/cm
none
•S� : iiim(Nal:.n .4s:
g'mg/l :.
20
mg/1
alcium(Ca)
287 mg/1
none
1(a nesium(Mq):,;;.,.
117 mg/1
125
mg/l
%F6tasaIura
none
'Ch loride(F1..);. ,i
f3 mg/1 •'
250
mg/ 1
SuIfate ($04)-'.;I'.i:.,:
900.mg/1_
250
mg/1—
Phenol'. )llkalfiilty(Ca=)
A. cog/1 ,
none
Total Alkalinity(CaCO3).
.350 igg/I
none
1#icarbono£e (HCO3) 'I. ' ''
424 '
none.
�Wh'gt# CQU:
: 0 ing/'1
none
idsd1Ve4:So,14"...'.':"
1760 .m9/1:'
500
mg/1 —
' ii dnepp (CaCO3)';,;;
.1200:. mg/1.-
200
mg/l —
TUY bidity(NTU1 y :,
it '.:
1
rori.(B) w
0.073
none
opppr(Cu)
•mg/l
�0.007.'mg/1.
1.0
mg/1
,,ron�Fe)
1.56 -mg/1
0.3
mg/1 --
lapgan
0.010mg/ 1
0.05
mg/1
ItlolYbdentim(1+(o)�;r.; .•{ '..
O,OOl:..eig/1
none
,7nonia(N)':> .,,".
0:100 `.tng/i:
none
Pbslshate(P)„'.,' ,: .:
:0:00 m9%1
none
nt:(ZnY
0.043 mg/1
5.0
mg/l
Lab Dir..:
Brian S. Bauer
P. 07
90' Road
.S'asement
.14
0
0, 1001 200, _900'
Scale. 1 "' 100 feet
Contour Interval = .2 feet
Lot 4spen Valley Downs
County of Pitkin, ,State of Colorado
LOf
I
vvhre. - - - '�"'r 5'YRV-r7ORS SCZfjtU�',S:FR 670RD0vV JAFFTR INC:
Acsordtng to -/Womak, law, you must rommnnce--""Fivr FERS
any lrpal action based uy� any errfrol to/'''� 118 A''. 6tlz Street" Colorado
,200
tAir sx .v udhm Mme years q/fer you
r ( ..,
,/4rrt rttircover.A dq/eci /n no event may ��jx �[ CrLB92lL'OOd prings. c91601
any legal ach'on based upmt any defect in 1�{l �� (303,) 945-1001 /F,4X� 945-"534A
"is suvvey be rmnmenced moves Man ten year: .5,�.,H./r�L=,R >
,bo,n a& date or tAe cert�tcatio.v Aoam .ter...-- Astven, G olorado (303) 9,25-67""27
hevvnn GORDON tvTrFj?
L-aP
M7 wa-[s� 44
FF Fipl*Fv R,00R-
P`4 FI p . GJOjrs
P4 f 10v*rte h 1 HWA--
I
(36) (3,3) (40) (42) (44,) (46;
l
7550;
( 43)
Ff
sit
oA
\ \ ;p
A;h\`
0
i
(42)
7,401
'3R:
� V (753u)
o �
06)
1
1�0II.DI0;7 C-4J✓iGLD�
'(7510,)
441r Lot 3 AOxZStZnrq
Condilions Jfap
.fob No. 9B 09d
_Drown by.' Rl.
Dote: "/m/vs
Mpr br. d'Ar
61
P,
OF
F I RST FLOOR PLAN
F,
:ALEI 13A6" a 1'-0"
4 2
I
y
INTERIORS KEY
-
a
DAM
10/25/43
:ALEI 13A6" a 1'-0"
4 2
I
y
INTERIORS KEY
-
0=o
n n
T
n io
12 I'J
I�� n
3/I6" . 1'"0"
I
4 2
INTEMORS KEY
A5