HomeMy WebLinkAboutpitkin.eh.264320101006 (2000)As—n/Pitkin Environmental Health Department
PVP it for an Individual Sewage Disposa stem
130 S. Galena St. Aspen, Colorado 8161
Phone 970-920-5070 / FAX 970-920-5074
Permit # 00026 Parcel ID # 2643-201-01-006
Type of permit New( ) Repair( ) Addition to House( x )
Name of Owner Micheal ' Ede! ry�an
Street Address 1951 Juniper Hill Rd
Property legal description Lot 12, Block 3, Filing 2, Brush Creek Subdivision
Size of lot 2.26 acres
Total square footage of the house 4960 sq ft
Water source Brush Creek Community water system
# of bedrooms in house 5 # of offices, lofts & similar sized rooms in house
Caretaker unit N/a Total square footage of the caretaker unit
# of bedrooms in caretaker unit # of offices, lofts & similar sized rooms in caretaker unit
Designed for what # rooms (list) 5
Permit information
Designed by Ed Church and Associates
Mailing Address 4501 Wadsworth Blvd, Wheat Ridge, CO 80033
Perc rate 109 Profile hole depth 8 ft Depth to groundwater or bedrock Greater than 8ft (1980)
Septic tank capacity 2700 gallons Absorption area 5200 sq ft drip irrigation + existing 2520 ETA
Comments
Septic permit approved per compliance with the engineer design and specifications dated May 16, 2000. Any
changes must be approved by this department and the design engineer prior to them being made. Requirerr$ents
in Section 4-20 of Pitkin County ISDS Regulations must be met and must be in accordance to Resolution 99-34 for
Experimental Drip Irrigation systems.
Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin
County ISDS regulations. The existing ETA bed is approx 70 ft from the well, however, it is lined. The new drip
irrigation must be setback at least 160 ft.
The system will consist of one 1500 gallon tank added above the existing 1200 gallon tank. The aeration equipment
should be removed from the existing tank and replaced by a pump in a biotube vault. The drain field installation will
include 5200 sq ft of drip irrigation in sex sections. The existing lined ETA bed will continue to be used. Two valves
will be used to equalize the flow to the ETA bed and the drip irrigation. This department does not endorse any
brand of products.
The engineer must do a final inspection of the installation and submit an as -built letter to this department. This
department must also be called for an inspection with a minimum of 48 hours advanced notice.
Permit approved by: LwCaa Date: � 2-210(3
Plans and specifications of the proposed individual sewage disposal system have been reviewed and are considered
satisfactory. Permission is hereby granted to the owner or the agent to perform the work indicated in accordance with the Pitkin
County ISDS Regulation in effect at the time 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.
As -built drawings must be included with this permit before the final approval will be issued.
Installer:
Final in
Asr+An/Pitkin Environmental Health Department
F it for an Individual Sewage Disposa' ;tem
130 S. Galena St. Aspen, Colorado 8161 1 o
Phone 970-920-5010 / F -;x; 970-920-50
N F
Permit # 00026 Parcel ID # 2643-201-01-006 > Q
Type of permit
Name of Owner
Street Address
New( ) Repair( ) Addition to House( x) _c
Micheal 009nQX7 Ede Ifv�an
V_ a
1951 Juniper Hill Rd �a o
Property legal description Lot 12, Block 3, Filing 2, Brush Creek Subdivision a m
Size of lot 2.26 acres Total square footage of the house 4960 sq ft a Z
Water source Brush Creek Community water system _' m
# of bedrooms in house 5 # of offices, lofts & similar sized rooms in house =� c
Caretaker unit N/a Total square footage of the caretaker unit �N a
# of bedrooms in caretaker unit # of offices, lofts & similar sized rooms in caretaker unit ui
'Designed for what# rooms (list) 5
r.
o
Permit information
Designed by
Mailing Address
Perc rate 109
Ed Church and Associates
4501 Wadsworth Blvd, Wheat Ridge, CO 80033
Profile hole depth 8 ft Depth to groundwater or bedrock Greater than 8ft (1980
Septic tank capacity 2700 gallons Absorption area 5200 sq ft drip irrigation + existing 2520 ETA
Comments
Septic permit approved per compliance with the engineer design and specifications dated May 16, 2000. Any
changes must be approved by this department and the design engineer pE!E to them being made. Requirerr$ents
in Section 4-20 of Pitkin County ISDS Regulations must be met and must be in accordance to Resolution 99-34 for
Experimental Drip Irrigation systems.
Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin
County ISDS regulations. The existing ETA bed is approx 70 ft from the well, however, it is lined. The new drip
irrigation must be setback at least 160 ft.
The system will consist of one 1500 gallon tank added above the existing 1200 gallon tank. The aeration equipment
should be removed from the existing tank and replaced by a pump in a biotube vault. The drain field installation will
include 5200 sq ft of drip irrigation in sex sections. The existing lined ETA bed will continue to be used. Two valves
will be used to equalize the flow to the ETA bed and the drip irrigation. This department does not endorse any
brand of products.
The engineer must do a final inspection of the installation and submit an as -built letter to this department. This
department must also be called for an inspection with a minimum of 48 hours advanced notice.
Permit approved by: �' o -U� % Date: ? lU
Plans and specifications of the proposed individual sewage disposal system have been reviewed and are considered
satisfactory. Permission is hereby granted to the owner or the agent to perform the work indicated in accordance with the Pitkin
County ISDS Regulation in effect at the time 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.
As -built drawings must be included with this permit before the final approval will be issued.
/A I
Installer: jz'I � b('(1( on(
Final inspection approval: Date:
T6 NA ASA hnLhI.
ASPEN,. rKIN ENVIRONMENTAL HEALTH D! kRTMENT
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SY
130 S. Galena St., Aspen Colorado 81611
Phone 970-920-5070/Fax 970-920-5074
2000
Name of OWNER
Owner's Mailing Address 3 L�56 V N ON 7 �f
Business Phone: q01 . S1 q • '6 S S0 Home Phone: 5 q • S $ y • D 62-2-
Primary Contact Person (all communication regarding this permit will go through this person)
Name
Company ykun ISOILbms
/
Contact Mailing Address 7.0-73, 0 3 6 �AL Lv 114V
Business Phone: W2&M ell Phone: L 14% • Jf 4Z Fax : OZ -1- 3N-�
Parcel ID # (available from assessor's office
at 920-5160 or at www.,aspen.com/assessor/)
Street address of property 1151 PER ICL ROAD
Legal Description: Lot JZ J ,Block 3 ,Filing Subdivision *BRVZH Chi 'C V
Size of lot: LVv acres. Type of proposed structure: Size of bldg. envelope:
Total square feet of house 6 Q # of bedrooms in house
# of offices, lofts & similar sized rooms in house ,
Caretaker Unit: Attached ( ) Detached ( ) Total area(sq. ft.) of caretaker unit
# of bedrooms in caretaker unit # of offices, lofts and similar size rooms of caretaker unit
Permit is for: New Home ( ) Repair due to failure ( ) Remodel/Addition ()( Emergency use ( )
Water: Private well ( ) Spring ( ) Stream ( ) Community/Public Water System (�
If community system: Name of system
The fee for a ISDS application is $330 for a permit that takes 6 hours or less for the department to approve. If approval takes
longer than 6 hours, a rite of $55 per hour will be charged. The maximum fee is $1000. The basic fee of $330 is due at the time
of application. The remainder, if any, will be due in two stages: first, at the time of issuance of the ISDS permit; second, before
final approval of the ISDS permit.
Application for an individual sewage disposal system is hereby submitted. I hereby certify that the above information is true and
accurate and that I have provided true and accurate information on locations of all existing and proposed wells, contour
intervals, buildings, property lines, ditches, slopes, waterlines, springs, suction or irrigation lines, drinking water cisterns, drain
tiles, irrigation ditches, lakes, water courses, streams, floodplains, dry gulches, and existing septic systems. I hereby certify
that any such features not shown on attached site map are not present. Issuance of the permit does not imply the approval of
any other permit required for construction pursuant to Pitkin County codes. No construction may be undertaken until all
approvals and permits have been obtained.
The Aspen/Pitkin Environmental Health Department, Pitkin County and employees of these agencies will be held harmless
should the individual sewage disposal system fail or malfunction. The permit to construct is issued on information submitted by
the applicant or his/her representatives. The owner sumes full responsibility in case of failure of the system.
Signature of applican Oe, pwA/PYZ Date V181,0 6
Received byd J --
Receipt # 3 Date
G:\eh\isds\isdsapp.dod
Pitkin County Environmental Health Department
Contact Log Sheet
Name:
Parcel ID#: Address:
Date Person Spoken To Comments / Action to be Taken Initials Time
L L lP n
i -A
q
\
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oor-oat
Aspen / Pitkin Environmental Health Department
Contact Log Sheet
Name: C S D l 2_ i ,+ c
ParcelID#: Address:
Date I Person Spoken To Comments / Action to be Taken Initials Time
MOMMOME
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CHURCH & Associates, Inc.
ENGINEERS & GEOLOGISTS
March 12, 2001
David Ritchie & Associates
Attn: Richard Spencer
981 Cowen Drive, Suite 310
Carbondale, CO, 81623
Subject: Installation Observation, Proposed Edelman Residence Upgrade
Lot 12, Block 3, Filing 2, Brush Creek Village, 1951 Juniper Hill
Pitkin County, Colorado
Job No. 12245
Dear Mr. Spencer,
RECEIVED
MAIC 19 ZUUI
PITKIN COUNTY
ENVIRONMENTAL HEALTH
We observed the installation of the onsite wastewater system (OWS) upgrade for the subject site on
October 3, 2000. The system upgrade was designed under our Job No. 12245, dated May 16, 2000.
Existing conditions consisted of one 1200 -gallon concrete aeration treatment tank and 2500 square feet
(SF) of evaporation -transpiration -absorption (ETA) drain field. The upgrade included the removal of the
aeration equipment and the addition of a BiotubeTM pump vault. A 1500 -gallon, single -compartment,
precast concrete septic tank was placed for additional tank capacity. Six sections of drip irrigation drain
field were installed. Four `A' sections are 8 feet by 100 feet and two `B' sections are 10 feet by 100 feet,
for a total infiltrative area of 5200 SF. Distribution valves were installed to control flow effluent to the
existing ETA drain field and to the drip irrigation drain field. An as -built drawing is included as Figure 1.
The pump, alarm, and BiotubeTM vault were in place at the time of our visit. The construction foreman
may activate pumping system at his discretion. The components of the OWS were installed in conformance
with our plans and specifications.
If there are questions or if we may be of further service, please call. The project engineer for this project
is Tim Petz.
CHURCH and Associates, In
Edward O. Church, P.E. -
,SIC
EOC/trp/erb
2 copies sent
copy to APEHD, Attn: Nancy MacKenzie
copy to Dreager Excavating, LLC, Attn: Kit, 0092 Hooks Lane, #13, Basalt, Colorado, 81621
DENVER 4501 Wadsworth Boulevard Wheat Ridge, CO 80033
303.463.9317 Fax: 303.463.9321
CASTLE ROCK 303.660.4358
EVERGREEN 303.816.1455
LOVELAND 970.663.2124
,0
ASPEN/PITKIN EN TRONMENTAL HEALTH DEPAR'vgAENT
ISDS DESIGN CALCULATIONS
Owner's Name EDELMAN . ::.-'::::Parcel ID #
House Size (sq. ft.) 20Q0-f�(ltlp (75 gpd, 100 gpd, or 130 gpd)
Number of Bedrooms in Main House
Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House
Number of Bedrooms in Detached Caretaker unit
Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit
(If the caretaker unit is ATTACHED, treat as if part of main house.)
Average Daily Waste Flow 1(100
State Review Required? no
.
........ .......
Perc Rate 109 (T)
Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.75
Q= 1750
Drip Irrigation Area = Q/R, R=Application Rate of 0.23 gpd/sf
Absorptiot Area (A= Q/5 X SQRT)
100
0;
..............:.........
0'
0
A = 7609 sq. ft. of absorption area required (Less 2520 SF of Existing ETA)
infiltrator units without reduction
A maximum 30% reduction is allowed for use of deep gravel or gravelless chambered system,
only if the lot size and soil conditions are optimal.
If a reduction is being proposed, describe why lot size and soil conditions are optimal:
A = sq.ft. with reduction
infiltrator units with reduction
Type of system: []Absorption trenches []Absorption bed [] Gravelless chambers
[]Dry well []Seepage Pit [x]Other Drip Irrigation
Minimum tank capacity 2188 gallons
SETBACK FROM WELL
# of feet = 160
SETBACK FROM POND, STREAM OR IRRIGATION DITCH
# of feet = 110
SETBACK FROM DRY GULCH
# of feet = 85
FINAL INSPECTION BY: DATE:
Engineer's Submittal for Septic Permit in Pitkin County
Owner's Last Name: EDELMAN Location: 1951 juniper Hill Road
Summary of information regarding new septic system:
Type of system being proposed: SEPTIC TANK AND DRIP IRRIGATION SYSTEM
Other treatment processes being used: NONE
Does the system use any mechanical parts? (Prohibited unless there is no alternative)YES
If yes, explain why there are no alternatives A PUMP IS REQUIRED DUE TO REQUIRED
DOSING
Does the system require any maintenance other than routine pumping? YES
If yes, who will do the maintenance? CLEAN FILTER WHEN SEPTIC TANK IS PUMPED
Are any reductions being proposed?
If yes, what makes the lot and soil conditions optimal?
Which of the following
are on the site or within setbacks?
Closest distance of septic system to each feature
[j 100 year floodplain
NLA
[] well(s)
160 FEET
[J irrigation ditches
N/A
[J streams
N/A
[) ponds
N/A
[] other features
N/A
What was the profile hole depth? N/A
What is the depth to groundwater? NLA
What is the depth to bedrock? NLA
What assumptions, if any, were made in system sizing and design? (Include any local, site-
specific data, such as months without snow cover, ratio of evaporation to absorption, etc. that are
relevant.) APPLICATION RATE OF 0.23 GPD.SF WAS USED
If there are any variations from normal design, please explain how they can be demonstrated to
improve treatment and protect water quality. NONE
CHURCH & Associates, Inc.
ENGINEERS & GEOLOGISTS
May 16, 2000
David Ritchie & Associates
ATTN: Richard Spencer
981 Cowen Drive, Suite 310
Carbondale, CO 81623
Subject: Onsite Wastewater System Design, Proposed Edelman Residence Upgrade
Lot 12, Block 3, Filing 2, Brush Creek Village
1951 Juniper Hill
Pitkin County, Colorado
Job No. 12245
Dear Mr. Spencer,
As requested, we have prepared an onsite wastewater system (OWS) design for the subject property. The
design is based on the upgrading and remodeling of an existing residence.
SITE CONDITIONS - The site is a 2.26 -acre lot located in a rural area in Pitkin County, Colorado. The
locations of the existing residence and existing OWS are presented on Figure 1. The slope at the proposed
field area is 20% to the northeast. The ground has a moderate cover of shrub oak and thin cover of native
grasses. The proposed drain field site is not in a confined drainage area and has moderate solar and wind
exposure. We believe the site is suitable for use of a drip irrigation or evapotranspiration -absorption (ETA)
OWS. The drain field area is proposed northeast of the residence.
EXISTING AND PROPOSED CONSTRUCTION - A three-bedroom single-family residence exists and
is to be remodeled and added on to for a total of 5 Atoms. There will be between 2000 and 6000 SF of
living area when completed. The residence is served water by the local water district. There is a well casing
near the center of the lot as indicated on Figure 1. The setback from a drain field to a well for five bedrooms
is 160 feet. There are no other known wells within the 160 feet setback from the proposed drain field. The
proposed drain field will be greater than 160 feet to the well casing, but the existing field is not.
The existing individual sewage disposal system (ISDS) includes an aeration treatment tank and 2500 SF of
evaporation -transpiration -absorption (ETA) drain field. The ISDS was designed by Eldorado Engineering.
The sewage loading for a five -bedroom dwelling with between 2000 and 6000 SF is 1000 gallons per day
(GPD) based on two people per bedroom and 100 gallons per day per person. The sewage loading with a
1.75 peaking factor is 1750 GPD. The 1750 GPD loading will be used for sizing the septic tank, but not the
drain field. The design loading includes a garbage grinder, dish washer and washing machine. Discharge
from a water softener, spa or pool should not be directed to the OWS.
DENVER 4501 Wadsworth Boulevard Wheat Ridge, CO 80033 CASTLE ROCK 303.660.4358
303.463.9317 Fax: 303.463.9321 EVERGREEN 303.816.1455
OWS Design
Job No. 12245
Page 2
EXPERIMENTAL DRIP IRRIGATION SYSTEM - The proposed drip irrigation (shallow trench)
OWS has been authorized as an experimental OWS in Pitkin County. As a part of the authorization, there
are conditions, which are not typical of other permits in Pitkin County. The conditions include: A. the appli-
cant must commit to follow recommendations of the Department and the design engineer, B. a backup
system design is required, C. monitoring of soil saturation and an annual report is required and must be
reported for 5 years, D. -the site must be reviewed for solar and wind exposure to wind, E. the Department
will allow design without a 1.75 peaking factor. You will have to agree to the following conditions: 1. you
must agree to the terms of the permit; 2. a backup design is a ETA bed design in the same area, 3. monitor-
ing as described later in this letter will be required which will include an annual report as described in Item
C; and 4. The site has been reviewed as described under Site Conditions and found suitable for installation
of a drip -irrigation OWS. Eight shallow trench drip irrigation systems have been installed and are
performing properly in Pitkin County, so we do not anticipate any problems with installation or perfor-
mance of the OWS. There are 3500 successful drip irrigation OWS performing in Colorado.
SUBSURFACE CONDITIONS - Subsurface consist of stiff clay underlain by shale at a depth of greater
than 10 feet based on the 1981 ISDS Permit for the original home. The results of the original percolation
tests indicate a percolation rate of 109 minutes per inch (MPI). We recommend designing the OWS based
on the average percolation rate of 109 MPI.
RECOMMENDATIONS - The shallow trench drip irrigation OWS should be installed as indicated on
Figure 2, which incorporates the existing system into the design. The OWS includes septic tanks and dosed
shallow trench drain field. The OWS is designed on an application rate of 0.23 GAL/SF/DAY and a sewage
loading of 1750 GPD. The application rate utilizes slow soil absorption and evapotranspiration.
One 1500 -gallon single -compartment concrete septic tank should be added above the existing 1200 -gallon
tank. The aeration equipment should be removed from the existing tank and a pump in a Biotube vault
should be installed in the existing tank. Details of the pump system are presented in Figures 2, 3, 4 and 7.
The drain field installation should include 5200 SF of drip -irrigation field in six sections as presented on
Figures 2 and 3. The drip irrigation field configuration can be modified to fit the topography with approval
of our office. The trenches should be backfilled to reestablish the original slope. The existing ETA bed has
been incorporated into the design and credit for the 2500 SF of area has been taken. Two valves at the valve
box return flow to the existing ETA field. The pipes from the two valves can be combined to a single 4 -inch
PVC sewer pipe to ETA bed. Two valves are required to equalize effluent distribution between the drip
irrigation and ETA fields.
The surface of the drip irrigation or ETA field should be seeded after installation of the system. A native
seed mix from the area available at seed stores should be used. These mixes do not require irrigation and
develop a growth 10 to 15 inches high. No automatic sprinkler system should be installed over the field.
An alternative ETA bed OWS is presented in Figures 5 through 6. We recommend installation of one 1500 -
gallon single -compartment concrete septic tank above the existing 1200 -gallon tank. The aeration
equipment should be removed from the existing tank and a pump in a biotube vault should be installed in the
existing tank. Details of the pump system are presented in Figures 2 through 4. The ETA alternative
requires an additional 5500 SF of ETA field as indicated on Figures 5 and 6. A flow splitter basin should be
installed to distribute effluent to the beds. We recommend the installation of two 30 feet by 92 feet ETA
beds with an area of 5520 SF. We prepared a water balance analysis, which is presented as Table 1. The
spreadsheet uses 32 inches of lake evaporation per year based on the US Department of Commerce
Weather Bureau Technical Paper No. 37.
OWS Design
Job No. 12245
Page 3
OPERATION AND MAINTENANCE - The owner must realize an OWS is different from public sewer
service. The owner must assume responsibility for maintenance of the system. The system is relatively main-
tenance free, but the owner must have the septic tanks pumped and filters cleaned. We recommend the tank
be pumped and filter cleaned every two years. There are daily considerations, such as not putting plastic or
other non -biodegradable material into the system. Water use must be monitored so toilets are not allowed
to run when seals malfunction. To illustrate the point, a running toilet will consume in excess of 1000
gallons per day if allowed to flow. An excess 1000 GPD loading could flood and irreparably harm the field.
We caution against installation of a water softener. The hydraulic loading from the backwash of a water
softener can be detrimental to OWS and a separate dry -well should be constructed for the backwash waste,
if a water softener is installed. No landscaping or plastic can be used over the field, which will reduce
evapotranspiration from the field. Chemically treated water from a swimming pool or spas should not be
introduced into the OWS.
As a part of the experimental permit, there are conditions imposed by the APEHD. The differences from
other installations are the requirements for monitoring of the installation of the drip -irrigation system. These
may be required because of a prior experience in Pitkin County with experimental systems. Drip -irrigation
systems have been installed in Pitkin County and there have had no problems. We anticipate the annual
reporting will be a requirement for five years and the cost is estimated to be $200.00 per year.
LIMITATIONS - A drip irrigation design requires installation by a contractor who is an experienced
installer. Our investigation, layout, design and recommendations are based on data submitted. If subsurface
conditions different from those described are encountered, we should evaluate the effect of the changes on
the proposed OWS. if the health department makes modifications to this design, we should be contacted to
evaluate the impact on the performance of our OWS design.
All construction is to be in accordance with the ISDS regulations. Pipe type and size, burial requirements,
septic tank construction, and other specifications, which are not depicted in our report, are to conform to
the ISDS regulations. The installer of the system is to have demonstrated knowledge of the ISDS
regulations and requirements.
The OWS design includes one installation observation. Additional observations are not included in the cost
of this design. If there are any questions or if we can be of further service, please call.
CHURCH & Associates, I
Edward O. Church., E.: 13172
S / _4.
EOC/t`'0h`r:L Er
4 copies sent
TABLE I - WATER BUDGET ANALYSIS
JOB NO.
CLIENT
OWNER EDELMAN
SUBDIVISION BRUSH CREEK VILLAGE, LOT 12
12245 SUBSURFACE: PTl'K!N COUNTY
DAVE RITCHIE a@ ASSOCIATES
LOADING =
NUMBER OF BEDROOMS =
FIELD AREA
8000 SQUARE FEET
100
5
GALLONS PER DAY PER PERSON
FIELD AREA
8000 SQUARE FEET
ABSORPT
0.15 0.18 0.18
INFLOW
EVAPORA
0.050 0.030 1 0.016
0.005 1 0,013 0.045 0.070 0.085 0.110 0.120 0.110 0.090
RATIO
3.000 1 6.000 1 10.000 1
36.000 1 13.846 1 4.000 1 2.571 1 2.118 1 ).6361 1.500 1 1.636 2.000
OUTFLOW
REQUIRED
THEORETICAL
GAL PEA
BEDROOMS
LOADING
PRECIP.
RUNOFF, 25%
NET PRECIP.
NET PRECIP.
TOTAL LOAD
ABSORPTION
ET
ETA
ETA
STORAGE
STORAGE, GAL
BEDROOM
GALLONS
INCHES
INCHES
INCHES
GALLONS
GALLONS
GPD/SF
GPD/SF
GPD.'SF
GALLONS
GALLONS
33585
OCT
6200
5
31000
5.1
1.275
3.825
18921
49921
0.18
0.050
0.23
57040
7119
40704
NOV
6000
5
30000
4.3
1.075
3.225
15953
45953
0.18
0.030
0.21
50400
4447
45151
DEC
6200
5
31000
3.1
0.775
2.325
11501
42501
0.18
0.018
0.198
49104
6603
51754
JAN
6200
5
31000
2.97
0.743
2.228
11019
42019
0.18
0.005
0.185
45880
3861
55615
FEB
5600
5
28000
4.07
1.018
3.053
15100
43100
0.18
0.013
0.193
43232
132
55",48
MAR
6200
5
31000
5.53
1.383
4.148
20516
51516
0.18
0.045
0.225
55800
4284
60031
APR
6000
S
30000
3.8
0.950
2.850
14098
44098
0.18
0.070
0.25
60000
15902
75933
MAY
6000
5
30000
3.08
0.770
2.310
11427
41427
0.18
0.085
0.265
65720
24293
100227
JUN
6000
5
300DO
2.53
0.633
1.898
9386
39386
0.18
0.110
0.29
69600
30214
JUL
6200
5
31000
3.2
0.800
2.400
118'2
42872
0.18
0.120
0.3
74400
31528
130440
161968 '
AUG
6200
5
31000
2.45
0.613
1.838
9090
40090
0.18
0.110
0.29
71920
31831
193799 '
SEP
6000
5
30000
5.08
1.270
3.810
18847
48847
0.18
0.090
0.27
64800
15953
209752
TOT
72800
364000
45.21
11.303
33.908
167729
531729
2.16
0.746
2.906
7079%
176167
' THEORETICAL STORAGE GREATER THAN REQUIRED STORAGE
Resources
1. Absorption data from percolation test.
2. Precipitatmon and evaporation data from
City of Aspen Water Department
National Weather Service Station ]$A-050372-2
ABSORPTION TO EVAPORATION RATIO
MONTH
OCT INOV IDEC IJAN
IFEB MAR APR IMAY jjuNE IJULY JAUG SEP
ABSORPT
0.15 0.18 0.18
0.18 0.18 0.18 0.18 0.16 0.18 0.18 0.1 -0. 1 8
EVAPORA
0.050 0.030 1 0.016
0.005 1 0,013 0.045 0.070 0.085 0.110 0.120 0.110 0.090
RATIO
3.000 1 6.000 1 10.000 1
36.000 1 13.846 1 4.000 1 2.571 1 2.118 1 ).6361 1.500 1 1.636 2.000
A
2.26 ACRES
LOT 12, BLOCK 3, FILING 2
BRUSH CREEK VILLAGE SUBDIVISION
PITKIN COUNTY, COLORADO
TOPOGRAPHIC LINES PROVIDED BY
ALPINE SURVEYS INC.
1
NOTE: WELL IS 190+
FEET FROM PROPOSED
DRIP IRRIGATION FIELD
WELL
CASING 41 4 -INCH PCV
SEWER
E!R
EXISTING 1200 GALLON SEPTANK.
EXISTING AERATION EQUIPREMOVED AND REPLACED WBIOTUBE PUMP VAULT `
1500 GALLON SINGLE
COMPARTMENT PRECAST
25`3'o OF EFFLUENT -
FLOW DIRECTED TO
EXISTING FIELD.
OWS AS BUILT DRAWING
EXISTING ETA DRAIN FIELD
5200 SF OF DRIP IRRIGATION
DRAIN FIELD IN SIX SECTIONS
120 FEET WATER TAP, WATER VALVE
\\\\"LIFT STATION FOR LOCAL
, 0
WATER DISTRICT
SCALE
Vs = 60'
JOB NO. 12245 FIGURE 1
i
2.26 ACRES
LOT 12, BLOCK 3, FILING 2
BRUSH CREEK VILLAGE SUBDIVISION
PITKIN COUNTY, COLORADO
TOPOGRAPHIC LINES PROVIDED BY
ALPINE SURVEYS INC.
I �
I �
EXISTING ETA BED`
WELL 2520 SF
f CASING O
f
1200 -GALLON
' AERATED TANK
f �
PROPOSED FIVE -BEDROOM
RESIDENCE UPGRADE-------�
I
f
\ 90
SITE PLAN AND EXISTING ETA OWS
120 FEET
\\\" 0
WATER TAP, WATER VALVE
LIFT STATION FOR LOCAL
WATER DISTRICT
SCALE
1 " = 60'
JOB NO. 12245 FIGURE 1
I
2.26 ACRES
LOT 12, BLOCK 3, FILING 2
BRUSH CREEK VILLAGE SUBDIVISION
PITKIN COUNTY, COLORADO
A
1 `
I �
I �
NOTE: WELL IS 190+
FEET FROM PROPOSED
DRIP IRRIGATION FIELD
WELL
CASING 4 -INCH PCV
I Q SEWER
PIPE
I USE EXISTING 1200 -GALLON
SEPTIC TANK.
REMOVE EXISTING
AERATION EQUIPMENT AND
REPLACE WITH BIOTUBE
PUMP VAULT.
ADD 1500 -GALLON
SINGLE -COMPARTMENT
PRECAST CONCRETE
SEPTIC TANK
2 -INCH'
SCHEDULE
PUMP SERVI
LINE
LOCATION OF PROPOSED DRIP
IRRIGATION OWS
2 -INCH
SCHEDULE
40 PIPE
�- VALVE BOX
WITH EIGHT 2
INCH BALL A
VALVES
SCALE
1"=50'
fM SF OF DRIP IRRIGATION
DRAIN FIELD IN SIX SECTIONS
ILI
I
0000
0-00
JOB NO, 12245 FIGURE 2
TYPICAL PLAN VIEW
DISTRIBUTION
VALVES
2" BALL VALVE"
HEADER
LEVEL MANIFOL
T(1 rVllZ'n rl rTA QCI
_INES TO 8 SECTIONS
EFFLUENT PUMP LINE
WITH PRESSURE RELEASE
VALVE AT HIGH POINT
1
NO.
SECTION LENGTH
WIDTH
LINES
4
A 100
8
4
2
8 100
10
5
SPECIFICATIONS AND DESIGN CALCULATIONS
DESIGN CRITERIA
STRUCTURE - 5 BEDROOM RESIDENCE
BETWEEN 2000 & 6000 S.F.
LOADING - 100 GPD PER PERSON
TOTAL LOADING - Q - 1750 GPD
PERCOLATION RATE - 109 MPI
APPLICATION RATE - R - 0.23 GPD/SF
AREA - (Q)/R
TOTAL AREA - 7609 SF
LESS EXISTING ETA OF 2500 SF = 5109 SF
`1-IVLCJ f/91,G UV"IY"Amd)
'VC VENT PIPE
T
M
TYPICAL FIELD CROSS-SECTION
30"
2" PVC
VENT PIPE
�- WITH CAP AND
1/4- HOLE
GROUND SURFACE
TYPICAL DETAIL OF DISTRIBUTION VALVES - N.T.S.
2" PVC LINES TO
SECTIONS
THE DISTRIBUTION VALVES CONTROL FLOW OF EFFLUENT TO EACH SECTION OF THE
FIELD. WE RECOMMEND THAT ONE SECTION OF THE FIELD BE CLOSED AT ALL TIMES
TO ALLOW DRYING OF SEGMENTS OF THE FIELD TO EXTEND THE LIFE OF THE FIELD.
THIS CAN BE ACCOMPLISHED BY SEQUENTIALLY ROTATING THE VALVES EVERY YEAR.
DRAIN FIELD SPECIFICATIONS TREATMENT UNIT SPECIFICATIONS
AREA - 5200 SF TOTAL CAPACITY - 1.75 X Q X (30 HOURS/24 HOURS) = 2188 GALLONS
LINEAL FOOTAGE - 2600 LF RECOMMENDATIONS - ADD 1500 GALLON SINGLE COMPARTMENT SEPTIC TANK ABOVE
NUMBER OF SECTIONS - 6 AN EXISTING 1200 GALLON ONE COMPARTMENT SEPTIC TANK, REMOVE AERATION
AREA IN EACH SECTION A - 800 SF EQUIPMENT FROM EXISTING TANK AND REPLACE WITH A BIOTUBE VAULT & PUMP.
AREA IN EACH SECTION B - 1000 SF
TRENCH WIDTH - 6 INCHES ALARM AND CONTROL PANEL TO BE LOCATED AT OWNER'S REQUEST
LANDSCAPE WITH XERISCAPE GRASS
TWO RISERS PER TANK FOR TANK ACCESS
DRAINBACK TO TANK AND FIELD
PUMP SHOULD BE SET AT 200 GALLON DOSE
PUMP SPECIFiCATTONS - 25 GPM AT 22.6 FEET OF HEAD
SHALLOW TRENCH DETAILS
JOB- NO. 12245 FIGURE
2"
2'
8 FEE
IF
2" CLASS 200 PVC PIPE WITH 1/4" HOLES ON 8" CENTERS SECTII
SPECIFICATIONS AND DESIGN CALCULATIONS
DESIGN CRITERIA
STRUCTURE - 5 BEDROOM RESIDENCE
BETWEEN 2000 & 6000 S.F.
LOADING - 100 GPD PER PERSON
TOTAL LOADING - Q - 1750 GPD
PERCOLATION RATE - 109 MPI
APPLICATION RATE - R - 0.23 GPD/SF
AREA - (Q)/R
TOTAL AREA - 7609 SF
LESS EXISTING ETA OF 2500 SF = 5109 SF
`1-IVLCJ f/91,G UV"IY"Amd)
'VC VENT PIPE
T
M
TYPICAL FIELD CROSS-SECTION
30"
2" PVC
VENT PIPE
�- WITH CAP AND
1/4- HOLE
GROUND SURFACE
TYPICAL DETAIL OF DISTRIBUTION VALVES - N.T.S.
2" PVC LINES TO
SECTIONS
THE DISTRIBUTION VALVES CONTROL FLOW OF EFFLUENT TO EACH SECTION OF THE
FIELD. WE RECOMMEND THAT ONE SECTION OF THE FIELD BE CLOSED AT ALL TIMES
TO ALLOW DRYING OF SEGMENTS OF THE FIELD TO EXTEND THE LIFE OF THE FIELD.
THIS CAN BE ACCOMPLISHED BY SEQUENTIALLY ROTATING THE VALVES EVERY YEAR.
DRAIN FIELD SPECIFICATIONS TREATMENT UNIT SPECIFICATIONS
AREA - 5200 SF TOTAL CAPACITY - 1.75 X Q X (30 HOURS/24 HOURS) = 2188 GALLONS
LINEAL FOOTAGE - 2600 LF RECOMMENDATIONS - ADD 1500 GALLON SINGLE COMPARTMENT SEPTIC TANK ABOVE
NUMBER OF SECTIONS - 6 AN EXISTING 1200 GALLON ONE COMPARTMENT SEPTIC TANK, REMOVE AERATION
AREA IN EACH SECTION A - 800 SF EQUIPMENT FROM EXISTING TANK AND REPLACE WITH A BIOTUBE VAULT & PUMP.
AREA IN EACH SECTION B - 1000 SF
TRENCH WIDTH - 6 INCHES ALARM AND CONTROL PANEL TO BE LOCATED AT OWNER'S REQUEST
LANDSCAPE WITH XERISCAPE GRASS
TWO RISERS PER TANK FOR TANK ACCESS
DRAINBACK TO TANK AND FIELD
PUMP SHOULD BE SET AT 200 GALLON DOSE
PUMP SPECIFiCATTONS - 25 GPM AT 22.6 FEET OF HEAD
SHALLOW TRENCH DETAILS
JOB- NO. 12245 FIGURE
CHURCH & ASSOCIATES, INC.
Existing Concrete Septic Tank and Effluent Pumping System
Orenco Systems®
incorporated
Disclosure: The owners of Church k Associates, Inc. also own S.C.G.
Enterprises, Inc. which distributes Orenco Systems Inc. products
Patents 1 4,439,323 & 5,492,635
Foreign Patents Pending
O 1997, Orenco Systems, Inc.
Job No. 12245
i
. __ 0
EDW—TD-3
Rev. 1.0 (2/98)
Figure 4
Fiberglass Gasketed lid with
Stainless Steel Bolts
Conduit Seal
SB4 PVC
PVC Riser with Grommet(s)
Slope Ground Conduit to
Splice Box
(bond to tank adapter with
Away from Riser Control Panel
recommended adhesive)
-•------ __ — 113D-----
Splice Box with Cord Grips
Height Varies
Discharge Assembly
18' Minimum
Flexible Hose
J
Effluent Discharge
Inlet Tee
I I
I
Tank Adapter (cost or bolted)
Liquid Level
AI
Level Control Float
v
Assembly MFEPR
On/Off
Redundant Off W/Alarm
Check Valve (optional)
Vault Inlet Ports
4 !
1/8' Weep "'
Flow Inducer
Hole
Effluent Pump
fT' =
filter Cartridge
-��
Drain Port
I
Biotube® Pump Vault
Disclosure: The owners of Church k Associates, Inc. also own S.C.G.
Enterprises, Inc. which distributes Orenco Systems Inc. products
Patents 1 4,439,323 & 5,492,635
Foreign Patents Pending
O 1997, Orenco Systems, Inc.
Job No. 12245
i
. __ 0
EDW—TD-3
Rev. 1.0 (2/98)
Figure 4
II
2.26 ACRES
LOT 12, BLOCK 3, FILING 2
BRUSH CREEK VILLAGE SUBDIVISION
PITKIN COUNTY, COLORADO
4
f �
WELL IS 190+
FEET TO
PROPOSED ETA
BEDS
WELL
CASING
O
t USE EXISTING 1200 -GALLON
SEPTIC TANK.
REMOVE EXISTING
AERATION EQUIPMENT AND
REPLACE WITH BIOTUBE
PUMP VAULT.
ADD 1500 -GALLON
' SINGLE -COMPARTMENT
PRECAST CONCRETE.
SEPTIC TANK
2 -INCH
PUMP
SERVICE
LINES
/FLO\WPLITTER BASIN
PROPOSED ETA BEDS
4 -INCH
PVC SEWER
SCALE
1" = 50'
5520 SF OF ETA BED IN TWO
/ SECTIONS, EACH SECTION 92 FEET BY
30 FEET.
EACH SECTION = 2760 SF
1-00
loll
JOB NO. 12245 FIGURE 5
I
TYPICAL PLAN VIEW
INLET UNE FROM
PUMP CHAMBER
4" SCH
TYPICAL CROSS-SECTION
GRADE
.• ..`�..i ` ...` �C�.." .0
WITH CAP AND 1/4 INCH HOLE
20
1
EVAPORATIVE SAND
4" SCH 25 PERFORATED PVC PIPE
INSTALLED LEVEL
30 FEET
ri l 0
ETA FIELD DETAILS
CALCULATIONS AND SPECIFICATIONS
DESIGN CRITERIA
STRUCTURE — 5 BEDROOM RESIDENCE
BETWEEN 2000 AND 6000 SF
LOADING — 100 GPD PER PERSON
TOTAL LOADING — Q — 1750 GPD
PERCOLATION RATE — 109 MPI
AREA — SEE TABLE I
AREA — 8000 SF
DRAIN FIELD SPECIFICATIONS
NUMBER OF FIELDS = 2
DIMENSIONS = 30' X 92'
TOTAL AREA = 5520 SF
EXISTING AREA = 2520 SF
TOTAL AREA = 8040 SF
GRAVEL — 1.5 INCH
SAND — NO. 4 = 100% PASSING
NO. 40 = 50% TO 55% PASSING
— NO. 200 = <15% PASSING
TREATMENT UNIT SPECIFICATIONS
TOTAL CAPACITY — 1.75 X 0 (30 HOURS/24 HOURS)
= 2188 GALLONS
RECOMMENDATION — ADD 1500—GALLON SINGLE—
COMPARTMENT PRECAST CONCRETE SEPTIC TANK TO BE
FOLLOWED BY THE EXISTING 1200—GALLON SEPTIC
TANK AND REPLACE AERATION UNIT WITH A BIOTUBE
PUMP VAULT
ALARM AND CONTROL PANEL TO BE LOCATED AT
OWNER'S REQUEST
TWO RISERS FOR TANK ACCESS
DRAINBACK TO TANK FROM FIELD
PUMP SHOULD BE SET AT A 200 GALLON DOSE
UPHILL DRAINAGE
SWELL SEE FIGURE 4 FOR TANK DETAIL
PLIW SPECIFICATIONS — +00 -
GRAVEL
NOTE: GRAVEL MAY BE CONTINOUS ON BOTTOM OR MOUNDED
AROUND DISPERSAL PIPES ONLY WITH MINIMUM 4 INCHES OF
GRAVEL COVER AROUND PIPES OR GRAVEL MAY BE REPLACED WITH
CHAMBERS AND 4 INCH PERFORATED PIPE. PLEASE CONTACT OUR
OFFICE IF A CHAMBER SYSTEM DESIGN IS DESIRED
JOB N0. 12245
FIGURE 6
CHURCH & Associates, Inc. 5!16100
Pump System Design Criteria
Design Flow Rate
Distributing Valve Model (# of Zones)
none
Lift to Distribution Point
Discharge Assembly Size
Transport Line Size
Pipe Class?Schedule
Transport Length
Flow Meter
i
'Add-on' Head Loss
Friction Head Losses:
Head Loss in Transport Pipe
2.3 feet
Head Loss through Discharge Assembly
4.5 feet
Head Loss through Distributing Valve
0.0 feet
Head Loss through Flow Meter
0.0 feet
Size Pump for:
DESIGN FLOW RATE
30.0
TOTAL DYNAM I C HEAD
16.8
Ms.
Project: ,lob No. 12245
250
10.0 feet
1.25
2.00 inches _-200
40
150 feet
50
P3015.6 stage
[ P3010.5 stage
[_ P30 07.4 stage
[-- P30 05.3 stage'
0 _L
0
Effluent Pumps
1/2 Hpto11/2 Hp
60 Hertz 115!230 Volt
Curve pc3
"Available in 115V or 230V
_0 1
10 20 30 40 50
Net Discharge, GPM FIGURE 7
OWNER
MICHAEL & DEBRA
EDELMAN
318 INDIAN TRACE
SUITE 430
WESTON, FL 33326
(954) 384-6880
(954) 384-8734 FAX
ARCHITECT
DAVID RITCHIE
& ASSOCIATES, INC
981 COVEN DRIVE
SUITE E
CARBONDALE, CO 81623
(970) 963-4335
(970) 963-4330 FAX
I?DI ?I,b1AN REMODE1
PROJECT DIRECTORY
STRUCTURAL
ENGINEER
S.K. PEIGHTAL
ENGINEERS, Ltd.
76 SUNSET DR,
UNIT 4
BASALT, CO 81621
(970) 927-9510
(970) 927-0597 FAX
SEPTIC
ENGINEER
CHURCH AND
ASSOCIATES, INC.
4501 WADSWORTH BLVD.
WHEAT RIDGE, CO 80033
(303) 463-9317
(303) 463-9321
GENERAL NOTES
A THE CONTRACT DOCUNENT5 CONSIST OF THE A6REFMFSIT(51. THE
BENERAL NOTES, THE DRAWN65, AND THE ` LFlGATV S,
WNCH ARE LOOPERATWE APD 6OtMt0U5- WORK t'DIGATED OR
REASONABLY WL.ED 11 ANY ONE OF THE DOGL"5NT5 SHALL
BE SUPPLIED AS FWA164 FULL COVERED t'1 ALL. ANT
DSCREPANIGT BETWEEN THE DFFERENIT PARTS SHOLLD BE
REPORTED TO THE ARGH[TECT P1`EDATELT.
B. ALL WORK SHALL COFPLY WITH THE 1994 UBC, CLPRENTLY AGJFTED U16.
NEC, d UPC 6 APECC, ALL STATE AND LOCAL CODES AND ORMANCES, AND
SHALL BE PERFORMED TO THE W6HEST STANDARDS OF CRAFTSMANSW
BY JOLRNETMEN OF THE APPROPRIATE TRADES.
G. THESE DOCUMENTS ARE WENDED TO lhC-L" ALL LABOR,
MATERIALS' WJMvENT AND SERVOES REQLRED TO CLMPLETE
ALL WORK DE5CRIBED HERRN R S THE RESPONSBILITT OF
THE CONTRACTOR TO COORDIYA.TE THE VARIOUS PARTS
OF THE WORK AND BPM TO THE ATTENTION OF THE ARC 4TECT
ANT CONDITIONS WNCH WILL NOT PERMIT CONSTK4TON
A660RDIN6 TO THE iNTENT10N5 OF TI -€5E DOGUNENT5. fT S THE
RE5PO1'!SIBUTY OF THE ARCNTECT TO PROVDE DETA1-5 AM/OR
DRECTONS RE6AF-VM M%N LATENT WHERE fT E ALTERED BT
EXISTINI( CONMIONS OR WHERE NEGLECTED h THE DOCLMITS.
D. ANT MATERALS PROPOSED FOR SUBSTfTUTIONI OF THOSE 5PEGFED
OR GALLED OUT ST TRADE MANE N THESE DOCtMaiT5 SHALL BE
PRESENTED TO THE ARCHTECT FOR REVIEW. THE CONTRACTOR
SHALL SLIBMT SAMPLES WHEN RECURED ST THE ARCHITECT,
AND ALL SUCH SAMPLE5 SHALL BE REVEWED BT THE ARCNTEC
8EFORE THE WORK 6 PERFORMED. AIY'f WORK WWCH4 ODES NO COI'FOFi
TO THE REOLREMENT5 OF THE DOGIVENTS OR AN APPROVED SAMPLE
SHALL BE REMOVED AND REPLACED WTTH WORK THAT CONFORMS
AT THE CONTRACTORS EXPENSE.
E. THE KI -OM MFECTOR SHALL BE NOIFIE BT THE CONTRACTOR
WHEN THERE S NEED OF tSPEGTON AS RFaJF-FD BT THE
UNIFORM KL -0M CODE OR ANY LOCAL CODE OR ORWANLFC
F. THE CONTRACTOR SHALL BE RESPONSOLE FOR THE SAFETT AND
CARE OF ADJACENT PROPWTES DLR416 CONSTRUCTION FOR
COMLIr- THE PPROTECTYT ALL W� STATEAND 'tTd-�.•�'1TI01�15,
NT 15 DELIVERED
COMPLETED TO THE OWNER.
6. ALL PMeWNS NOTED TAKE PRECEDENCE OVER SCALED DhFH5aE.
DF'EN"-VM NOTCD WfH 'NT'--' AIS NOT DRAWN TO 'CAI--'.
CONTRACTOR SHALL FELD VERFT ALL EXSTPG IT'EN610t6.
r4, CONTRACTOR SHALL VERIFY AND COOKPATE ALL OPENM5
THROLGH FLOORS, OM ]HOF, AND WALLS WITH ALL ARC•HTTECTURAL.
STRUCTURAL. M C44ANCAL, PLUMBM AND ELECTRICAL WORK
AND MAlNTA11 THE %EOFED FRE RATI'G KF6RTT OF ALL WALLS,
CMJ'65, FLOORS, SHAFTS, ETC. WHERE SUCH PENETRATIONS OCCI.R-
t CON TRAC TOK SHA" BE RESPONdBLE FOR THE WEA THEK l" RtES5 OFF
ALL MTALLED COSTFXJVN A55IFr L S AND STSTP 15.
CONTRACTOR WLL A55LM RESPONSIBLITT OF fTEI-S REOURN'G
COORDIIATON AND RESOLUTON OLMIG THE WPM PROCESS.
I ?�
t
i
DAVID RITC.
& ASSOCIATES,
-&' ..n,dwy Lvt1E ar
CAftaVALI; 60 M
WN %3-4330 FA
D03) %3-4335
t
II
SHEET INDEX
ARCHITECTURAL STRUCTURAL
A1.1 COVER SHEET S1.1 FOUNDATION PLAN
A2.0 SITE SURVEY S2.1 FLOOR FRAMING PLAN
A2.1 SITE PLAN S2.2 UPPER FLOOR FRAMING PLAN
A3.0 MAIN LEVEL DEMOLITION PLAN $2.3 ROOF FRAMING PLAN
A3.1 MAIN LEVEL FLOOR PLAN S3.1 DETAILS AND NOTES
DRAwn. 1*b
SCALE 1/B' , 1'@
DATE• 3/23/80
59-F
PM11 T
IPACrACE N
[1— +.
COVER
SHEET
ran
A3.2
UPPER & LOWER FLOOR PLANS
A3.3
ROOF PLAN
A4.1
BUILDING ELEVATIONS. SHEET 1
A4.2
BUILDING ELEVATIONS, SHEET 2
A5.1
BUILDING SECTION
—
A6.1
BUILDING DETAILS
AB 1
DOOR & WINDOW SCHEDULES
SURVEYOR CONTRACTOR
PROJECT
DESIGN
INFORMATION
ALPINE T.B.A
ZONING:
AFR-10
SURVEYS, INC.
MAX. FAR:
15,000 SF
P.O. BOX 1730
APPLICABLE BUILDING CODE:
1994 UBC
ASPEN, CO 81612
OCCUPANCY TYPES:
R-3, U-1
R-3 (ADDITION)
(970) 925-2688
CONSTRUCTION TYPE:
V—N
-QUILDING AREA: EXISTING
ADDED TOTAL
UPPER LEVEL: 680
36 716
MAIN LEVEL: 1.350
1.792 3.142
BASEMENT: 996
106 1,102
TOTAL G.F.A.: 3,026
1,934 4,960
DRAwn. 1*b
SCALE 1/B' , 1'@
DATE• 3/23/80
59-F
PM11 T
IPACrACE N
[1— +.
COVER
SHEET
ran
• JUNIPER HILL
28' SIDE 5ETBACK
EXISTIN6 PHONE 6 GABLE TV
Ex 15TING SEPTIC FIELD
TO BE ABANDONED
/ A�v
SITE PLAN
SITE PLAN NOTES
I- FOR 66tBftA- i9M, W D WIM Al -I-
2. SITE IHFOIWATION BASED ON SITE VISITS 6 SLFWFT PARED
ST ALPIM StRVETS. IM.. DATED MW614 13. 28PB.
BUILDIfG EL. 100'8' 15 APFROX. 7.9W FT ABOW SEA LtYEL.
3. DETAILED SITE UTILITT DE5160 SHALL BE BT CONT) ACTOK TO
CONNECT TO EXIST iib 91ZVICE5 IN A"MAME WITH ALL
CODES AND RE6ULATIOf6. YWIFT ALL LOCATIONS 6 EK15TIM
SIZES IN FIELD fRIOR TO EXCAVATION.
4. SEE P.G. A3.1 FOR AWL FINISH GRADE 2,EVATION5 AT M.06.
5. GENERAL CagWTOR SLW.L VERIFT BUILDING LOCATION
K S*VET AT ALL i{f/iSftTT LI7'ES Wok T6 fY"VAi iIAN.
6- CONTRACTOR SHALL HAVE A59M ALLOWABLE SOILS
8EARI1'16 PRESSURE FIELD VERIFIED BT A SOILS EN0MER
PRIOR TO FOWIM FO7fINC.S. SEE 5TRUCTLPAI DW65.
7. FOR N!W SEPTIC 5T5TEM DETAILS. SEE LRAWI N65 BT
C4LR[H 6 ASSOC- IiY:-.
/ LOT 12-A
�30' FRONT SETBACK
18' UTiLi1Y E45EMEhi
PROPERTT LINE
EXISTING OVERHEAD POWER LINE
FINAL QZADiN6 SHAii E5TAF'
MIN. IBX SLOPED POSITIVE
DRAINA6E SWALES AROUND HOUSE
EXI5TIN6 6RADE5 TO REMAIN
EXISTING GRADES TO BE REVISED (DASHED)
NEW 6RADE5 (BOLD)
DAVID RITCH
& ASSOCIATES, Il
901 OOWE1'I DRIVE. SITE
CAR801'DALE. CO M7?
(303) %3.4330 FAX
WN %3.4335
W
F�1 LY Q
W x a
� o
w,
z v
of H
W
W
DRAWPk WS
SCAL5 1' W-01
DATE 3/23/00
FtlT
PACKAGE
rtv»F
SITE
PLAN
LOi Q. BRUSH GREEK StJBpVEYA't FTTKIN OOU'fTT. COLORADO 2.23 ACRES A2.
-------T------------------
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MAIN LEVI
DEMOLITIO
PLAN
NORTH A3.
--------------
M
[AIN LEVEL FLOOR PIAN NORTH
O. CCnY.REIE fl.. 11w,8' (TTP U.N.O. )
NOTES:
---- PACKAGE
2 U 00R PLAN W N
T.O. FLT�A7D EL. MDT (TTP. V.I.F.1 7n s>F T.O. FXI5T IM (MIZETEE Fi- 9119, IT U. N. C. 93- 5F
UPPER & LO
FLOOR
PLANS
NORTH A <
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