HomeMy WebLinkAboutEngineer's Report 08.20.2020P.O. Box 1908
1011 Grand Avenue
Glenwood Springs,
CO 81602
elZANCANELLA ANA 4550CI4TE5, INC.
/
ENGINEERING CONSULTANTS
August 20, 2020
Mr. Ted White
Garfield County Environmental Health
108 8th Street, Suite 401
Glenwood Springs, CO 81601
Re: Cattle Creek Commercial Center, Building "Q", OWTS
[Z&A: 97404.01]
Mr. White:
(970) 945-5700
(970) 945-1253 Fax
This report is regarding the proposed OWTS to be located on Parcel C of the Midland
Subdivision, aka Garfield County Parcel Number 239318100359. Investigations and
design were performed by personnel from HP Geotech and Zancanella & Associates.
Various geotechnical investigations were performed by HP Kumar on 2/25/1999 (job no.
198 819), 2/15/2018 (project no. 17-7-858) , and on 10/25/2019 (project no. 17-7-858.A)
and by Zancanella in 2000, on 11/17/2017, and on 4/13/2020. General soil boring Togs
are included in the HP Kumar Reports, the most recent from 2018, and the proposed
infiltration area lies between Borings 10 and 11 of that report. Detailed information for
the proposed site of the OWTS was obtained by Zancanella on the above noted dates
and included profile excavations, percolation testing, and verification of soil type. The
purpose of the 2020 evaluation was to verify that the soils expected from the borings
were present in the actual location of the proposed bed. The results of the tactile
evaluation indicated that the soils were more silty than clayey, which agreed with the
"Summary of Laboratory Test Results" (attached to this letter). Thus, indicating sandy
loam or silt loam and an 0.6 LTAR. This also agrees in general with the various
percolation tests in the area. See the infiltrative area calculations attached to this report
and included on Sheet 4 of the building permit (civil) drawings.
Specific setback distances of interest include the distance to a well on the northwest
area of the property which is in excess of 600 feet from the absorptions area, and the
(minimum) distance from the property line for the absorption area which is in excess of
30 feet. Other items included in Tables 7-1 and 7-2 of the County OWTS Regulations
can be derived from the drawings.
Garco Env. Health
August 20, 2020
Page 2
A drawing showing the location of the proposed OWTS on the parcel, an elevation
benchmark, and other pertinent information is attached to this report. Other design and
layout information can be found on Sheets 1, 3, and 4 of the building permit (civil)
drawings.
No limiting layers or features, or groundwater were encountered in any of the
exploratory excavations. The proposed site is far above any established 100 year flood
plain.
The only construction/operational issue foreseen would be some possible settlement
due to hydrocompactive soils. However, the native material has a fair amount of
included rock and the sand bed is proposed to be set on top of pit run material. The
native rock material and the pit run material will combine to disperse the wastewater
flows which will mitigate any tendency toward piping which could lead to some
settlement, and in addition, the pit run material will act as bridging to support the bed
and mitigate settlement. The fact that the bed will be pressure dosed and thus will
evenly disperse the wastewater will further reduce the possibility of excessive flow to
any one area.
The design parameters for the pumping system are shown in the attached calculation
sheet based on the Orenco Pump Select software.
If you have any questions, or need additional information, please contact our office at
(970) 945-5700.
Very truly yours,
Zancanella & Associates Inc.
7 &el
Timothy P. Beck, P.E.
cc: Wayne Rudd
Eric Rudd
Chris Jung
Z:\97000's\97404 Rudd, Wayne\97404.01 Cattle Creek\2019\Bldg Q ISDS\ISDS Report letter -SW bench.doc
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' GARFIELD COUNTY PARCEL
NUMBER: 239318100359 C
WIN .113
n .a p
owns
PROPERTY LOCATION MAP
Wayne Rudd
Cattle Creek Commercial Center
I
e�n le"Az• IMiez
J lJNCAM1Euw ,atl
11xmr.ve aomm ol 11 ..r.•.y. PR
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1,11
o
4.4
TO EXISTING
COMMERCIAL
BUILDING
Jr-
50 0 50 100
APPROXIMATE SCALE —FEET
NOTE:
BORINGS 1 —4 DRILLED AT
PROPOSED BUILDING K
TO HOUSE SITES
(BORINGS 11 AND 12)
17-7-858
H-P KUMAR
LOCATION OF EXPLORATORY BORINGS
Fig. 1
TO COMMERCIAL BUILDING SITES
(BORINGS 5-10)
ti
30 0 30 60
APPROXIMATE SCALE —FEET
17-7-858
H-PKCUMAR
LOCATION OF EXPLORATORY BORINGS
Fig. 1 A
TABLE 1
SUMMARY OF LABORATORY TEST RESULTS
Project No. 17-7-858
Paae3of3
SAMPLE LOCATION
NATURAL
MOISTURE
CONTENT
(%)
NATURAL
DRY
DENSITY
(poi)
GRADATION
PERCENT
PASSING
NO.200
SIEVE
ATTERBERG LIMITS
UNCONFINED
COMPRESSIVE
STRENGTH
1PSF)
SOIL TYPE
BORING
DEPTH
(ft)
GRAVEL
(%)
SAND
lob)
LIQUID
LIMIT
(%)
PLASTIC
INDEX
1%)
9
21/2
3.1
100
Gypsiferous Silty Sand
with Gravel
5
3.7
97
39
Gypsiferous Silty Sand
with Gravel
15
5.6
111
Silty Sand with Gravel
10
21/2
9.3
37
31
32
Silty Clayey Sand and
Gravel
10
11.7
42
26
32
Silty Sand and Gravel
20
22.5
70
Silty Sandy Clay with
Gypsum
11
10
11.3
23
28
49
Very Silty Clayey Sand and
Gravel
25
2.9
3
65
32
Silty Clayey Sand with
Gravel
45
4.9
23
46
31
Silty Clayey Sand with
Gravel
12
5
3.5
101
34
Silty Clayey Sand
10
2.4
114
Silty Clayey Sand with
Gravel and Gypsum
15
12.6
90
Silty Sandy Clay
20
3.9
104
47
Very Silty Clayey Sand
1. NEW ISDS FOR BUILDING Q - AND FUTURE BUILDINGS TO NORTH:
A. THE NEW ISDS WILL BE BASED ON AN AVERAGE DAILY FLOW OF 3.4
GALLONS PER DAY PER 100 SQ. FT. AND FOR A TOTAL OF 1920
GALLONS PER DAY TO ALLOW FOR FUTURE BUILDINGS TO THE SOUTH.
B. THE SEPTIC TANK FOR BUILDING Q WILL BE 1000 GALLON (MINIMUM)
AND WILL BE LOCATED ADJACENT TO THE BUILDING. THE ABSORPTION
AREA FOR BUILDING Q WILL BE LOCATED AS SHOWN ON SHEET 2 OF
THESE PLANS. ABSORPTION AREA WILL BE SIZED FOR AN AVERAGE
DAILY FLOW OF 1920 GALLONS PER DAY WHICH WOULD BE EQUIVALENT
TO 120,000 SQUARE FEET OF BUILDING. BUILDING Q IS 3200 SQUARE
FEET, THIS LEAVES 116,800 SQUARE FEET IN RESERVE (OR AN
EQUIVALENT USAGE OR FLOW).
ALTERNATIVELY, 1920 GALLONS/DAY - 52 GALLONS/DAY = 1868
GALLONS/DAY IN RESERVE.
2. SOIL IS TYPICALLY SILTY SAND, PER TABLE 1-SUMMARY OF LABORATORY TEST
RESULTS, FOR BORINGS 10 AND 11, IN ATTACHED GEOTECHNICAL REPORT
(HP-KUMAR GEOTECH - PROJECT NO. 17-7-858, 15 FEB 2018, AND SITE
SPECIFIC TACTILE TESTING. (ON -SITE VERIFICATION OF SOILS BY ENGINEER
WAS PERFORMED ON 13 MAR 2020, AND ADDITIONAL VERIFICATION IS
REQUIRED DURING EXCAVATION.)
MINIMUM FOOTPRINT AREA OF GRAVEL TO SAND INTERFACE:
(1920 GAL/DAY-SQ.FT) * (DAY-SQ.FT./0.8 GAL) = 2400 SQ. FT.
MINIMUM FOOTPRINT AREA OF SAND TO INFILTRATIVE SURFACE INTERFACE:
(1920 GAL/DAY-SQ.FT) * (DAY-SQ.FT./0.6 GAL) = 3200 SQ. FT.
SEE PLAN AND CROSS SECTION OF BED ON DRAWING FOR DETAILS.
Pump Selection for a Pressurized System - Commerical Project
cattle ck sw bench
Parameters
Discharge Assembly Size
Transport Length
Transport Pipe Class
Transport Line Size
Distributing Valve Model
Max Elevation Lift
Manifold Length
Manifold Pipe Class
Manifold Pipe Size
Number of Laterals per Cell
Lateral Length
Lateral Pipe Class
Lateral Pipe Size
Orifice Size
Orifice Spacing
Residual Head
Flow Meter
'Add -on' Friction Losses
Calculations
2.00 inches
150 feet
40
2.00 inches
None
5 feet
16 feet
40
2.00 inches
12
50 feet
40
1.50 inches
1/6 inches
5 feet
5 feet
None inches
0 feet
Minimum Flow Rate per Orifice
Number of Orifices per Zone
Total Flow Rate per Zone
NuMberorL fatsperzone
% Flow Differential 1sULast Orifice
Transport Velocity
Frictional Head Losses
0,43
132
57,1
12
0.3
5.5
gpm
gpm
fps
Loss through Discharge
Loss in Transport
Loss through Valve
Loss in Manifold
Loss in Laterals
Loss through Flowmeter
'Add -on' Friction Losses
Pipe Volumes
6.5 feet
7.7 feet
0.0 feet
0.3 feet
0_0 feet
0_0 feet
0.0 feet
Vol of Transport Line
Vol of Manifold
Vol of Laterals per Zone
Total Volume
Minimum Pump Requirements
26.1
3.1
63.5
92,7
Os
gals
gals
gals
Design Flow Rate
Total Dynamic Head
()ne.°
i C M S
57.1 gpm
24.5 feet
Total Dynamic Head, TDH (Feet)
50
45
40
35
30
25
20
15
10
5
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00
25 50 75 100
Net Discharge (gpm)
125
150
175
PumpData
PFSW50 Sewage Pump
1/2HP, 115/230V 10
Legend
System Curve:
PumgQurve:
Pump Oplini ange:
DeslPPolnt