HomeMy WebLinkAboutFile Documents.630 W Hopkins Ave.0052-2020-BRES (46) I(.-A Kmnar&Associates,Inc.®
Geotechnical and Materials Engineers 5020 County Road 154
and Environmental Scientists Glenwood Springs, CO 81601
phone: (970)945-7988
fax: (970)945-8454
email: kaglenwood@kumarusa.com
An Employee Owned Company www.kumarusa.com
S
Office Locations: Denver(HQ),Parker,Colorado Springs,Fort Collins,Glenwood Springs,and Summit County,Colorado
February 13, 2020
S2 Architects
Attn: Joseph Spears
215 South Monarch Street, Suite G-102
Aspen, Colorado 81611
joseph( s2architects.com Project No. 20-7-128
Subject: Percolation Test Results, 630 West Hopkins Avenue, Aspen, Colorado
Gentlemen:
As requested, Kumar&Associates performed a percolation test at the subject site. The test was
performed in accordance with our proposal for professional services to S2 Architects, dated
January 22, 2020.
A boring was drilled on February 10, 2020 at the location shown on Figure 1. The subsoils
encountered in the boring,below the asphalt pavement, consisted of relatively dense silty, sandy
gravel with cobbles and possible boulders down to the bottom of the boring at 11 feet, see Figure
2. The results of gradation analysis performed on samples taken from the boring are shown on
Figure 3. No free water was encountered in the boring at the time of drilling and the soils were
moist. The boring was drilled with 4-inch diameter continuous flight augers powered by a truck
mounted CME-45B drill rig.
Percolation testing was conducted in the borehole following drilling by a representative of
Kumar&Associates. The percolation test results are summarized in Table 1. Based on the
subsurface conditions encountered and the percolation test results, the tested area should be
suitable for a drywell to dispose of surface water. A professional civil engineer should design
the surface water disposal system.
If you have any questions or need further assistance, please call our office.
Sincerely,
Kumar& Associates, Inc.
p0 REP.
sI
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Steven L. Pawlak, ' .Etv� 15222 , _
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'11 ~' ~�� '''�= RECEIVED
Attachments: Figure'���� ' �j O_.. xploratory Boring
Figure 2—°'` ,�����'' ploratory Boring
Figure 3 —Gradation Test Results 0 6/3 0/2 0 2 0
Table 1 —Percolation Test Results
ASPEN
BUILDING DEPARTMENT
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HO GRAVEL MONUMENT N7v3 HPA
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10 0 10 20
o! APPROXIMATE RE ' EIvED
-% 06 /30/2020
H 20-7-128 Kumar & Associates LOCATION OF EXPLORATORY BORING ig. 1
1, AGFCPN
BUILDING DEPARTMENT
BORING 1
EL. 7934' LEGEND
0 (3) 0.. (3) ASPHALT PAVEMENT; THICKNESS IN INCHES SHOWN IN
PARENTHESES TO LEFT OF THE LOG.
20/12 /O SAND, GRAVEL AND COBBLES (GM); SILTY, PROBABLE
- BOULDERS, MEDIUM DENSE TO DENSE, MOIST, BROWN.
5
28/12 DRIVE SAMPLE, 1 3/8-INCH I.D. SPLIT SPOON STANDARD
PENETRATION TEST.
WC=5.4
- +4-36 20/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 20 BLOWS OF
��� A 140-POUND HAMMER FALLING 30 INCHES WERE REQUIRED
w 200=21 TO DRIVE THE SAMPLER 12 INCHES.
10 22/6, 50/2 PRACTICAL AUGER REFUSAL.
1
_ . I
NOTES
1. THE EXPLORATORY BORING WAS DRILLED ON FEBRUARY 10, 2020
15 WITH A 4-INCH DIAMETER CONTINUOUS FLIGHT POWER AUGER.
2. THE LOCATION OF THE EXPLORATORY BORING WAS MEASURED
APPROXIMATELY BY TAPING FROM FEATURES SHOWN ON THE SITE
PLAN PROVIDED.
3. THE ELEVATION OF THE EXPLORATORY BORING WAS OBTAINED
BY INTERPOLATION BETWEEN CONTOURS ON THE SITE PLAN
PROVIDED.
4. THE EXPLORATORY BORING LOCATION AND ELEVATION SHOULD BE
CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE
METHOD USED.
5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY
BORING LOG REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN
MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL.
6. GROUNDWATER WAS NOT ENCOUNTERED IN THE BORING AT THE
TIME OF DRILLING.
7. LABORATORY TEST RESULTS:
WC = WATER CONTENT (%) (ASTM D 2216);
+4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D 6913);
-200 = PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140);
E a
I l I I II:1 1
20-7-128 Kumar &Associates LOG OF EXPLORATORY BORING 0 % 0/2020
2 a
ASPEN
BUILDING DEPARTMENT
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
24 HRS 7 HRS
100 45 MIN 15 MIN 60MIN 19MIN 4MIN 1MIN #200 #100 050#40#_30 #16 #1?#8 #4 3/8" 3/4" 1 1 2" 3" 5"6" 8"0
I
90 10
80 20
70 30
_ 60 40
50 50
40 60
30 70
20 80
10 90
0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 100
.001 .002 .005 .009 .019 .037 .075 .150 .300 .600 1.18 2.36 4.75 9.5 19 38.1 76.2 127 200
.425 2.0 152
DIAMETER OF PARTICLES IN MILLIMETERS
CLAY TO SILT SAND GRAVEL COBBLES
FINE MEDIUM COARSE FINE COARSE
GRAVEL 36 % SAND 43 % SILT AND CLAY 21
LIQUID LIMIT PLASTICITY INDEX
SAMPLE OF: Silty Sand and Gravel FROM: Boring 1 ® 5' & 10' (Combined)
e
These test results apply only to the
samples which were tested. The
testing report shall not be reproduced,
am except in full, without the written
7,"' approval of Kumar & Associates, Inc
Sieve analysis testing is performed in, --
p
accordance with ASTM, 6P1 1 ASIM b w8h' ,._ it
if ASTM C136 and/or:A,T �I
rY
20-7-128 Kumar & Associates GRADATION TEST RESULTS 0 6% 0/32020
ASPEN
BUILDING DEPARTMENT
I(+AKumar&Associates,Inc.°
Geotechnical and Materials Engineers
and Environmental Scientists
TABLE 1
PERCOLATION TEST RESULTS
PROJECT NO.20-7-128
HOLE NO. HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH DROP IN AVERAGE
(INCHES) INTERVAL AT START OF AT END OF WATER LEVEL PERCOLATION
(MIN) INTERVAL INTERVAL (INCHES) RATE
(INCHES) (INCHES) (MIN./INCH)
68 61 7 0.7
B-1 124 5 61 57 4 1.3
57 53 4 1.3
53 50 3 1.7
50 47 3 1.7
47 44 3 1.7
44 42 2 2
42 40 2 2
Note: The percolation test was conducted in the completed 4-inch diameter borehole on February 10, 2020.
RECEIVED
06/30/2020
ASPEN
BUILDING DEPARTMENT