HomeMy WebLinkAboutCHALET TERRACE LT 3On-Site Wastewater Disposal System Permit
MUNICIPALITY OF ANCHORAGE
Development Services Department
On-Site Water & Wastewater Program
4700 EImore Road, PO Box 196650
Anchorage, AK 99519-6650
Telephone: (907) 343-7904
Permit Number: OSP101187
Tax Code Number: 01516338000
Work Type: Septic Initial
Permit Effective Dates: October 11, 2010
to October 11, 2011
Design Engineer: FLATTOP TECHNICAL SERVICES
Subdivision: CHALET TERRACE
Site Legal Address: CHALET TERRACE LT 3 G:2640
Owner/Address: RASZEWSKI ADAM &
RASZEWSKA URSZULA 3261 ROSALIND LP ANCHORAGE AK 995070000
Site Mailing Address: 7420 Chalet CT, Anchorage Lot Size in Sq Ft:
Total Bedrooms:
1419O
4
This permit is for the construction of:
Y Disposal Field Y SepticTank N Holding Tank N Privy N Private Well N Water Storage
All construction must be in accordance with: 1. The attached approved design.
2. All requirements specified in Anchorage Municipal code Chapters 15.55 and 15.65 and the State of Alaska Wastewater
Disposal Regulations (18AAC72) and Drinking Water Regulations (18AAC80).
3. The wastewater code requires inspections during the installation. The engineer must notify the Development Services
Department at least 2 hours prior to each inspection. Provide notification by calling (907) 343-7904 (24 hours).
4. From October 15 to April 15, a subsurface soil absorption system under construction during freezing weather must either:
A. Open and Close on the same day.
B. Covered, sealed, and heated to prevent freezing.
Special Provisions: The bottom of the trench is to maintain a minimum 6' separation to ground
water.
Received By: , ~"~ ~ Date:
Z ' /
Municipality of Anchorage
P.O. Box 196650 ® 4700 Elmore Road
Anchora.qe, Alaska 99519-6650 · (907) 343-7904 · Fax (907) 343-7997
http:llwww.m u ni.or,q/Onsite
Develor)ment Services Department
On-Site Water and Wastewater Program
**** VARIANCE/WAIVER REVIEW ****
WaiverS: OSP101188 COSA#:
PID#: 015-163-38
Legal Description: Chalet Terrace, Lot 3
Engineer: Flattop Technical Services
Permit~: OSP101187
Applicant: Adam Raszewski
Your request for a waiver of the required 10 feet horizontal separation from the absorption field
to the property line has been approved. The approved separation distance is 2.0 feet. In addition,
A waiver of the required 50 feet to an excessive slope is approved, the approved separation
distance is 0 feet.
This waiver approval applies to the proposed absorption field only. Any future upgrade to the
on-site wastewater disposal system will require all separation distances be met or another
approval from this department.
Waiver is Granted: X Waiver is not Granted:
Name of Reviewer/
Rec#: 01570C Amount: $200.00 Date Paid: 917/10
**** VARIANCE/WAIVER REVIEW ****
Parcel I.D.
l , u fici[ aiity A c[terage
Deve[opmer~t Semites Depad:meat
Building Safety Division
On-Site Water and Wastewater Program
4700 EImore Road
P.O. Box 196650
Anchorage, Alaska 99507
~w~.muni.org/onsite
(907) 343-.7904
ON-SITE SEWER/WELL PERMIT APPLICATION
/Otl ~e FOR A SINGLE FAMILY DWELLING
0_~ /011~7
0
,z~
Property owner(s) ~ r~ ~, ?_~.~,.r ~..,' Day phone
Mailing address ~.~ 'Z~" t ~z'¢ I,,,,,~' /...?, jt-~-/,-~,,~,.~ Zip Code
Site address h,/ I~t ~ ~l~f ('o~,~-/ Zip Code
Legal description (Sub'd., Block a Lot) ~. ¢
Legal description (Township, Range & Section)
Lot Size ] c~. I ~ 0 Sq. Ft.
Number of Bedrooms
THIS APPLICATION IS FOR ([~ all that apply): THIS APPLICATION IS AN:
Absorption Field [] Initial
Septic Tank [] Upgrade []
Holding Tank [] Renewal []
Privy []
Private Well [] ¢ l¢c~ (~ ll
Water Storage [] ~ ~-~'~
I certify that the above information is correct. I further certify that this application is being made for a
Single Family Dwelling and is in accordance with applicable Municipal Codes.
(Signature of property owner or authorized agent)
Permit/Rush Fees:
Date of Payment:
Receipt Number:
(Rev. 11/05)
Waiver Fees:
Date of Payment:
Receipt Number:
FLATTOP TECHNICAL SERVICES
CIVIL & ENVIRONMENTAL ENGINEERING * ENERGY CONSERVATION & ANALYSIS
TED MOORE, P.E. 14530 ECHO CANYON ROAD
PH.IFAX: (907)345-1355 ANCHORAGE, AK 99516
E-Mail: tgmoore~gci.net September 6, 2010
M.O.A. DSD
P.O. Box 19-6650
Anchorage, AK 99519
Dear Sirs:
The purpose of this letter is to provide the required design narrative in support of our application
for a permit to construct a wastewater disposal system on Lot 3 of Chalet Terrace S/D. Lots in this
subdivision are served by a Class "A" public water system. A site plan, design drawings, soil test
information and specifications are enclosed for your review. We are also requesting a lot line waiver
allowing the proposed original and replacement trenches to be as close as 2 feet from the north property
line common with lot 2, as well as departures from code design criteria pertaining to slope and rapid
measured percolation rate. The specifics of these waivers are addressed below.
The area available for construction of wastewater disposal facilities on this lot is very limited due
to steep slopes and the proximity of surface water. The site plan illustrates the surveyed location of
Little Campbell Creek and the 100-foot offset from it. The topographic information is derived from
Municipal contour mapping, supplemented with notes to provide more site-specific detail. The swale
extending eastward into the lot is more pronounced than the contour mapping indicates, with the portion
of the lot north of the 100-foot creek offset descending towards the swale at a 45% slope. The actual
slope is illustrated on the cross-section drawing of the proposed system.
Two test holes were dug at the locations shown on the site plan to assess soil conditions pertinent
to the design of the wastewater system. Test hole #1, dug in the bottom of the swale within the 100-foot
creek offset, encountered coarse sandy gravel extending down to 8 feet, with a percolation rate faster
than one minute per inch. Below that depth is a silt lens and a stabilized groundwater table at a depth of
9 feet. Test hole #2, dug at a location 12 feet higher on the side slope above the swale, encountered
similar coarse sandy gravel extending down to the maximum digable depth of 19 feet with a percolation
rate also faster than 1 minute per inch and no groundwater.
The configuration of the proposed wastewater disposal system is illustrated on the site plan and
in more detail on the plan view and cross-section. The current wastewater code states that soils that perc
faster than 1 minute per inch are not suitable for trench construction, however, the significant sand
fraction observed in the native material should provide good treatment of wastewater as it percolates
through it. As an added factor of safety, the bottom of the proposed trench is designed to be 7 feet
higher than the observed groundwater table in test hole #1.
As illustrated on the cross-section drawing, the proposed trench is located on a natural 45%
slope; however the top of the sewer gravel in the trench will be more than 8 feet below the original
ground level, easily achieving the criteria of a 25% imaginary line extending downwards from 2 feet
above the sewer gravel not daylighting within 50 feet.
The optimum location for the original and replacement absorption trenches is close to the north
property line at the upper part of the natural slope. We are requesting a lot line waiver allowing the
trench to be located as close as 2 feet from the property line common with lot 2. The long axis of the
trench will be oriented parallel to the natural contour of the ground, and during construction we will
endeavor to achieve a somewhat greater separation from the property line. The existing septic system
on Lot 2 is more than 50 feet north of the property line, so granting of the requested waiver will not
adversely impact the ability to construct replacement systems on that lot.
The design of the soil absorption trench for the proposed 4-bedroom residence is conservatively
based on a soil application rate of 1.0 gpd/sq, fi., which translates into a required absorption area of
4x150/1.0 = 600 square feet. The proposed 38-foot long trench with 8 feet of gravel under the
distribution pipe has an effective absorption area of 608 square feet.
The proposed system will have no significant impact on present or future water supply and
wastewater disposal systems serving adjacent properties, nor will it have any significant impact on
reserved space-surface and subsurface, or on drainage.
Please give me a call at 345-1355 if you have any questions on this submittal.
Sincerely,
Ted Moore, P.E.
Ted Moore
From:
Sent:
To:
Cc:
Subject:
Attachments:
Ted Moore [tgmoore@gci.net] ~'.~ ~
Tuesday, October 05, 2010 7:50 PM
Debby Wockenfuss (WockenfussDM@ci.anchorage.ak. us)
Ross Noffsinger (NoffsingerRD@ci.anchorage.ak. us)
OSP101187 Chalet Terrace lot 3, Soil sieve analysis test results
img-X05165109-0001.pdf; Chalet Terrace L3 Site Plan.pdf; Chalet Terrace L3 TH#2a.pdf
Debbie,
Attached for your review is the laboratory sieve analysis test report for the soil sample
collected on 9/28/10 from a depth of approximately 16 feet in test hole #2a, as it was being
deepened to allow measurement of the groundwater level at that particular location.
]eff Poet from your office was on site at the time the test hole was being re-excavated, and
he stated that he concurred that the material sampled appeared reasonably representative of
the in-situ material through which septic tank effluent would have to percolate if a trench-
type soil absorption system is permitted and constructed at this location.
As you can see from the reported results, the overall sample, with 45% passing the #4 sieve,
is classified as GW (well graded gravel with sand). The sand fraction of the sample was a
little over 40%.
Although the sample did in fact sieve out as gravel (as my original visual classification had
anticipated) it is interesting to note that the removal of a single large cobble from the
sample would probably have changed its overall classification to sand. In my opinion, the
presence or absence a few larger cobbles in the soil matrix does not materially affect its
ability to filter and treat septic tank effluent as it passes through the soil. I feel that
the sieve analysis supports my original contention that the presence of a significant sand
fraction in the soil matrix will ensure that adequate soil treatment is accomplished prior to
septic tank effluent reaching the water table. A supplementary supporting fact is that the
sidewalls of the test hole excavation were sufficiently stable to allow excavation - thereby
indicating the presence of enough interstitial fine material to prevent sidewall collapse.
You also expressed concerned about the potential for a significantly higher groundwater table
being encountered at T.H. #2 than was previously observed at T.H. #1. Per your request, with
a considerable amount of effort, on September 28 we managed to extend T.H. #2a down to a
maximum depth of 25 feet below the original ground level on the upper side of T.H. #2. The
7-day groundwater monitoring test results demonstrate that the groundwater elevation is
virtually the same in both locations.
Based on this supplementary data I am requesting your continued review of the design
drawings. I am attaching a revised site plan showing the well on lot 1, as you requested,
and a new soil log for test hole #2a containing the updated information.
While I do not wish to arbitrarily dismiss your concern with regard to the potential for
groundwater contamination from septic tank effluent passing through coarse, gravelly soils,
in this particular situation I believe we have demonstrated the presence of sufficient flner
material within the gravel matrix to provide adequate treatment. As an additional factor of
safety, because the proposed trench will be located on the uphill side of test hole #2, the
bottom of the trench will be no closer than 6 vertical feet above the observed groundwater
level in October. I would be amenable to your placing a special provision on the permit
requiring that this condition be met.
Please give me a call if you wish to discuss any of the above.
~fattop C~c[inicaf S~
14530 ~cf~o Canyon ~ad~ ~ncf~ora~e, ~ 99516
~Pftone (907) 345-1355
Lot 3, Chalet Terrace S/D
NHN Chalet Court
Wastewater disposal system
Specifications
1.0 General:
1.1 The scope of the project consists of installing a new 1250-gallon septic tank that discharges
effluent into a 38-foot long soil absorption trench with an effective gravel depth of 8.0 feet.
1.2 Construction shall be as depicted on the approved site plan and design drawings. Minor
deviations from these drawings may be allowed or required by the engineer conducting the inspections.
All construction procedures and material specifications shall conform to Municipal and State
requirements. All separation distances shall be in conformance with Municipal requirements, unless
specifically waived.
1.3 The contractor shall be responsible to obtain any necessary utility locates, and to work
around any buried utilities.
1.4 Unless agreed otherwise, the contractor shall be responsible for any tree cleating and
grubbing necessary to complete the project.
1.5 The contractor shall provide adequate cover material and rough grading over all system
components to ensure that proper drainage is achieved after settlement and that there are no residual
depressions. Insofar as possible the contractor shall minimize damage to trees and existing lawn areas.
1.6 Unless specifically agreed otherwise, the homeowner shall be responsible for finish grading
after the soil is compacted, as well as placement of topsoil and reseeding all areas disturbed by the
construction.
L 7 Prior to the start of construction the owner or contractor shaH arrange to have a
professional land surveyor mark the location of the north property line in the vicinity of the proposed
soil absorption trench with at least 3 laths spaced approximately 30feet apart.
1.8 The wastewater disposal system shall be installed prior to construction of the residence so
as to ensure that the building is located no closer than lO feet from the closest end of the original or
replacement absorption trenches.
2.0 Septic Tank:
2.1 The new 1250-gallon, 2 compartment septic tank shall be Municipally approved and shall be
set level on undisturbed soil. Each compartment shall be equipped with a watertight manhole cover and
a 4" cleanout. If the tank is buried less than 4 feet, it shall be insulated with 2 inches of approved burial
type, rigid insulation. The septic tank shall be located on the downhill side of the absorption trench,
no closer than S feet from it or lOO feet from surface water in Little Campbell Creei~
2.2 All pipe connections to the tank shall be equipped with waterproof mechanical couplings.
The waste line from the residence to the septic tank shall have a minimum slope of 1/4"' per foot. A
foundation cleanout shall be installed within 4 feet of the building foundation and a double cleanout
within 5 feet downstream of the septic tank.
3.0 Soil absorption system:
3.1 The soil absorption system shall be constructed by excavating a 38-foot long trench to a
depth of 17 feet below ground level at the location shown on the site plan. The long axis of the
excavations shall parallel existing contours. Particular care shall be taken to ensure that the trench is
located no closer than 2feet from the property line, lO feet from the proposed house foundation and
l OO feet from the closest water in Little Campbell Creek.
3.2 The bottom of the excavation shall be level. The elevation of the bottom of the trench shall
be no closer than 6feet above the highest groundwater level observed in the T.H. #2a monitor tube.
3.3 A total of 8.5 feet of approved sewer gravel shall be placed in the bottom of the excavation
with the perforated distribution pipe laid level such that the pipe invert is no less than 8.0 feet above the
bottom of the sewer gravel. Sewer gravel shall be 0.5" - 2.5" screened gravel, with less than 3% passing
the #200 sieve.
3.4 The distribution pipe shall be 4" diameter perforated F-810 or D-3034. Monitor tubes and
cleanout pipes shall be of 4" diameter and installed in the locations shown on the design drawings. The
portion of the monitor tube extending through the sewer gravel shall be perforated.
3.5 Approved filter fabric shall be placed over the entire top surface of the sewer gravel.
3.6 The top surface of the cover material shall be raised a minimum of 6 inches higher than the
surrounding terrain to allow for subsequent settlement, and shall be graded to smooth contours. Fill
slopes shall be no steeper than 3:1.
3.7 Unless specifically agreed otherwise the homeowner shall be responsible for arranging to
have the site finish graded after the backfill material has stabilized, and for placement of adequate
topsoil and seed to promote rapid revegetation of all areas disturbed by the construction.
4.0 Inspections:
4.1 A total of 4 engineering inspections will be required during the course of the project: (1)
initial stakeout with the contractor to establish the location of the system and to discuss the plans,
specifications and construction procedures, (2) after the native material has been excavated to expose the
infiltrative surface to ensure that it is level and at the right elevation, and conforms with the soil test
information, (3) after the sewer gravel is in place and the distribution pipes have been laid and connected
up to the septic tank, but prior to placement of insulation or filter fabric, and (4) after rough backfill and
grading is complete.
4.2 The installer shall coordinate the timing of the inspections with the engineer sufficiently far
in advance to ensure the availability of the engineer.
LU
PROP.
38' TRENCH
w. 8' EFF. GVL.
PROP.
1250-GALLON
SEPTIC TANK
SITE FOR SIMILAR
REPL. TRENCH
w. LIFT STATION
ALPS AVENUE
SEPTIC
SYSTEM
LOT2
EXISTING
HOUSE
/
/
PVT.
VVELL
HSE.
,,.:, HOUSE
LOT 3
R= 100'
i C~4/XLE~ coUR'~
100-FOOT · ', \ ", SEPTIC o~
' ; \ \ \ o SYSTEM ~
OFFSET ,: , ', .
: ' ~ ; "-o '
:.' · , ',, / ~ ....
CREEK ;/ ': i~ / ~ .....
// [i ........... LOT-5 .................
LOT 4
.............. V NOTE: 4-FOOT CONTOURS FROM 1974 MUNI TOPO MAP.
ACTUAL SWALE EXTENDS FURTHER TO EAST WITH
....................................... STEEPER SLOPE DESCENDING FROM NORTHEAST ...........................
GROUND @ T.H.#1 IS APPROX 12' LOWER THAN ~ T.H.#2
NOTE: ALL LOTS IN THIS
SUBDIVISION (WITH THE
EXCEPTION OF LOT 1)
ARE SERVED BY A CLASS "A"
COMMUNITY WATER SYSTEM.
THE CLASS "A" VVELL IS
LOCATED AT THE EAST
END OF CHALET COURT
WHICH IS >200 FEET FROM
ANY POINT ON LOT 3
LOT 3, CHALET TERRACE SID
PROPOSED SEPTIC SYSTEM
SITE PLAN
FLATTOP TECHNICAL SERVICES
14530 ECHO CANYON ROAD
ANCHORAGE, ALASKA 99516
1 INCH = 40 FEET
DRAVVN BY TFM
REV. OCT., 2010
NOTE: THIS IS NOT A SURVEYED PLAT.
ALL LOCATIONS SHOWN ARE APPROXIMATE.
4" DIA. F-810 PERF. PIPE -~ ~ "A"
38-FOOT LONG
SOIL ABS. TRENCH
w. 8' EFF. GVL
C.C.
1250-GALLON
SEPTIC TANK
4" D-3034 WASTE LINE
FROM HOUSE
NOTES: TRENCH MUST BE LOCATED 100'+ FROM EDGE OF CREEK, 10'+ FROM HOUSE & 2'+ FROM PROP. LINE.
SEPTIC TANK MUST BE LOCATED 5'+ FROM TRENCH AND 100'+ FROM CLOSEST EDGE OF CREEK
PLAN VIEW
SCALE 1" = 10'
LOCATION OF TEST HOLE #2
FINAL GRADE
ORIGINAL GROUND @ 45%
IMAGINARY LINE SLOPING @ 25%
STARTING 2' ABOVE TOP GRAVEL
3
1
CLEANOUT ,
i 1250-GALLON
i SEPTIC TANK
"~'"'----TEST HOLE #1
BOTTOM OF EXCAVATION
~. _..__, ~--~RC)HNDWATER @ 9' B.G.L. @ 7' ABOVE WATER IN T.H. #1
ORIGINAL GROUND
FABRIC
F-810 PERF. PIPE
1/2" - 2 1/2' SEWER
GRAVEL
38-FOOT LONG
TRENCH
w. 8'EFF. GVL
CROSS SECTION "A - A"
SCALE: 1" = 10'
LOT 3, CHALET TERRACE
PROPOSED SEPTIC SYSTEM
PLAN AND CROSS-SECTION
14530 ECHO CANYON ROAD i DRAWN BY: TFM
ANCHORAGE, AK, 99516 I SEPTEMBER, 2010
TEST HOLE #1
FLATTOP TECHNICAL SERVICES
14530 ECHO CANYON ROAD
ANCHORAGE, ALASKA 99516
SOILS LOG -- PERCOLATION TEST
LEGAL DESCRIPTION: _.~P~.3_ Chalet
DATE PERFORMED: August 26,~201
PERFORMED FOR: ._ Adam Raszewsk
DEPTH --
(feet)
1
12
13
14-~
15
16'
17 --I
19
20
Pt.
GP Coarse sandy gravel
ML Silt lens
GP Sandy gravel w. water
SLOPE
, ,! ........... i ...... i .............
..? ........................... ~
SITE PLAN
'50
33
', LOT 3
", CHALET
",, TERRACE ~,,
Depth to Groundwater I Date
] ~ . I - .. I Clock i Net Time i Percometer
ua~e ~eaa~ng ~
Time (m nutes) ! Reading I (inches)
i'~i2~-! ..... 5~ailonP-r-e-s0~k~ 11:~;1 -1 [ 2i 1/2
PERCOLATION RATE. _ ~_<! (minutes/inch) PERC HOLE DIAMETER 7"
TEST RUN BETWEEN___4..__0 FT AND 4_.5 FT
COMMENTS: __T_.e~.t_ b..o!9!ocated at bo_ttomp_f.~Je app[oximate~_l_¢..f.e~_tAo_uth o[t_oepf slo~pe_ ._._~5~ a!!on presoak_wat_er absorbed w_ithin .~1 .minute.
Gravel stratum d_o_es_i~cl.ude.a sign ficant_sand_fraction which s_ho._uJd_p~.oy d~ excel ent tr_eatmen, t_~[ wastewater_
FLATTOP TECHNICAL SERVICES. I _ ~_.~..~_ __ CERTIFY THAT THIS TEST WAS PERFORMED IN
PERFORMED
BY
ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE. DATE: ~ ~' ~ ~ _ &g::~ ..............
TEST HOLE #2, 2a
FLATTOP TECHNICAL SERVICES
14530 ECHO CANYON ROAD
ANCHORAGE, ALASKA 99516
SOILS LOG -- PERCOLATION TEST
LEGAL DESCRIPTION: Lo_t 3, Chalet~erface
DATE PERFORMED: August
PERFORMED FOR: Adam Raszewski
DEPTH
(feet)
1
11
12
Pt.
NOTE: TEST HOLE # 2 WAS
RE-EXCAVATED ON 9/28/10 AS T.H. #2a.
2nd MONITOR TUBE INSTALLED
APPROX 6' SOUTH OF ORIG. MT.
BOTTOM OF NEW M.T. IS APPROX.
22 FT. BELOW GROUND AT LOW
SIDE OF ORIG T.H. #2, VVHICH IS
APPROX. 25.0 FT. BELOW GROUND
HIGH SIDE OF ORIG. T.H. #2.
GP Sandy, cobbley gravel
SLOPE
SITE PLAN
5O
41 :: '~.
"", "",
Depth to Groundwater Date
.... ............ ............
Higher sand
fraction near
bottom
B.H. (ORIG. T.H.#2)
~ . ! _ _. Clock Net Time Percometer Net Drop
ua[eI ~eamng .
Time ~_ (minutes) Reading (inches)
L~ - ~3-~ii~ p~e~b~k /-'-~,~-~O i ........... ~.6'
21 @ 24.5' PERCOLATION RATE ..~ _<~1 ___ (minutes/inch) PERC HOLE DIAMETER 7"
REL TO HIGH SIDE T.H#2
TEST RUN BETVVEEN_._2_,.~ FT AND ......... 3.0 FT
25 B.H. (T.H. #r2a) ELEV. REL. TO
HIGH SIDE OF TH. ~
COMMENTS:_Test bole excavated_parallel t~ side~hill with monitor tube..o~n Jower_side_o~f excavati_o~._. Pre-soak ._wate~ abso_~ in ! minute
Grayel.stratum do_es, ioclude a s_ignifl~ntsaod fract on wb cb.shouldpm~ de_exce ent tmatment_o_fwastewater ...........................
PERFORMED BY FLATTOP TECHNICAL SERVICES. I ___~'-..~_.__~ ....... CERTIFY THAT THIS TEST WAS PERFORMED IN
ACCORDANCE WITH ALL STATE AND MUNICIPAL GUIDELINES IN EFFECT ON THIS DATE. DATE: ! ~, ~ ~
I I=I ,,MI Laboratory Test Results
R&M Consultants, Inc. 9101 Vanguard Dr., Anchorage, A1(99507, (907)522-1707, Fax (907)533-3403
Client .& Sample Information
. .~.... Cli. pp.t': Fla.,flopTechnical Services.
Client Address: Anchorage, Ak
Sampled From: NA
Source: NA
Lab # 14301
Field #:
; . Project: Lot #3 Chalet Terrace
Material/use:' Gradation.*" "
Test Location: NA
Sampled By: Ted Moore Date Sampled: NA
Depth: NA Quantity Rep: NA
PO Number:
Laboratory Sample Data
Received By: R. McCormick Date Received: 9/30/2010
R&M Project No: 1250.03 Lab No: 1430
Tech Assigned: JCW
Date Completed: 10/512010
Agg'mgate.. ..SOi!s'-Classification',, Atterbem? SpG, etc.
Grain Size Distribution R&M performs sieve analyses using one or more of the followingtest methods (whichever apply}:
Sieve Indv. Cum. Spec. P200 Wash: ASTM-C117 or D1140 or AASHTO-T11; Standard Gradation Only. ASTM-C136 or
% Ret.% PaSS AASHTO-T27 or T88; Gradation wi Hydrometer. ASTM-D422 or ATM T-l; Sieve Analysis of
6" Mineral filler for Asphalt: ASTM-D546 or AASHTO-T37; Sieve Analysis of Extracted Aggregate:
5" ASTM-DSdd~. or AASHTO-T30
4"
GRAIN SIZE DISTRIBUTION CHART
2" 14.1 86
1" 11.8 74 = ~0 IIIIll
1/2" 7.2 61 ~- ~JJjJJ II Iltll IIIII i IJli~..._i Hill IHII
3/8" 4.3 57 o . IJl~ llJll !1111 I IIIII
5/16" ~ooo ~oo ~o ~P~U~,.~E Cmm~ 0.~ 0.0~ 0.00~
'1/4" J ASTM-USCS Cla$slflcatio~ J
~ra~el Sa~ S~ Clay
= uscs~ I uscs~ uscs~ uscs~: uscs ,u~*ro~ ~smo j ~ ~ ~s~ro
1
1
.3
34
' B~ulde~&Cot~e$ ! ~raval i Sa~tl $11tC~r Class~C~a~len BeuMer~&Ceb~e~ %GreeMJ %Sand ;%$,~Clay Cla~llfl~.lflOm
#16 7.1 24
#20 4.0 20 Test Methods used are as follows: Chart for Coefficients of CurvatUre and Uniformity ........ J
#30 3.9 16 D,. D., Dao, D,o, Cc, Cu- ASTM D2487 D,oo D~o I D~o I D,o Cc j 9.C o
#40 3.2 13 AtterbergLimits-ASTMD421, D2217, D4318or 62.5 11.7 1.88 0.3 1.026 3 3
#50 2.7 10 MSHTO T87, T89, T90, T146;
~I~'IX~ ctrcv~ ~11ila~. D~O, D~0 a~d 0t 0 = pa~k:~e dlamele¢ (mm) con~ to
#60 1.2 g Specific Gravity- ASTM C127, C128, D854 or
//70 Fineness Modulus- ^STM C136 or AASHTO T27
#80 Specific Gravity
#100 2.6 ' 6 Coarse I Fine
#140 1,1 5 Atterberg Limits' Actual spec.! Actual' spec.
#20O 0.8 4,4' Prep: Wet Dry Spec. Bulk: Bulk:
.02mm LL Bu~k SSD: Bulk SSD:
#~#### PL Apparent: Apparent:
###### PI Absorption: Absorption:
Fineness Modulus: More Test Results on the Following Page ·
Atterberg Limits.
Prep: Wet Dry Spec.
LL
PL
PI
Specific Gravity
Coarse Fine
Actual spec. J Actual spec.
Bulk: Bulk:
Bulk SSD: Bulk SSD:
Apparent: Apparent:
Absorption: Absorption:
Page 1 of 2
,I I=l,ff,,M I Laboratory Test Results Lab # 1430I
R&M Consultants, Inc. 9101 Vanguard Dr., Anchorage, AK 99507, (907) 522-1707, Fax (907) 533-3403
Density, Moisture, Unit Weight, etc.
R&M uses the following methods for these tests:
Proctor: ASTM-D698 or D1557 or D4718 or AASHTO-
T99 or T180 or T224 or T272; Moisture: ASTM-C566
or D2216 or AASHTO-T217 or T255 or T265; Unit
Weight of Aggregate: ASTM-C29 or AASHTO-T19;
Brass Liner Dry Density:. ASTM-D2937
Density {SLD~¢~)
Natural Density(BLDD)
Max Dry Density
Corr. Max Density
Moisture
Natural Moisture
3.1%
Optimum Moisture
Corr. Opt. Moisture
Density - Vibratory Table (D4253)
Maximum Index Density:
eight Unit Weight
I_°0se:1 jWeight Rodded:I
Field #: NA
1.2
MOISTURE DENSITY RELATIONSHIP
0.4
0.2
o.o
3.0% 5.0% 7.0% 9.0% 11.0%
Moisture Content
, / Proctor Points i .........
Aggregate Quality (Degradation, LA Abrasion, Sodium Sulfate)
R&M performs aggregate quality tests using the following methods (whichever apply): Degradation: ATM-T13; LA Abrasion:
ASTM-C131 or C535 or AASHTO-T96; Sodium Sulfate: ASTM-C88 or AASHTO-T104
~-~l--D-~i I [ I LAAbrasion ISodiumSulfatel ' t .I t
Fracture, SE, Organic, pH, Friable Particles, etc.
Test Methods Used are as follows: Sand Equivalent: ASTM-D2419 or AASHTO T176; Organic Content: ASTM-D2974 or
AASHTO~T267; pH Level: ASTM-D4972 or AASHTO T-289 or ATM-T29; Friable Particles: ASTM-C142 or AASHTO-T112;
Uncompacted Voids: ASTM-C1252 or AASHTO-T304; Permeability:. ASTM-D2434 or AASHTO-T215
Actual Spec.
Sand Equivalent Value:
Organic Content:
pH in H20:
pH in CaCl2:
Friable Particles:
Uncompacted Voids:
Permeability:
Fracture Count
Size 1 Face, Spec, 2Face Spec,
i"- 3/4"
3/4" - 3/8"
3~8" - ~H
fl4 -#10
Combined
ASTM DESCRIPTION: Well-graded gravel with sand
REMARKS:
More Test Results on the Previous Page
Checked By: Ryan J. McCormick
Signed By:
Richard S. Giessel P.E., Construction Services Manager
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