HomeMy WebLinkAboutBuilding Permit 14. 1180 Cont Page 4 of 6 TFP176
Installation ARROW MUST
POINT AWAY
The Series TY-FRB Sprinklers must 7/16" FROM AND BE
be installed in accordance with the fol- ESCUTCHEON (11,1 mm) PERPENDICULAR
lowing instructions: PLATE SEATING „** NOMINAL TO THE BACK
SURFACE NPT MAKE-IN WALL SURFACE1
NOTES
Do not install any bulb type sprinkler if _ *6
the bulb is cracked or there is a loss of J-���1 "'S�'
} T1s►:
liquid from the bulb. With the sprinkler ��� I '�1 , 5
held horizontally, a small air bubble 2-3/16" 2-3/166
should bepresent. The diameter of the t _ 55,6 mm iii
(55,6 mm) /A`�1� ( ) I 4
air bubble is approximately 1/16 inch(1,6 mm) for the 135°F/57°C to 3/32 inch (2,4 mm) for the 286°F/141°C 38,1mm)/ J$1WRENCH !�"1. 11P y a 2
temperature ratings. ( FLATS 7 ,'�
A leak tight 1/2 inch NPT sprinkler joint A•�— 1
should be obtained with a torque of 7
to 14 ft.lbs. (9,5 to 19,0 Nm).A maxi- SHOWN SHOWN CROSS
mum of 21 ft. lbs. (28,5 Nm)of torque PENDENT UPRIGHT SECTION
may be used to install sprinklers with
1/2 NPT connections. Higher levels of
torque may distort the sprinkler and 1-Frame 3-Sealing 4-Bulb 6-Deflector
cause leakage or impairment of the 2-Button Assembly 5-Compression 7-Ejection Spring
sprinkler. Screw
Do not attempt to make-up for insuffi-
cient adjustment in the escutcheon * Temperature rating is indicated on deflector or adjacent to orifice seat on frame.
plate by under- or over-tightening the **Pipe thread connections per ISO 7/1 can be provided on special request.
sprinkler. Readjust the position of the
sprinkler fitting to suit. FIGURE 2
The Series TY-FRB Horizontal and 5.6 K-FACTOR QUICK RESPONSE
Vertical Sidewall Sprinklers must be SERIES TY-FRB VERTICAL SIDEWALL(TY3431)SPRINKLERS
installed in accordance with the follow-
ing instructions.
Step 1. Horizontal sidewall sprinklers
are to be installed in the horizontal
position with their centerline of water- Step B.After installing the Style 10 or
way perpendicular to the back wall and 20 Mounting Plate over the sprinkler Care and
parallel to the ceiling.The word"TOP" threads,hand tighten the sprinkler into
on the Deflector is to face towards the the sprinkler fitting. Maintenance
ceiling. Step C. Tighten the sprinkler into the
Vertical sidewall sprinklers are to be sprinkler fitting using only the W-Type Theeai Series dTand servicedR Sprinklers in accord-
installed -
in the pendent or upright po- 7 Recessed Sprinkler Wrench (Ref. an maintained and inio :
sition with the arrow on the Deflector Figure 6). With reference to Figure 1, ance with the following instructions:
pointing away from the wall. the W-Type 7 Recessed Sprinkler NOTES
Step 2. With pipe thread sealant ap- Wrench is to be applied to the sprinkler Before closing a fire protection system
plied to the pipe threads, hand tighten wrench flats. main control valve for maintenance
the sprinkler into the sprinkler fitting. Step D. After the ceiling has been in- work on the fire protection system that
stalled or the finish coat has been ap- it controls, permission to shut down
Step 3. Tighten the sprinkler into the plied, slide on the Style 10 or 20 Clo- the affected fire protection system
sprinkler fittBring using only the ure 5) sure over the Series TY-FRB Sprinkler must be obtained from the proper
6 Sprinkler Wrench (Ref. Figure the and push the Closure over the Mount- authorities and all personnel who may
With prefer Sprinklerpri to Figure Wrench1 or 2, ing Plate until its flange comes in con- be affected by this action must be no-
w-Type 6 is to be tact with the ceiling titled.
applied to the wrench flats.
Series Recessed The owner must assure that the sprin-
TheetS Series
TY-FRBl Sprinklers must Hori-bklers are not used for hanging of any
zoinstalled in accordancepwithethe follow-tobjects; otherwise, non-operation in
ing instructions.dnthe event ofafireorinadvertent opera-
tion may result.
Step A. Recessed horizontal sidewall Absence of an escutcheon, which is
sprinklers are to be installed in the used to cover a clearance hole, may
horizontal position with their centerline delay the time to sprinkler operation in
of waterway perpendicular to the back a fire situation.
wall and parallel to the ceiling. The
word"TOP"on the Deflector is to face Sprinklers that are found to be leaking
towards the ceiling. or exhibiting visible signs of corrosion
TFP176 Page 5 of 6
y5/8±1/4" �,
(15,9±6,4 mm)
FACE OF WRENCH RECESS
MOUNTING (END"A"USED FOR
SURFACE ----- SPRINKLER ^ 1/2"NPT MODELS)
FITTING
FIGURE 5
CLOSURE / —
I W-TYPE 6 SPRINKLER WRENCH
! 1- 2-7/8"DIA. WRENCH
(73,0 mm) RECESS
SERIES
TY-FRB 1 ' 2-1/4"DIA.
Li 4110 (57,2 mm)
MOUNTING i P:. 1Willi
PLATE
1/8" PUSH WRENCH
(3,2 mm) IN TO ENSURE
ENGAGEMENT
1-1/4"(31,8 mm) 3/4"(19,1 mm) WITH SPRINKLER
WRENCHING AREA
3/4"(19,1 mm) 1/4"(6,4 mm)
FIGURE 3 FIGURE 6
SERIES TY-FRB RECESSED HORIZONTAL SIDEWALL SPRINKLER W-TYPE 7 RECESSED
WITH TWO-PIECE 3/4 INCH TOTAL ADJUSTMENT SPRINKLER WRENCH
STYLE 10 RECESSED ESCUTCHEON
1/2±1/8" must be replaced.
y
(12,7±3,2 mm) Automatic sprinklers must never be
painted, plated, coated or otherwise
MOUNTING FACE OF altered after leaving the factory.Modi-
SURFACE SPRINKLER fled sprinklers must be replaced.
FITTING Sprinklers that have been exposed to
corrosive products of combustion, but
A have not operated,should be replaced
:r
't if they cannot be completely cleaned
CLOSURE by wiping the sprinkler with a cloth or
by brushing it with a soft bristle brush.
�= 2-7/8"DIA.
��- 111
(73,0 mm) Care must be exercised to avoid dam-
SERIES age to the sprinklers- before, during,
TY-FRB I�-���III 2-1/4"DIA. and after installation. Sprinklers dam-
' (57,2 mm) aged by dropping, striking, wrench
twist/slippage, or the like, must be re-
`� I placed. Also, replace any sprinkler
MOUNTING that has a cracked bulb or that has lost
PLATE Ira liquid from its bulb. (Ref. Installation
• Section).
Frequent visual inspections are rec-
1/8" ommended to be initially performed for
corrosion resistant coated sprinklers,
(3,2 mm)(31,8 mm) after the installation has been com-
1-1/4" " pleted,to verify the integrity of the cor-
rosion resistant coating. Thereafter,
1"(25,4 mm) 1/4"(6,4 mm) annual inspections per NFPA 25
should suffice; however, instead of in-
FIGURE 4 specting from the floor level,a random
SERIES TY-FRB RECESSED HORIZONTAL SIDEWALL SPRINKLER sampling of close-up visual inspec-
WITH TWO-PIECE 1/2 INCH TOTAL ADJUSTMENT tions should be made, so as to better
STYLE 20 RECESSED ESCUTCHEON determine the exact sprinkler condi-
tion and the long term integrity of the
Page 6 of 6 TFP176
P/N 57 - XXX - X - XXX
I I
SPRINKLER TEMPERATURE
MODEL/SIN RATING
378 HORIZONTAL SIDEWALL TY3331 1 NATURAL BRASS 135 135°F/57°C
375 VERTICAL SIDEWALL TY3431 4 WHITE POLYESTER 155 155°F/68°C
3 WHITE RAL9010)* 175 175T/79°C
9 CHROME PLATED 200 200°F/93°C
7 LEAD COATED 286 286°F/141°C
TABLE C *Eastern Hemisphere sales only.
PART NUMBER SELECTION
SERIES TY-FRB HORIZONTAL AND VERTICAL SIDEWALL SPRINKLERS
corrosion resistant coating, as it may standards of any other Authorities
be affected by the corrosive conditions Having Jurisdiction. Materials found Ordering
present. by TFBP to be defective shall be either
repaired or replaced, at TFBP's sole Procedure
The owner is responsible for the in- option. TFBP neither assumes, nor
spection,testing, and maintenance of authorizes any person to assume for it, When placing an order, indicate the
their fire protection system and de- any other obligation in connection with full product name. Refer to the Price
vices in compliance with this docu- the sale of products or parts of prod- List for complete listing of Part Num-
ment, as well as with the applicable ucts.TFBP shall not be responsible for bers.
standards of the National Fire Protec- sprinkler system design errors or inac- Contact your local distributor for avail-
tion Association (e.g., NFPA 25), in curate or incomplete information sup- ability.
addition to the standards of any other plied by Buyer or Buyer's repre-
authorities having jurisdiction. The in- sentatives. Sprinkler Assemblies with NPT
stalling contractor or sprinkler manu- In no event shall TFBP be liable, in Thread Connections:
facturer should be contacted relative contract, tort, strict liability or under Specify: (Specify Model/SIN), Quick
to any questions. any other legal theory, for incidental, Response, (specify K-factor), (specify
It is recommended that automatic indirect,special or consequential dam- temperature rating), Series TY-FRB
sprinkler systems be inspected, ages,including but not limited to labor (specify Horizontal Sidewall or Vertical
tested, and maintained by a qualified charges, regardless of whether TFBP Sidewall) Sprinkler with (specify type
Inspection Service in accordance with was informed about the possibility of of finish or coating), P/N (specify from
local requirements and/or national such damages, and in no event shall Table C).
codes. TFBP's liability exceed an amount
equal to the sales price. Recessed Escutcheon:
Limited The foregoing warrantyis made in lieu Specify: Style (10 or 20) Recessed
of any and all other arranties. ex- Escutcheon with(specify*)finish, P/N
(specify ).
Warranty press or implied. including warranties
of merchantability and fitness for a par- *Refer to Technical Data Sheet TFP770.
Products manufactured by Tyco Fire& ticular purpose.
Building Products (TFBP) are war- This limited warranty sets forth the ex- Sprinkler Wrench:
ranted solely to the original Buyer forclusive remedy for claims based on Specify: W-Type 6 Sprinkler Wrench,
ten(10)years against defects in mate- failure of or defect in products, materi- P/N 56-000-6-387.
rial and and
workmanshiperlyneaand maiwhen ntained aid for als or components, whether the claim Specify: W-Type 7 Sprinkler Wrench,
is made in contract, tort, strict liability P/N 56-850-4-001.
under normal use and service. This or any other legal theory.
warranty will expire ten (10) years
from date of shipment by TFBP. No This warranty will apply to the full ex-
warranty is given for products or corn- tent permitted by law.The invalidity,in
ponents manufactured by companies whole or part, of any portion of this
not affiliated by ownership with TFBP warranty will not affect the remainder.
or for products and components which
have been subject to misuse,improper
installation, corrosion, or which have
not been installed, maintained, modi-
fied or repaired in accordance with ap-
plicable Standards of the National Fire
Protection Association, and/or the
TYCO FIRE&BUILDING PRODUCTS,451 North Cannon Avenue,Lansdale,Pennsylvania 19446
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ARCHITECTURE S:TRUCTU.RAI. ENGINEERING' '4137,:.',:''CTURAL ONL
SUBGRADE EXPLORATION
FOR
ACE HARDWARE
Prior Lake,Minnesota
Allied Project No. 14053
October 10,2014
INTRODUCTION
This report presents the results of subgrade exploration performed for Ace Hardware. This work
was requested byMr. Bernie Mahowald of Mahowald Builders on October 1, 2014 and authorized
by the same on October 2,2014. Our work was performed as described in our proposal for subgrade
exploration dated October 1,2014.
PROJECT INFORMATION
The project site is a commercial lot with an existing hardware store located at 16820 Duluth Avenue
SE, Prior Lake, Scott County, Minnesota. An outside storage building addition is proposed.
BORING LOCATION AND ELEVATION
The boring was located as shown on the site plan included in the appendix. The ground elevation at
the boring location was not determined, so an elevation of 100.0 was assumed.
FIELD EXPLORATION
One Standard Penetration Test(SPT) boring was put down to a depth of 20 feet. The boring was
put down in accordance with ASTM 1586-84: "Standard Method for Penetration Test and Split-
Barrel Sampling of Soils". Using this procedure, a 2" O.D. split barrel sampler is driven into the
soil by a 140-lb weight falling a distance of 30 inches. After an initial set of 6", the number of
blows required to drive the sampler an additional 12 inches is known as the standard penetration
resistance or N-value. The N-value provides an indication of the relative density of cohesionless
(coarse grained) soils or of the-consistency of cohesive(fine-grained) soils.
As the samples were obtained in the field, they were visually and manually classified.
Representative portions of the samples were then sealed in clean glass soil jars and returned to
the laboratory for further examination and verification of the field classification. The recovered
soil samples were classified in accordance with the Unified Soil Classification System, ASTM D:
2488-84. A chart illustrating this classification method is included in the appendix to this report.
Logs of the test borings indicating the depth and identification of the various strata, measured
penetration resistances, soil classifications and the results of water level checks are included in
the appendix to this report.
SUBSURFACE CONDITIONS
Boring 1 consisted 3.5 inches of asphalt pavement and 9.5 inches of class 5 aggregate, underlaid by
slightly organic sandy clay to at least 1.5 feet of depth, slightly organic clayey sand from at least 2.5
feet to 3.9 feet of depth, clay to at least 4 feet of depth, clayey sand from at least 5 feet to at least 6.5
feet of depth,clay with saturated sand seams from at least 7.5 feet to at least 9 feet of depth, clayey
sand from at least 10 feet to 10.25 feet of depth, medium sand with clay to at least 11.5 feet of
depth, silty very fine sand from at least 12.5 feet to at least 16.5 feet of depth, and silty sandy clay
from at Ieast 20 feet to 21.5 feet of depth.
2
•
N-values ranged from 5 to 16, indicating that the soils ranged from,medium to very firm in
consistency. N-values of below 6 are considered low. There were two N-values of 5 at 7.5-9 feet
and at 10-11.5 feet of depth.
Water was found in boring l at 8.0 feet. It should be noted that sufficient time may not have elapsed
for equilibrium conditions to have been achieved in the open bore hole. Groundwater conditions
may vary both seasonally and annually, based on precipitation amounts, patterns and both surface
and subsurface drainage in the local area.
Included in the appendix to this report are logs of the test boring, which describe the conditions,
encountered at the drilling location. The depth of the individual strata of soil may vary at and
between the drilling locations due to unsampled intervals, the occurrence of transitions between
soil layers and the natural variability of the subsurface conditions.
CONCLUSIONS AND RECOMMENDATIONS
Organic topsoil, peat, organic soils, and any soft soil layers, which may be encountered, should
not be relied upon for support of the proposed footings,slabs or controlled fills that will support
these elements. These materials should be removed and replaced below the proposed structure.A
qualified soil technician should examine the excavated areas before suitable fill material is
placed. ITCO Allied Engineering can provide this service during construction.
It should be possible to provide support for the planned structure with conventional concrete
footing foundation systems. If unsuitable soils are encountered, these can be corrected by using
excavation and controlled refilling procedures together with an observational approach. This
would require excavation in order to prepare for the placement of controlled fill to make grade
for concrete for footings or slabs.
The non-root infested and inorganic on-site soils would generally be suitable for reuse as
controlled and compacted fill material. The topsoil or other materials, which would not be
•
suitable for use as controlled fill, may be able to be used as surface fill in the lawn and
landscaping areas. Additional recommendations are presented in the following sections:
I. EXCAVATION
In general, grubbing and stripping operations should remove all significantly organic or root
infested soils from the areas to be worked. Frozen material, soft consistency clays or otherwise
unsuitable soil and debris should be removed. Where undocumented fill or otherwise unsuitable
soils are exposed in the base of excavations, which will support slabs, pavements or footings,
these materials should also be removed. Frozen soils resulting from frost penetration may turn
soft upon thawing and would need to be removed.
For the support of fill sequences, slabs, or footings it will be important to-remove unsuitable soils
prior to the placement of the controlled and compacted fill to make grade for concrete
foundations and slabs. Once the organic topsoil layers have been removed, the completed
excavations should be observed by an experienced soil engineer or technician and the conditions
judged to be suitable prior to the placement of controlled and compacted fill to make grade for
concrete footings or slabs.
2. FOUNDATIONS
It should be possible to provide support for concrete footing foundations systems using
excavation and controlled filling procedures. As mentioned previously, the topsoil, peat, organic
silt, organic clay, soft clay, and any uncontrolled fill encountered during the excavation work
should not be relied upon for support of footings, slabs or controlled fills which will support
these elements. It will be important to monitor the conditions exposed in the excavations during
the construction work prior to the placement of fill, if needed, to make grade for concrete for
footings or slabs. The completed excavations for the footings should be examined by an
experienced soil engineer or technician prior to the placement of footings or fill. ITCO Allied
Engineering Co. is capable of and available to do this work.
4
Once the recommendations presented in this report have been implemented, a net allowable
bearing pressure of 1500 pounds per square foot may be utilized for the proportioning of
individual footings. In designing the footings, it is recommended that they be designed to exert
approximately equal pressures to the bearing strata. This should limit total and differential
settlements to 1" and 1/2" respectively. Due to the lower soil bearing capacity it is recommended
that the footings be increased to 3 feet in diameter. The structural engineer for the project should
be contacted to discuss this change.
For frost protection, we recommend that footings in unheated areas be placed at a depth of 48
inches below finished grade. For decks and porches it is recommended that this be increased to
60 inches if the soil is frost susceptible. In heated portions of the buildings where frost
susceptible materials are absent, a depth of 42 inches would be adequate. Where full or partial
basements are utilized, frost depths for garage areas and porch structures should be maintained as
outlined above
3.FILL PLACEMENT
In the event that unsuitable soils are encountered and need to be replaced, the fill material should
be mineral soil, preferably granular, and free of debris, boulders and organic material. The non-
organic on,site soils would be suitable for reuse as controlled fill material provided that they are
dry enough to meet compaction requirements. It may be difficult to dry wet soils sufficiently and
it may be necessary to replace some of this material with off site material.
Fill should be placed and compacted in a manner that will allow complete compaction of the
entire fill layer to a minimum of 95% of the Standard Proctor Density according to ASTM D:
698 in the building pad area. Required compaction should be increased to 98% for the top 4 feet
of fill below final grade and below all footings. For roadway construction, the top 3 feet of
roadway subgrade should be compacted to 100%o. A minimum of one representative field density
test should be performed for each two feet of fill placed at a time in a given work area. Density
tests in mass fill areas should be performed at a rate judged sufficient to represent the fill
5`
sequence as a whole. Where sand fills are to be compacted, smooth "drum type vibratory
equipment would be preferred, however, a sheepsfoot roller with shortwide pads may provide
adequate compaction.
Fill areas should be properly oversized to provide for adequate distribution of the imposed loads.
The fill supporting structural elements should extend at least one foot horizontally beyond the
structure, slab or edge of the footing. Fill surfaces should extend downward and outward on a 1:1
slope to competent soil. If the till slope is unconfined by other soils, the downward and outward
slope should be flattened and stabilized. Also,no unremedied excavations should be carried out
within the fill oversize areas.
6. FINAL SITE TOPOGRAPHY
The final soil surfaces should be graded to provide adequate drainage away from structures and
pavements in order to minimize deleterious effects associated with water infiltration. The areas
adjacent to footing walls should be adequately compacted(not loosely placed) and provided with
drainage outlets to avoid this zone acting as a "sump" and creating nuisance water conditions.
Compliance with the building code provision for positive surface drainage away from the
structure should also aid in reducing the quantity of infiltration into the backfill zones adjacent to
foundation walls.
STANDARD OF CARE
The recommendations contained in this report are professional opinions. These opinions were
arrived at in accordance with generally accepted engineering practices currently in use at this
time, location and for projects of this type. Other than this, no warranty is implied or intended.
Soil samples recovered from the test borings will be retained in our offices for a period of thirty
days from the date of this report. After that time they will be discarded unless prior written
instructions to the contrary are received.
6
I hereby certify that this report and/or specification has been prepared by me or under my direct
supervision and that I am a duly registered Professional Engineer under the laws of the State of
Minnesota. If you have any further questions or we can be of any further assistance, please do
not hesitate to phone or write.
ITCO ALLIED ENGINEERING COMPANY
Robert Sullentrop, P.E.
Minnesota Registration No. 17823
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ITCO ALLIED ENGINEERING CO LOG OF BORING B-1
Sheet 1 of 1
Project: Ace Hardware DRILLER Joe
TECHNICIAN Joe
BORING NO./LOCATION B-1 DRY ON COMPLETION? No
DATE October 9,2014 SURFACE ELEV. 100.0 FT. WATER LEVEL DATA{IF APPLICABLE)
REFUSAL: No DEPTH FT ELEV. FT. DRILLING: DEPTH 8.0 FT,
SAMPLED 21.5 FT. 6.6 M ELEV. 92.0 FT.
BORING TIME: 1:30 PM After 24 Hrs DEPTH FT.
ELEV. Fr.
BOTTOM OF HOLE DEPTH 20.0 Fr. ELEV. 80.0 Fr,.
BORING ADVANCED BY: POWER AUGERING X
STRATUM DEPTH SAMPLE DEPTH FIELD RESULTS LABORATORY
SAMPLE.. SAMPLE RESULTS
FROM TONUM9ERTYPE STRATUM DESCRIPTION
:
FT. I. II ELEV. FT. FT. N-Value Op LL PI %M
0.0 100 _ 3,5"Asphalt Pavement
-
0.0 1.5 .1 Grab 9.5"Class 5 Aggregate
Dk Brn Slightly Org Sandy,Clay,CL
/5 - 97.5 -
Bluish Grey Slightly Organic
- 2.5 4.0 2 SS 7 _ Clayey Sand,SC
1"Bluish Grey Clay, CL
50 - 95.0
Moist Bluish Grey Clayey Sand,SC
5.0 6.5 3 SS 6 - W/Trace Roots
7.5 - 92.5 - - Wet Bluish Grey Clay W/Medium
- 7.5 9.0 4 SS 5 to Coarse Saturated Sand Seams, CL
10.0 - 90.0 _
3"Wet Bluish Grey Clayey Sand, SC
10.0 11.5 5 SS 5 Wet Grey Medium Sand
W/Clay. SR-SC
-
12.5 - 87.5 - Wet Grey Silty Very Fine Sand,SM
12.5 14.0 6 SS 10
15,0 - 85.0 -
15.0 16.5 7 SS 9
20.0 80.0 Wet Grey Silty Sandy Clay,CL
20.0 21.5 8 SS 16
REMARKS.
ALLIED TEST DRI1.I LNG COMPANY SOIL CLASSIFICATION SYSTEMS
Unified Soil Classification System ASTM: 1) 2488-84 '
Group Typical Group Names
Major Divisions Symbol •
GRAVELS Clean gravels GW Well-graded gravels, Well-grade gravel with sand'
5%passing No.
More than 50% 200 sieve GP Poorly-graded gravel. Poorly-graded gravel with sand'
COARSE- of coarse
GRAINED SOILS fraction retained Gravel with fines GM Silty gravel. Silty gravel with sand'
>12%passing ,
on No. 4 sieve No 200 sieve GC Clayey gravel. Clayey gravel with sand'
Granular soils
SANDS Clean sands SW Well-graded sand, Well-graded sand with gravel"
More than 50% < 5%passing No.
retained on the No. 50%or more of 200 sieve SP Poorly-graded sand.Poorly graded sand with gravel'
200 sieve coarse traction
passes No. 4 Sand with tries SM Silty sand, Silty sand with gravel'
sieve
>12%passing
No. 200 sieve SC Clayey sand. Clayey sand with gravel'��^
SILTS AND CLAYS ML Silt. Silt with sand'. Sandy silt"
FINE-GRAINED
SOILS Liquid limit less than 50 CL Lean clay, Lean clay with sand',Sandy lean clay"
Cohesive soils _ OL Organic silt. Organic clay
SILTS AND CLAYS MN Elastic silt. Elastic silt with sand', Sandy elastic silt'
50%or more
passes the No. 2018 Liquid limit more than 50 CH Fat clay. Fat clay with sand3
sieve
OH Organic clay. Organic silt.
HIGHLY ORGANIC SOILS PT Peat
Boundary classifications arc designated by dual group symbols. For example. (SP-SM) for Poorly-graded sand with silt.
'More than 15%sand "More than 15%gravel 315%to 30% retained on No. 200 sieve ''30%retained on No. 200 sieve
AASNTO Soil Classification System
Granular Materials Silt-Clay Materials
(35%or less oassj, No. 200 sieve), (>35%passing No. 200 sieve)
A_1 I A-2 A-4 A-5 A-6 A-7 A-8
-A-L-a A-1-b A-3 A-2-4 A-2-5 A-2-•6 A-2-7
Sieve Analysis:
Percent Passing
No. 10 50 max
No.40 30 max 50 max 51 min
No 200 15 max 25 max 10 max 35 max 35 max 35 max 35 max 36 min 36 min 36 min 36 min
Characteristics of
Fraction Passing No.40:
Liquid limit 40 max 41 min 40 max 41'min 40 max 41 min 40 max 41 min
Plastic limit 6 max NP 10 max 10 max 11 min 11 min 10 max 10 max 11 nun 11 min
Usual Types of stone fragments fine Peat,highly
silty or clayey gravel and sand silty soils clayey soils organic soils
Significant Constituents gravel and sand sand Fair to poor Urganic soils
General Subgrade Rating Excellent to good I