342 3Th Street, SE Shelter

ECS Project No. 37:2005 June 23, 2017

Page 10

We recommend heavy proofrolling with an approved piece of construction equipment be performed prior to slab construction operations; if soft or yielding materials are encountered during proofolling operations should be removed and replaced with engineered fill or additional stone prior to subsequent slab construction operations. If soft and/or yielding materials are encountered at depths greater than 4 feet below the top of slab elevation, a nonwoven geotextile designed for drainage and separation (such as Mirafi 160) can be placed to assist in stabilizing the subgrade soils, and the excavation can be backfilled utilizing engineered fill. Please see section 6.2.2 Compaction Operations of this report for additional recommendations.

The subgrade area should be observed by an experienced soil technician during the time of construction in order to identify any areas which may require undercutting. Some undercutting of the existing fills should be anticipated. The graphic below depicts our soil-supported slab recommendations:

Vapor Barrier Concrete Slab

Granular Capillary Break/Drainage Layer

?*1t!: Compacted Subgrade

Figure 5.1.2.1

1. Drainage Layer Thickness : 12 inches

2. Drainage Layer Material: AASHTO No. 57 Stone

3. Subgrade compacted to 95% maximum dry density per ASTM D698 and/or proofrolled natural soils

Settlement of a structure is a function of the compressibility of the onsite soils and the pressures induced on them . For the slab designed as recommended above, we estimate that total settlements will be less than 2 inches with differential settlements of less than 0.5 inches provided existing fills and any soft/wet materials are removed from under the proposed pad. These settlement estimates have been calculated based upon the assumed structural information, slab elevation, and the data obtained via subsurface exploration performed by ECS. If slab settlement of this order of magnitude is not acceptable, ECS should be contacted to provide additional recommendations for ground improvement or intermediate foundations such as helical piers to support the proposed pad.

342 3fh Street, SE Shelter

ECS Project No. 37:2005

6.0 SITE CONSTRUCTION RECOMMENDATIONS

6.1 SUBGRADE PREPARATION

6.1.1 Stripping and Grubbing

June 23, 2017 Page 11

The subgrade preparation should consist of stripping all existing building materials, vegetation, rootmat, topsoil, existing fills and any other soft or unsuitable materials from the 5-foot expanded slab on-grade limits. ECS should be called on to verify that topsoil, unsuitable surficial materials, and existing fills have been completely removed prior to the placement of Structural Fill or construction of the proposed slab on-grade

6.1.2 Proofrolling

After removing all unsuitable surface materials, cutting to the proposed grade, and prior to the placement of any structural fill or other construction materials, the exposed subgrade should be examined by the Geotechnical Engineer or authorized representative. The exposed subgrade should be thoroughly proofrolled with previously approved construction equipment; a vehicle with minimum axle load of 10 tons (e.g. fully loaded tandem-axle dump truck) will likely not be able to be utilized for proofrolling operations due to the size of the slab on-grade footprint and the site logistics. Therefore, an alterate vehicle/slab subgrade observation technique will be needed. The contractor should consult with the Geotechnical Engineer prior to mobilization to the project site. The areas subject to proofrolling should be traversed by the equipment in two perpendicular (orthogonal) directions with overlapping passes of the vehicle under the observation of the Geotechnical Engineer or authorized representative. This procedure is intended to assist in identifying any localized yielding materials. In the event that unstable or "pumping" subgrade is identified by the proofrolling, those areas should be marked for repair prior to the placement of any subsequent structural fill or other construction materials. Methods of repair of unstable subgrade, such as undercutting or moisture conditioning or chemical stabilization, should be discussed with the Geotechnical Engineer to determine the appropriate procedure with regard to the existing conditions causing the instability.

6.1.3 Site Temporary Dewatering

Based upon our subsurface exploration at this site, as well as experience on sites in nearby areas of similar geologic setting, we believe construction dewatering at this site will be limited to mainly removing accumulated ra in and other surficial water. Therefore, dewatering operations can most likely be handled by the use of conventional submersible pumps directly in the excavation or temporary trenches or French drains consisting of free draining granular stone wrapped in filter fabric to direct the flow of water and to remove water from the excavation.

Details of a typical french drainage installation are included in Appendix D. If utilized, the trench drain should consist of a filter fabric lined trench filled with No. 57 stone or equivalent open graded stone. A minimum of 4-inch diameter PVC pipe should be placed in the stone bed to enhance water flow. After this installation has been completed, the filter fabric should be wrapped over the top of the gravel and pipe whereupon placement of fill may proceed to grade.

342 3ih Street, SE Shelter

ECS Project No. 37:2005

6.2 EARTHWORK OPERATIONS

6.2.1 Structural Fill Materials

June 23, 2017

Page 12

Product Submittals: Prior to placement of Structural Fill, representative bulk samples (about 50 pounds) of on-site and off-site borrow should be submitted to ECS for laboratory testing, which will include Atterberg limits, natural moisture content, grain-size distribution, and moisture­density relationships for compaction. Import materials should be tested prior to being hauled to the site to determine if they meet project specifications.

Satisfactory Structural Fill Materials: Materials satisfactory for use as Structural Fill should consist of inorganic soils classified as CL, ML, SM, SC, SW, SP, GW, GP, GM and GC, or a combination of these group symbols, per ASTM D 2487. The materials should be free of organic matter, debris, and should contain no particle sizes greater than 4 inches in the largest dimension. Open graded materials, such as Gravels (GW and GP), which contain void space in their mass should not be used in structural fills unless properly encapsulated with filter fabric. Suitable Structural Fill material should have the index properties shown in Table 6.2.

Table 6.2.3.1 Structural Fill Index Properties

Looatlen with Re&peo.t to Rinal Grade LL Pl

Slab On-Grade Areas, upper 4 feet 40max 15 max

Unsatisfactory Materials: Unsatisfactory fill materials include materials which to not satisfy the requirements for suitable materials, as well as topsoil and organic materials (OH, OL), elastic Silt (MH), and high plasticity Clay (CH).

6.2.2 Compaction Operations

Subgrade Benching: Fill should not be placed on ground with a slope steeper than 5H:lV, unless the fill is confined by an opposing slope, such as in a ravine. Otherwise, where steeper slopes exist, the ground should be benched so as to allow for fill placement on a horizontal surface.

Subgrade Stabilization: Is some areas, particularly low-lying, wet areas of the site, undercutting of excessively soft materials may be considered inefficient. In such areas the use of a reinforcing geotextile or geogrid might be employed, under the advisement of ECS. Suitable stabilization materials may include medium duty woven geotextile fabrics or geogrids. The suitability and employment of reinforcing or stabilization products should be determined in the field by ECS personnel, in accordance with project specifications.

Structural Fill Compaction: Structural Fill within the expanded slab on-grade limits should be placed in maximum 8-inch loose lifts, moisture conditioned as necessary to within -1 and +3 % of the soil's optimum moisture content, and be compacted with suitable equipment to a dry density of at least 95% of the Standard Proctor maximum dry density (ASTM 0698). ECS should be called on to document that proper fill compaction has been achieved.

Fill Compaction Control: The expanded limits of the proposed construction areas should be well defined, including the limits of the fill zones for slabs and slopes, etc., at the time of fill placement.

342 3ih Street, SE Shelter

ECS Project No. 37:2005 June 23, 2017

Page 13

Grade controls should be maintained throughout the filling operations. All filling operations should be observed on a full-time basis by a qualified representative of the construction testing laboratory to determine that the minimum compaction requirements are being achieved. Field density testing of fills will be performed at the frequencies shown in Table 6.2.4.1 below, but not less than 1 test per lift.

Table 6.2.4.1 Frequency of Compaction Tests in Fill Areas -

Location F11eq1i&'S'A'Clf Gf Tests

Expanded Building Limits 1 test per 2,500 sq. ft. per lift

Pavement Areas 1 test per 10,000 sq. ft. per lift

Utility Trenches 1 test per 200 linear ft. per lift

Outparcels/SWM Facilities 1 test per 5,000 sq. ft. per lift

All Other Non-Critical Areas 1 test per 10,000 sq. ft. per lift

Compaction Equipment: Compaction equipment suitable to the soil type being compacted should be used to compact the subgrades and fill materials. Sheepsfoot compaction equipment should be suitable for the fine-grained soils (Clays and Silts). A vibratory steel drum roller should be used for compaction of coarse~grained soils (Sands) as well as for sealing compacted surfaces.

Fill Placement Considerations: Fill materials should not be placed on frozen soils, on frost-heaved soils, and/or on excessively wet soils. Borrow fill materials should not contain frozen materials at the time of placement, and all frozen or frost-heaved soils should be removed prior to placement of Structural Fill or other fill soils and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and moisture conditioned.

At the end of each work day, all fill areas should be graded to facilitate drainage of any precipitation and the surface ·should be sealed by use of a smooth-drum roller to limit infiltration of surface water. During placement and compaction of new fill at the beginning of each workday, the Contractor may need to scarify existing subgrades to a depth on the order of 4 inches so that a weak plane will not be formed between the new fill and the existing subgrade soils.

Drying and compaction of wet soils is typically difficult during the cold, winter months. Accordingly, earthwork should be performed during the warmer, drier times of the year, if practical. Proper drainage should be maintained during the earthwork phases of construction to prevent ponding of water which has a tendency to degrade subgrade soils. Alternatively, if these soils cannot be stabilized by conventional methods as previously discussed, additional modifications to the subgrade soils such as lime or cement stabilization may be utilized to adjust the moisture content. If lime or cement are utilized to control moisture contents and/or for stabilization, Quick Lime, Calciment" or regular Type 1 cement can be used. The construction testing laboratory should evaluate proposed lime or cement soil modification procedures, such as quantity of additive and mixing and curing procedures, before implementation. The contractor should be required to minimize dusting or implement dust control measures, as required.

We recommend the grading contractor have equipment on site during earthwork for both drying and wetting fill soils. We do not anticipate significant problems in controlling moisture within the

342 3Th Street, SE Shelter

ECS Project No. 37:2005

June 23, 2017

Page 14

fill during dry weather, but moisture control may be difficult during winter months or extended periods of rain. The control of moisture content of higher plasticity soils is difficult when these soils become wet. Further, such soils are easily degraded by construction traffic when the moisture content is elevated.

6.3 SLAB OBSERVATIONS

Protection of Slab Subgrade Excavations: Exposure to the environment may weaken the soils at the slab bearing level should excavations remain open for too long a time. Therefore, concrete should be placed the same day that excavations are made. If the bearing soils are softened by surface water intrusion or exposure, the softened soils must be removed from the excavation bottom immediately prior to placement of concrete. If the excavation must remain open overnight, or if rainfall becomes imminent while the bearing soils are exposed, a 1 to 3-inch thick "mud mat" of "lean" concrete should be placed on the bearing soils before the placement of reinforcing steel.

Slab Subgrade Verification: A representative of ECS should be called on to observe exposed subgrades within the expanded generator pad limits prior to Structural Fill Placement to assure that adequate subgrade preparation has been achieved. Proofrolling using a drum roller or loaded dump truck should be performed in their presence at that time. Once subgrades have been prepared to the satisfaction of ECS, subgrades should be properly compacted and new Structural Fill can be placed. Existing subgrades to a depth of at least 10 inches and all Structural Fill should be moisture conditioned to within -1/+3 percentage points of optimum moisture content then be compacted to the required density. If there will be a significant time lag between the site grading work and final grading of concrete slab areas prior to the placement of the subbase stone and concrete, a representative of ECS should be called on to verify the condition of the prepared subgrade. Prior to final slab const'ruction, the subgrade may require scarification, moisture conditioning, and re-compaction to restore stable conditions.

6.6 GENERAL CONSTRUCTION CONSIDERATIONS

Moisture Conditioning: During the cooler and wetter periods of the year, delays and additional costs should be anticipated. At these times, reduction of soil moisture may need to be accomplished by a combination of mechanical manipulation and the use of chemical additives, such as lime or cement, in order to lower moisture contents to levels appropriate for compaction. Alternatively, during the drier times of the year, such as the summer months, moisture may need to be added to the soil to provide adequate moisture for successful compaction according to the project requirements.

Subgrade Protection: Measures should also be taken to limit site disturbance, especially from heavy rubber-tired construction equipment, and to control and remove surface water from development areas, including structural and pavement areas. It would be advisable to designate a haul road and construction staging area to limit the areas of disturbance and to prevent construction traffic from excessively degrading sensitive subgrade soils and existing pavement areas. Haul roads and construction staging areas could be covered with excess depths of aggregate to protect those subgrades. The aggregate can later be removed and ·used in pavement areas.

342 3fh Street, SE Shelter

ECS Project No. 37:2005

June 23, 2017

Page 15

Surface Drainage: Surface drainage conditions should be properly maintained. Surface water should be directed away from the construction area, and the work area should be sloped away from the construction area at a gradient of 1 percent or greater to reduce the potential of ponding water and the subsequent saturation of the surface soils. At the end of each work day, the subgrade soils should be sealed by rolling the surface with a smooth drum roller to minimize infiltration of surface water.

Excavation Safety: Cuts or excavations associated with utility excavations may require forming or bracing, slope flattening, or other physical measures to control sloughing and/or prevent slope failures. Contractors should be familiar with applicable OSHA codes to ensure that adequate protection of the excavations and trench walls is provided.

Erosion Control: The surface soils may be erodible. Therefore, the Contractor should provide and maintain good site drainage during earthwork operations to maintain the integrity of the surface soils. All erosion and sedimentation controls should be in accordance with sound engineering practices and local requirements.

342 37'h Street, SE Shelter ECS Project No. 37:2005

7.0 CLOSING

June 23, 2017 Page 1.6

ECS has prepared this report of findings, evaluations, and recommendations to guide geotechnical-related design and construction aspects of the project.

The description of the proposed project is based on inforr~ation provided to ECS by the design team. If any of this information is inaccurate, either due to our interpretation of the documents provided or site or design changes that may occur later, ECS should be contacted immediately in order that we can review the report in light of the changes and provide additional or alternate recommendations as may be required to reflect the proposed construction.

We recommend that ECS be allowed to review the project's plans and specifications pertaining to our work so that we may ascertain consistency of those plans/specifications with the intent of the geotechnical report.

Field observations, monitoring, and quality assurance testing during earthwork and foundation installation are an extension of and integral to the geotechnical design recommendation. We recommend that the owner retain these quality assurance services and that ECS be allowed to continue our involvement throughout these critical phases of construction to provide general consultation as issues arise. ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in this report.

APPENDIX A- Drawings & Reports

Site Location Diagram Boring Location Diagram Subsurface Cross Section

SITE LOCATION DIAGRAM 342 37TH STREET SE SHELTER s::Au:

KMH2

NTS

PROJECT NO,

37:2005 SHEET

WASHINGTON DC 20019 DISTRICT OF COLUMBIA - DGS 1OF1

DATE 6/161201 7

BORING LOCATION DIAGRAM 342 37TH STREET SE SHELTER KMH2

SCALE NTS

PROJECT NO. 37·2oos

S~EET

DISTRICT OF COLUMBIA DGS WASHINGTON DC 20019 1OF1

DATE 611412017

SOIL CLASSIFICATION LEGEND

m 6W-WEU.&RAOEDGRAllB. ~~- Q.AYEl'GaA."8.

~ GM-Sll.TYGAAYB. ~ SW · 'WULGIW>EOSAN>

~ Gf' POCJILY5RAOEt:liAAV'B. ll ML ·l.OWA..ASTiaTYSllT

125 - -

120

~ 115 -I\) I\) lL

.E c 0 :t= 0 110 > I\)

w

105

100

NOTES:

ST - 51£.JY nJBC

~Q-lOWPl...45lICilYQ..AY

[JIIJ .ll.H - HIGHP\..ASTta1YSI1.T

O SMSI!..'l'VSANC>

RC-AroeoriE

o~ - ?Ck:Wll.YWOEbSM-1>

ii Sl · Cl..AVF'fSANO

~ 04 HIDH l\..ASncnv Q..AY

PM-PRf~MEm • ·rn..t. I OH-HI61-!Pl..ASTICITYOR'ANICSILTS AM:la.AY3

~ Ol.-LUWPl..AS'Tl.01YOJl{;ANrCS11,.TS ""'°Q..AY

PT PEAT

----

HA-1 I

l opsoil

11 MLFill

SC-SM

..... ..... ..... SM

--- -

· -P055lllL!Fll.L flADBA&LEFIU.

Ll 'Mt- ~ATHEREO rtocr: 0 Dti . tlKO#l'OS8> ROCl

[j Pwt - PARTIAU.Y WEAn&Eb R00:

--- -

HA-2 . I Topsoil MLFill ML

- --

CL-ML

., .,

1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. 2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D1586). 3 HORIZONTAL DISTANCES ARE NOT TO SCALE.

SURFACE MATERIALS

·A~T D. """' I ,

-

-, . l VOib '----'

-

ROCK 1YPES

O t;o.c,:)U> Doi'-~~.,, ...

SYMBOL LEGEND

~ WATBH.EVEL SEASONAL ~WA1"EA

-125

120

115 m ii" < Cl -+ c;· ::::s :;·

.... 110 "'11 nl nl -+

105

-100

APPENDIX B - Field Operations

Reference Notes for Boring Logs Hand Auger Logs HA-1 through HA-2

REFERENCE NOTES FOR BORING LOGS

MATERIAL '2 DRILLING SAMPLING SYMBOLS & ABBREVIATIONS

- ASPHALT SS Split Spoon Sampler PM Pressuremeter Test

ST Shelby Tube Sampler RD Rock Bit Drilling

;r:;:-;<0· CONCRETE ws Wash Sample RC Rock Core, NX, BX, AX

BS Bulk Sample of Cuttings REC Rock Sample Recovery %

8° 0 o eD Q) ~ GRAVEL 0. ~

~ TOPSOIL

D VOID

PA Power Auger (no sample) RQD Rock Quality Designation %

HSA Hollow Stem Auger

PARTICLE SIZE IDENTIFICATION -

DESIGNATION I PARTICLE SIZES

~ BRICK Boulders 12 inches (300 mm) or larger

Cobbles 3 inches to 12 inches (75 mm to 300 mm)

~ €J) <¢ ~ AGGREGATE BASE COURSE Q "

Gravel: Coarse o/.i inch to 3 inches (19 mm to 75 mm)

Fine 4.75 mm to 19 mm (No. 4 sieve to o/.i inch)

FILL 3

MAN-PLACED SOILS Sand : Coarse 2.00 mm to 4.75 mm (No. 10 to No. 4 sieve)

Medium 0.425 mm to 2.00 mm (No. 40 to No. 10 sieve)

t-\.· GW WELL-GRADED GRAVEL

.. tlA• gravel-sand mixtures, little or no fines

r •• GP POORLY-GRADED GRAVEL ••'• gravel-sand mixtures, little or no fines .... Fine 0.074 mm to 0.425 mm (No. 200 to No. 40 sieve)

Silt & Clay ("Fines") <0.074 mm (smaller than a No. 200 sieve)

~m GM SILTY GRAVEL gravel-sand-silt mixtures

~ GC CLAYEY GRAVEL gravel-sand-clay mixtures

COHESIVE SIL TS & CLAYS

UNCONFINED

COMPRESSIVE SPT6

CONSISTENC/

STRENGTH Qp 4 (BPF) (COHESIVE)

COARSE FINE RELATIVE; GRAINED GRAINED AMOUNT

7 (%) (%)

Trace <5 <5 ............ SW WELL-GRADED SAND ............ ······· ··· ·· gravelly sand , little or no fines ............ ..... . .... .;. .......

SP POORLY-GRADED SAND ' ..... . . ..... ... gravelly sand, little or no fines ........

f I t fl -. fl I I•

m1m1mrn SM SILTY SAND

sand-silt mixtures

Y./0 SC CLAYEY SAND ..... . ;>. ·/. ... :;>.: sand-clay mixtures

<0.25 <3 Very Soft

0.25 - <O.tiO 3-4 Sort

0.50 - <1.00 5-8 Medium Stiff

1.00 - <2 .00 9 - 15 Stiff

2.00- <4.00 16 - 30 Very Stiff

4.00 - 8.00 31 - 50 Hard

>8.00 >50 Very Hard

Dual Symbol 10 10 (ex: SW-SM)

With 15 - 20 15-25

Adjective 25 - <50 30 - <50 (ex: "Silly'J

WATER LEVELS6

11 111 11 1 ML SILT ~ WL Water Level (WS)(WD)

non-plastic to medium plasticity GRAVELS, SANDS & NON-COHESIVE SIL TS (WS) While Sampling

11111 MH ELASTIC SILT

high plasticity

~ · CL LEAN CLAY 0 low to medium plasticity

~ CH FAT CLAY high plasticity

SPT0 I DENSITY

<5 Very Loose

5 - 10 Loose

11 - 30 Medium Dense

31 - 50 Dense

(WD) While Drilling

! SHW Seasonal High WT

! ACR After Casing Removal

~ SWT Stabilized Water Table

DCI Dry Cave-In

W, OL ORGANIC SILT or CLAY non-plastic to low plasticity

>50 Very Dense WCI Wet Cave-In

- OH ORGANIC SILT or CLAY high plasticity

PT PEAT highly organic soils

1 Classifications and symbols per ASTM D 2488-09 (Visual-Manual Procedure) unless noted otherwise.

2To be consistent with general practice. "POORLY GRADED" has been removed from GP, GP-GM, GP-GC, SP, SP-SM. SP-SC sail types on the boring logs.

3Nan-ASTM designations are included in sail descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)].

4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf).

5Standard Penetration Test (SPT) refers to the number of hammer blows (blow c;ount) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler required to drive the sampler 12 inches (ASTM D 1586). ' N-value" is another term for "blow count" and is expressed in blows per foot (bpf) .

6The water levels are those levels actually measured in the borehole at the times indic;ated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in granular soils In clay and cohesive silts. the determination of water levels may require several days for the water level ta stabilize. In such cases, additional methods of measurement are generally employed.

7 Minor deviation from ASTM D 2488-09.

Reference Notes ror Boring Logs (FINAL 08-23-2016) doc © 2016 ECS Corporate Services, LLC. All Rights Reserved

District of Columbia DGS

I CLIENT Job#: BORING n

37:2005 HA-1 I SHEET

1OF1 PROJECT NAME ARCHITECT·ENGINEER

342 37th Street SE Shelter Global Enaineerina Solutions SITE LOCATION

342 37th Street SE Washinaton DC NORTHING I EASTING I STATION

[ w

'"' ci 0.. Cl)

[ /':: a z w w w

I ..J ..J ..J I- 0.. 0.. 0.. a. ::'? ::'? ::'? w <( <( <( 0 Cl) Cl) Cl)

0 - S-1 --- S-2 -- S-3 -- S-4 -

5- S-5 -

--------

10---

-----

--15---

-- -----

20--

--

--

--

- -25-

----

---

--

30--

[ >-a: w > 0 u w a:

DESCRIPTION OF MATERIAL ENGLISH UNITS

~ [ BOTTOM OF CASING - LOSS OF CIRCULATION }iii%) > ~::.!...:.!:'.:!!~..:::.::::::::~B!!!:...._ ___ __!:;~~!....!::!!..!!:~:!.!-":<!.!.. ..... i<..{ ~ z

0

SURFACE ELEVATION 120

l\Toosoil Deoth 2.00"1 I (ML FILL) SANDY SILT WITH GRAVEL, dark brown moist medium dense to verv dense (SC-SM) SIL TY CLAYEY SAND, with gravel, grayish brown, moist, medium dense to very dense (SM) SIL TY SAND, trace gravel, brown, moist,

11'1.medlum dense HAND AUGER REFUSAL@ APPROXIMATELY 5' BELOW EXISTING GRADES

a: w

~ ~ w

- 120

---

dU~l:li- 115

--

-110

---- 105 -

-----100 ----,_

t-

-95

1--90 t-

-0- CALIBRATED PENETROMETER TONS/FT2

ROCK QUALITY DESIGNATION & RECOVERY

RQD% - - - REC% --

PLASTIC WATER LIQUID LIMIT% CONTENT% LIMIT% )*(~~~~---~~~6

Q9 STANDARD PENETRATION BLOWS/FT

i j I .

.-i ~ - ~ 7.6 j 13 2b

I I

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL 1YPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

-"; WL DRY wso WDO BORING STARTED 6/8/17 CAVE IN DEPTH

~ WL(SHW) ~ WL(ACR) BORING COMPLETED 6/8/17 HAMMER TYPE

* WL RIG HAND AUGER FOREMAN T. FAILE DRILLING METHOD HAND AUGER

CLIENT Job#: I BORING#

I SHEET :1

District of Columbia DGS 37:2005 HA-2 1OF1 tee: PROJECT NAME ARCHITECT-ENGINEER

342 37th Street SE Shelter Global Enaineerina Solutions " l w

SITE LOCATION -0- CALIBRATED PENETROMETER TONS/FT2

342 37th Street SE Washinaton DC NORTHING I EASTING I STATION

ROCK QUALITY DESIGNATION & RECOVERY

RQDo/o - - - REC% --

[ DESCRIPTION OF MATERIAL ENGLISH UNI TS PLASTIC WATER LIQUID

[ en ~ LIMIT% CONTENT% LIMIT% w ...= _J

)( • ~ ci n. en BOTTOM OF CASING - ~

w

~ ~ >- LOSS OF CIRCULATION > z z i5 a: w 0 h> _J w w w w i= i)j I _J -' -' > a: <( @ STANDARD PENETRATION I- n. n. n. 0 SURFACE ELEVATION 122 w > 3: n. ::;;; ::;;; ::;;; u !;;: w 0 w <( <( <( w -' _J BLOWS/FT 0 en en en a: 3: w ID

0 - \Toosoil Deolh 2.00"l I r-- ! - \ (ML FILL) SANDY SILT WITH GRAVEL, dark / S-1 - ,.._

i - S-2 brown, moist, loose to medium dense

120

! - ~L) SANDY SILT, trace gravel , brown , moist, ,.._ - S-3 ediurn dense to dense

~-~ i - (CL-ML) SANDY SILTY CLAY, grayish brown, ,.._

' - ,_ ' S-4 moist, medium stiff to stiff 11., 13 ,0 ' - - I 5 - S-5 - ,.._

I I - S-6 >--- I - - I

- S-7 115 ! ! ! - - ~ - S-8 - HAND AUGER REFUSAL @ -- APPROXIMATELY 8' BELOW EXISTING -- GRADES - i

10- -- -- -- -- -110 - - : - -- -

- -- -15- -- -- -- - i - -105 I

I - -

I

- -- -- -- -

20- -- -

- -- -

I

- -100 - -

- -- -

- -- -25- -

- -- -- -

- -95 - -

- -- - ' ' - -

I - -30- -

- -

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

¥ WL DRY wso woo BORING STARTED 6/8/17 CAVE IN DEPTH

~ WL(SHW) ~ WL(ACR) BORING COMPLETED 6/8/17 HAMMER TYPE N/A

-¥ WL RIG HAND AUGER FOREMAN T. FAILE DRILLING METHOD 3" HAND AUGER

WILDCAT DYNAMIC CONE LOG Page 1 of 1

ECS Capitol Services, LLC 655 15th Street NW, Ste 310 Washington, DC 20005

HOLE#: HA-1 ------CREW: RMH/TJF

PROJECT: 342 37th Street SE Emergency Shelter ADDRESS: 342 37th Street SE

LOCATION: Washington DC 20019

BLOWS RESISTANCE GRAPH OF CONE RESISTANCE

DEPTH PER 10 cm Kg/cm 2 0 so 100 150

- 15 66.6 ••••••••••••••••••• - 25 111.0 ••••••••••••••••••••••••••••• - 1 ft 23 102.1 ••••••••••••••••••••••••••••• - 25 111.0 ••••••••••••••••••••••••••••• - 51 226.4 ••••••••••••••••••••••••••••• - 2 ft 22 97.7 •••••••••••••••••••••••••••• - 30 133.2 ••••••••••••••••••••••••••••• - 37 164.3 ••••••••••••••••••••••••••••• - 3 ft 44 195.4 ••••••••••••••••••••••••••••• - 1 m 27 119.9 ••••••••••••••••••••••••••••• - 21 81.1 ••••••••••••••••••••••• - 4 ft 20 77.2 •••••••••••••••••••••• - 16 61.8 ••••••••••••••••• - 21 81.1 ••••••••••••••••••••••• - 5 ft 24 92.6 •••••••••••••••••••••••••• - 40 154.4 ••••••••••••••••••••••••••••• - 48 185.3 ••••••••••••••••••••••••••••• - 6 ft 34 131.2 ••••••••••••••••••••••••••••• - 22 84.9 •••••••••••••••••••••••• -2m 23 88.8 ••••••••••••••••••••••••• - 7 ft 20 68.4 ••••••••••••••••••• - 18 61.6 ••••••••••••••••• - 19 65.0 •••••••••••••••••• - 8 ft 24 82.1 ••••••••••••••••••••••• - 20 68.4 ••••••••••••••••••• - 31 106.0 ••••••••••••••••••••••••••••• - 9 ft 21 71.8 •••••••••••••••••••• - 17 58.l •••••••••••••••• - 31 106.0 ••••••••••••••••••••••••••••• -3m 10 ft 19 65.0 •••••••••••••••••• - 16 49.0 •••••••••••••• --- 11 ft

--- 12 ft

--- 4m 13 ft

PROJECT NUMBER: 2005 --------DATE STARTED: __ 06_-_0_8-_2_01....:.7 __

DATE COMPLETED: _ _..:..06.:...-..;..0.:...8-.:...2..;..01.:...7 __

SURFACE ELEVATION: 120 --------WAT ER ON COMPLETION: ___ D_R_Y __ _

HAMMER WEIGHT: __ ....:.3.:...S....:.l.:...bs.:...·--CONE AREA: 10 sq. cm ____ ........ __ _

TESTED CONSISTENCY N' NON-COHESIVE COHESIVE 19 MEDIUM DENSE VERY STIFF

25+ DENSE HARD

25+ MEDIUM DENSE VERY STIFF

25+ DENSE HARD 25+ VERY DENSE HARD

25+ MEDIUM DENSE VERY STIFF

25+ DENSE HARD

25+ DENSE HARD

25+ VERY DENSE HARD

25+ DENSE HARD 23 MEDIUM DENSE VERY STIFF 22 MEDIUM DENSE VERY STIFF 17 MEDIUM DENSE VERY STIFF

23 MEDIUM DENSE VERY STIFF 25+ MEDIUM DENSE VERY STIFF 25+ DENSE HARD

25+ VERY DENSE HARD

25+ DENSE HARD

24 MEDIUM DENSE VERY STIFF 25 MEDIUM DENSE VERY STIFF 19 MEDIUM DENSE VERY STIFF

17 MEDIUM DENSE VERY STIFF

18 MEDIUM DENSE VERY STIFF

23 MEDIUM DENSE VERY STIFF 19 MEDIUM DENSE VERY STIFF

25+ MEDIUM DENSE VERY STIFF

20 MEDIUM DENSE VERY STIFF 16 MEDIUM DENSE VERY STIFF

25+ MEDIUM DENSE VERY STIFF

18 MEDIUM DENSE VERY STIFF

13 MEDIUM DENSE STIFF

WILDCAT DYNAMIC CONE LOG Page 1 of 1

ECS Capitol Services, LLC 655 15th Street NW, Ste 310 Washington, DC 20005

HOLE#: HA-2 -----CREW: RMH/TJF

PROJECT: 342 37th Street SE Emergency Shelter ADDRESS: 342 37th Street SE

LOCATION: Washington DC 20019

BLOWS RESISTANCE GRAPH OF CONE RESISTANCE DEPTH PER 10 cm Kg/cm2 0 so 100 150

- 8 35.5 •••••••••• - 16 71.0 •••••••••••••••••••• - 1 ft 21 93.2 ••••••••••••••••••••••••••• - 30 133.2 ••••••••••••••••••••••••••••• - 38 168.7 •••••••••••••••••••••••••••••• - 2 ft 31 137.6 ·····························~ - 26 115.4 ••••••••••••••••••••••••••••• - 25 111.0 ••••••••••••••••••••••••••••• - 3 ft 19 84.4 •••••••••••••••••••••••• - 1 m 14 62.2 •••••••••••••••••• - 13 50.2 •••••••••••••• - 4 ft 12 46.3 ••••••••••••• - 12 46.3 ••••••••••••• - 17 65.6 ••••••••••••••••••• - 5 ft 22 84.9 •••••••••••••••••••••••• - 16 61.8 ••••••••••••••••• - 12 46.3 ••••••••••••• - 6 ft 13 50.2 ....... ,,. ....... - 17 65.6 ••••••••••••••••••• -2m 16 61.8 ••••••••••••••••• - 7 ft 13 44.5 •••••••••••• - 17 58.1 •••••••••••••••• - 16 54.7 ••••••••••••••• - 8 ft 27 92.3 •••••••••••••••••••••••••• - 29 99.2 •••••••••••••••••••••••••••• - 36 123.1 ••••••••••••••••••••••••••••• j

- 9 ft 24 82.1 ••••••••••••••••••••••• - 15 51.3 •••••••••••••• - 12 41.0 ••••••••••• -3m lOft 13 44.5 •••••••••••• - 17 52.0 ••••••••••••••• --- 11 ft

--- 12 ft

---4m 13 ft

PROJECT NUMBER: 37:2005 -------~ DATE STARTED: 06-08-2017 ~------~

DATE COMPLETED: 06-08-2017 -------~

SURFACE ELEVATION: 122 -------~ WATER ON COMPLETION: DRY -------~ HAMMER WEIGHT: 35 lbs. --------

CONE AREA: 10 sq. cm ----'-----~

TESTED CONSISTENCY N' NON-COHESIVE COHESIVE 10 LOOSE STIFF 20 MEDIUM DENSE VERY STIFF 25+ MEDIUM DENSE VERY STIFF 25+ DENSE HARD 25+ DENSE HARD 25+ DENSE HARD 25+ DENSE HARD 25+ DENSE HARD 24 MEDIUM DENSE VERY STIFF 17 MEDIUM DENSE VERY STIFF 14 MEDIUM DENSE STIFF 13 MEDIUM DENSE STIFF 13 MEDIUM DENSE STIFF 18 MEDIUM DENSE VERY STIFF 24 MEDIUM DENSE VERY STIFF 17 MEDIUM DENSE VERY STIFF 13 MEDIUM DENSE STIFF 14 MEDIUM DENSE STIFF 18 MEDIUM DENSE VERY STIFF 17 MEDIUM DENSE VERY STIFF 12 MEDIUM DENSE STIFF 16 MEDIUM DENSE VERY STIFF 15 MEDIUM DENSE STIFF

25+ MEDIUM DENSE VERY STIFF 25+ MEDIUM DENSE VERY STIFF 25+ DENSE HARD 23 MEDIUM DENSE VERY STIFF 14 MEDIUM DENSE STIFF 11 MEDIUM DENSE STIFF 12 MEDIUM DENSE STIFF 14 MEDIUM DENSE STIFF

APPENDIX C- Laboratory Testing

Laboratory Test Results Summary Plasticity Chart

Grain Size Analysis

Laboratory Testing Summary Paae 1of1

Atterberg Limits3 Percent Moisture - Density (Corr.)5

Sample Sample Depth MC1 Soil Passing Maximum Optimum CBR Other Source Number (feet) (%) Type2 LL PL Pl No. 200 Density Moisture Value6

Sieve4 (pcf) (%) HA-1

S-2 0.00-0.00 7.6 SC-SM 20 13 7 35.3 HA-2

S-3 0.00- 0.00 11.9 CL-ML 20 13 7 50.7

,_

.

I

Notes: 1. ASTM D 2216, 2. ASTM D 2487, 3. ASTM D 4318, 4. ASTM D 1140, 5. See test reports !or test method, 6. See test reports for test method

Definitions: MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, Pl : Plasticity Index, CBR: California Bearing Ratio, QC: Organic Content (ASTM D 2974)

Project No. 37:2005

Project Name: 342 31th Street SE Shelter ECS CAPITOL SERVICES, PL.. ECi 655 15th Street. NW Lobby Leve:

PM: Kevin M. Hurley Washingron. DC 20G05

PE: Stephen F. Patt - -. Phone: (202) 400-2'88

• Fax: (202)-4?8->82' . I Printed On: Thursday, June 22, 2017

Particle Size Distribution Report c: c E

. c: C) C) 0 E .S .E ~ c ·- 0 0 0 0 0 0 ... 0 ·- <X>

"' "' "' ~ -;1; ~ "' ~ ~ ~ :ii ~ ~ ~ ~ ~ 100 I I '}{I ,, I I I I II 0

I I I I I T~""r-.....,~ I I I l I I I I I I I I '-.,., I I I I I I

90 I 11 I 11 I I --~ I I I I 11 10

I I I I I I T 1'" I "'1' ' I

I I I 1 I I I I I I I , 1 I ~ I I I I

80 I II I II I t .... ii I \ I I I 11 20 I I 1 I I I I I ' I I I I I 1 I I I I I I I I "' )..._ I I ~ I I I

70 I I ' f I --~ ~

I I II 30 I I I I I I I I ~, I I I I I I I I I I I I I ' ~· I ~ I I -u

a: I 11 I I Ii I ~

m LU 60 1

1\ !'J 40 :ll z I I I I I I I I I I I ()

m u:: I I I I I I I I I J ~ I I z I- 50 I j I I II I I II I I I 50

-l z i' () LU I I I I I I I I I I I I I 0 (.) I I I I I I I I I I I ~ l I )> a: LU I II I I II I I II I I II :ll a.. 40

I "1 60 (/)

I I I I I I I I I I I I m :ll

I I I I I I I I I I I I I ~

30 I Ii I It t t It I I I I II 70 I I I I I I I I I I l I I I I I I I I I I I I I I I I I

20 I I I I I I I I I I I I I I 80 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 l

10 I I I I I I I I I I I I I I

90 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

0 I I I I I I I I I I I I I I 100 100 10 1 0.1 0.01 0.001

GRAIN SIZE - mm.

%+3" %Gravel %Sand %Fines

Coarse Fine Coarse! Medium 1 Fine Slit I Clay 0 0.0 2.5 17.8 7.9 10.9 I 25.6 35.3 D 0.0 0.0 6.5 3.1 9.7 I 30.0 50.7

I I x Colloids LL PL Dai::: Den D~n D<tn 011;; Orn C,. c .. 0 20 13 7.5472 0.4009 0.2389

0 20 13 0.6122 0.1514

Material Description uses AASHTO o Silty Clayey Sand with Gravel Grayish Brown (SC-SM) SC-SM A-2-4(0) o Sandy Silty Clay Grayish Brown (CL-ML) CL-ML A-4(1)

Project No. 2005 Client: District of Columbia DGS Remarks: Project: 342 37th Street SE Shelter o Data Entered: 6119117

o Source of Sample: HA-1 Depth: 0.00-0.00 Sample Number: S-2 D Data Entered: 6/19/17

o Source of Sample: HA-2 Depth: 0.00-0.00 Sample Number: S-3

Date: 0 6115117 0 6116117

.. c ECS CAPITOi. SFRVICFS, PLLC ~ ()ti(; i filh S1 1 t!lel .• N_w Le>!llly I <'Ve! Pho11e: l202) 40ll ·"l 1 K8

~ Wash1n9tu11. DC 7.0U05 Fax: 1202)4'/ 8-1831 Figure

Tested By: -"H-'-'N_;_T"-1"---------- Checked By: =D....:.V_,_T ________ _

LIQUID AND PLASTIC LIMITS TEST REPORT

60

Dashed line indicates the approximate / / /

/

,/ / / upper limit boundary for natural soils / /

/ / .~ 50 -

I I

~ \.. / / v

/ ~o / G/ /

/

40 - /

I / v ,

x /

/ w / 0 / ~ /

~ 30 / ,_

I '

/' (_)

i== ,

(/) / <( / ...J / a.

// o"' 20 ,_ / o" /

I I v"V /

/ /

/ / / /

10 -/1 v /

/

--////A~-~q///' ML or OL MH Ir OH o/ I

I I I 0 10 20 30 40 50 60 70 80 90 100 110

LIQUID LIMIT

MATERIAL DESCRIPTION LL PL Pl %<#40 %<#200 uses • Silty Clayey Sand with Gravel Grayish Brown (SC-SM) 20 13 7 60.9 35.3 SC-SM

• Sandy Silty Clay Grayish Brown (CL-ML) 20 13 7 80.7 50.7 CL-ML

Project No. 2005 Client: District of Columbia DGS Remarks:

Project: 342 37th Street SE Shelter •Data Entered: 6/19/17 •Data Entered: 6/19/17

•Source of Sample: HA- I Depth: 0.00-0.00 Sample Number: S-2

•Source of Sample: HA-2 Depth: 0.00-0.00 Sample Number: S-3

ECS CAPITOL SERVICES, PLLC ~ 555 1fitl1 Stll;el, NW I ohby I "v"I Phu11.- (20~) 400 21 fiH

W:<sl1111qlon, DC 20005 Fax. (202)-478 1n:s1 Fiaure

Tested By: e HTN1 • HNT1 Checked By: =D~V~T ________ _

APPENDIX D - Supplemental Report Documents

French Drain Installation Procedure

FRENCH DRAIN INSTALLATION PROCEDURE

FINAL CONFIGURATION

VDOT#57 AGGREGATE

AMOCO 4551 GEOTEXTILE

FABRIC

SUBDRAIN USING FILTER FABRIC

STEP 2

THE TRENCH IS FILLED WITH AGGREGATE

NOTTO SCALE

STEP 1

FABRIC rs UNROLLED DIRECTLY OVER TRENCH

STEP 3

THE FABRIC rs LAPPED CLOSED AND COVERED WITH BASE STONE