140P8521R0006_Amendment_0002_Package_0002.pdf

(x)

140P8521R0006 x x

1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted ; or (c) By separate letter or electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGEMENT TO BE

RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR

OFFER. If by virtue of this amendment you desire to change an offer already submitted , such change may be made by letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

x

PPO

San Francisco CA 94104 Suite 500 333 Bush Street

NPS, PWR - SF/SEA MABO

08/13/20210002

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS. IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

12. ACCOUNTING AND APPROPRIATION DATA (If required) is not extended.is extended, Items 8 and 15, and returning

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended , by one of the following methods: (a) By completing

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

FACILITY CODE CODE

10B. DATED (SEE ITEM 13)

10A. MODIFICATION OF CONTRACT/ORDER NO.

9B. DATED (SEE ITEM 11)

9A. AMENDMENT OF SOLICITATION NO.

CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code)

7. ADMINISTERED BY (If other than Item 6)CODE 6. ISSUED BY

PAGE OF PAGES

4. REQUISITION/PURCHASE REQ. NO.3. EFFECTIVE DATE2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO. (If applicable)

1. CONTRACT ID CODE

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

07/21/2021

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority) appropriation data, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

E. IMPORTANT: Contractor is not is required to sign this document and return __________________ copies to the issuing office.

ORDER NO. IN ITEM 10A.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

Amendment 0002 is hereby issued to respond to request for information (RFI) received, and to update the solicitation closing date and time.

1. RFI 0002 is hereby attached to provide the Government's response to solicitation RFI.

The Government's response is in red text.

2. In response to question 5, the project "Geotechnical Investigation Results" are attached.

3. In response to question 15, the solicitation Section B - Bid Schedule, is hereby updated in its entirety and attached.

Continued ...

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)15A. NAME AND TITLE OF SIGNER (Type or print)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA 15B. CONTRACTOR/OFFEROR 16C. DATE SIGNED

(Signature of person authorized to sign) (Signature of Contracting Officer)

Peter Passe

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

Previous edition unusable

Except as provided herein, all terms and conditions of the document referenced in Item 9 A or 10A, as heretofore changed, remains unchanged and in full force and effect .

ITEM NO. SUPPLIES/SERVICES QUANTITY UNIT UNIT PRICE AMOUNT

NAME OF OFFEROR OR CONTRACTOR

2 2

CONTINUATION SHEET

REFERENCE NO. OF DOCUMENT BEING CONTINUED PAGE OF

(A) (B) (C) (D) (E) (F)

140P8521R0006/0002

4. The solicitation closing date and time are changed to 8/21/2021 at 1100 Pacific Time.

Legacy Doc #: NPS

NSN 7540-01-152-8067 OPTIONAL FORM 336 (4-86)

Sponsored by GSA

FAR (48 CFR) 53.110

REHABILITATE SIMMONDS ROAD – SAN FRANCISCO, CA SOLICITATION NO. 140P8521R0006

NPS – Golden Gate National Recreation Area Amendment 0002

RFI to Solicitation 140P8521R0006 Number 0002

Q5. Could we please get a copy of the Soils Report?

A5. A copy of the report is attached.

Q6. Could we please get a copy of the latest plan holders list?

A6. The government doesn’t have a plan holders list to provide.

Q7. Could we please get a copy of the job walk sign in sheet?

A8. An organized site visit was not conducted. Offerors were encouraged to visit the site on their own as it is publicly accessible. There are no sign-in sheets to provide.

Q8. Was the job walk mandatory?

A8. A site visits was not mandatory, although encouraged.

Q9. Are there SBE or DBE goals for the project?

A9. This project is set-aside for Service-Disabled Veteran Owned Small Business Concerns

Q10. Are there minimum experience requirements for the Soldier Pile Wall Installer

A10. No.

Q11. The bid due date on the SF1442 for the above solicitation states 08/21/2021. I reviewed the RFIs posted with amendment 1 but didn’t see where this date was changed. Since the 21st is a Saturday and normally our bids are turned in during the work week, I wasn’t sure if this date is correct or not. Please advise. Thanks.

A11. The Government understands that the solicitation closing date is on a Saturday. This date is correct and will not be changed. There is no requirement that an offeror has to provide their response on the day of closing. The requirement is for an offeror to provide their response before the solicitation closing date and time.

Q12. On plans sheet C2.5 or the section called out as Segment B at the transition point approx. station 42+40 to

65+00 between just the grind out of 3” to a full depth section. Our question is per the demo note #5 states Remove existing AC and Aggregate Base to a depth of 3” below the final grade to accommodate new Asphalt see plan and detail sheets…the detail for installation of new ac is 6” of AB and 3” AC…are we replacing 3” of AB and 3” of AC from the transition point on or are we to remove 3” ac + 6” total equaling a total of 9” please clarify the intent of this

Note #5… or is it the NPS intention to grind out only the AC and do the full depth grind outs from station 42+40 in the 7 locations and pave after the dig outs please clarify.

A12. The details for new asphalt concrete paving are for 3” AC on existing base. Detail 1/Sheet C9.0 “Full Depth

Aggregate Base Replacement” only applies to specific areas indicated on the Plan and Profile Sheets labeled as “Full

Depth Subgrade Replacement”.

Q13. Striping details call out for the use of Epoxy striping with glass beads are to be used. This application is not recommended for exterior asphalt locations and is normally used for interior concrete locations i.e. indoor parking areas, warehouses etc., we are also being told the use of Epoxy paint is no longer recommended and is not a common striping method. Would the NPS consider the use of thermoplastic or other means of striping for this project?? Please advise.

A13. Thermoplastic striping with retroreflective additives is an acceptable substitute for epoxy striping.

Q14. For the CLIN 2 Item referencing Natural Gas Service line Installation and referencing plan sheet C3.1 we are to install gas service line to building 942 but no other information is listed. There is not any information regarding the location of tie into the building, there is not any length of pipe or Tie in locations shown. PGE will not provide

REHABILITATE SIMMONDS ROAD – SAN FRANCISCO, CA SOLICITATION NO. 140P8521R0006

NPS – Golden Gate National Recreation Area Amendment 0002 any details until the project has been awarded and a design is done regarding this work…how are we supposed to price this Item if we don’t have all of the information provided to us prior to bid submission. Please clarify.

A14. Tie-in location was not determined during design. Please propose a price with the conditions that length of pipe will not exceed 20’ and the service line work will terminate at a meter location on the exterior of the building.

Q15. In the solicitation documents page 4 of 47 the documents have a bid schedule included that shows 1 Item

BASE as 1 LUMP SUM…but in the specifications under Definition of Bid Items spec 01 27 00-1 clearly shows contract items as 3 items and listed as follows:

a. CLIN 1) Complete Simmonds Road Rehab Project

b. CLIN 2) Natural Gas Service Line Installation

c. CLIN 3) Pillar Foundation Installation

What Bid schedule should we follow is this a LUMP sum bid or are we to bid it using 3 Separate CLINS?

A15. The Solicitation Package Section B, Price Schedule has been updated in its entirety and attached.

REHABILITATE SIMMONDS ROAD – SAN FRANCISCO, CA

NPS – Golden Gate National Recreation Area

SOLICITATION NO. 140P8521R0006

Amendment 0002

SECTION B – BID SCHEDULE

This requirement is for one (1) Firm Fixed Price Construction contract for Rehabilitate Simmonds Road in Golden Gate National Recreation Area – San Francisco, CA

BASE

Item no. Item Description Quantity Unit of

Measure Unit Price Total 0001 Complete Simmonds Road

Rehab Project

1 LS $ $

0002 Natural Gas Service Line Installation

1 LS $ $

0003 Pillar Foundation Installation 1 LS $ $ TOTAL - Base $

LS = Lump Sum

PERFORMANCE PERIOD: See clause 52.211-10 in Section I.

THIS SOLICITATION IS SERVICE-DISABLED VETERAN-OWNED SMALL BUSINESS SET-ASIDE IN

ACCORDANCE WITH FEDERAL ACQUISITION REGULATIONS SUBPART 19.1405.

(End of Section B)

3203 South Russell Street Missoula, MT 59801

T 406.721.4320 F 406.549.6371 djanda.com

July 13, 2020

Mr. Justin De Santis Project Manager / Justin_DeSantis@nps.gov National Park Service, DSC Transportation 333 Bush Street, Suite 500 San Francisco, California 94104

RE: Geotechnical Investigation Results and Recommendations Repave Simmonds Road and Repair Gutters and Sidewalks

Golden Gate National Recreation Area, GOGA – PMIS #256311 Marin County, California

Dear Justin, DJ&A, P.C. (DJ&A) is pleased to submit the enclosed memo which documents the findings of a geotechnical investigation to inform pavement section design recommendations for the Repave Simmonds Road project.

The work was completed in accordance with the Title II – Design Development Services Scope of Work as authorized by Task Order No. 140P8520F0019 under Contract No. 140P8519D0004.

Project Description The objectives of the limited test pit investigation included the following:

1) Evaluating whether the soil conditions beneath Simmonds Road are similar to those beneath nearby Conzelman Road, and if so, determining whether the same pavement section developed by the Federal Highway Administration for Conzelman Road can be used for the Simmonds Road project;

and,

2) Developing recommendations for pavement rehabilitation methods, based on the subsurface information obtained by the geotechnical investigation, to incorporate into the project plans and specifications.

Summary of Geotechnical Investigation Findings The geotechnical investigation was completed by Divis Consulting, of San Francisco, California, under subcontract to DJ&A. The investigation was performed on June 18, 2020 with support from the Golden Gate National Recreation Area Roads Department to coordinate underground utility location, excavate/backfill test pits, and patch the roadway. In total, six test pits were excavated along the alignment of Simmonds Road to investigate and evaluate subsurface conditions. Test pit observations are described in the enclosed memorandum prepared by Divis Consulting and dated July 7, 2020.

Subsurface observations exposed in test pits within Segment A (10+00 to 42+42) show between 2.5 and 6 inches of asphalt underlain by a layer of aggregate base between approximately 8 to 12 inches thick. Subgrade conditions are generally consistent with conditions previously exposed at Conzelman Road – AASHTO soil types A-2-4 (silty or clayey gravel and sand) through A-6 (clayey soil); the subgrade encountered in TP20-01 (AASHTO soil type A-1-b) was more favorable than conditions at Conzelman Road, and in TP20-02 it was less mailto:Justin_DeSantis@nps.gov

Geotechnical Investigation Results and Recommendations Repave Simmonds Road and Repair Gutters and Sidewalks

Golden Gate National Recreation Area, GOGA – PMIS #256311 favorable (AASHTO soil type A-7). AASHTO soil type A-7 was also encountered in TP20-03 about 2 feet below the existing grade.

The subgrade conditions exposed in test pits within Segment B (42+42 to 64+80) generally consists of weathered chert bedrock below a layer of aggregate base (approximately 2 to 12 inches thick) below asphalt (2 to 3 inches thick) and are generally more favorable than conditions exposed at Conzelman Road.

Recommendations Based on the findings of the geotechnical investigation, anticipated lower traffic volumes for Simmonds Road relative to Conzelman Road, and a review and discussion of subsurface conditions with the NPS on July 10, 2020, we offer the following recommendations:

1) The pavement section design used for the Conzelman Road project is suitable for Simmonds Road, and the same pavement section of 3 inches of asphalt over 6 inches of aggregate may be used assuming the pavement performance at Conzelman Road has been acceptable in the time since that project was completed;

2) In Segment A, the existing asphalt should be removed and the existing aggregate base (which already meets the minimum thickness required by the Conzelman Road pavement section) be reused. The existing aggregate base should be scarified, regraded as needed for drainage improvements, then recompacted prior to asphalt placement; and,

3) In Segment B, the existing asphalt should be removed and replaced with a 3-inch thick layer of asphalt, in lieu of pulverization or mill and fill methods, to match the existing grade (i.e., zero grade change). The existing aggregate base and underlying bedrock (weathered chert) should be scarified then recompacted, with additional remedial work to repair minor, localized areas of pavement distress and subgrade failure using a full-depth subgrade replacement method to remove potential defective material down to a stable base and replace it with compacted aggregate base prior to asphalt placement.

Based on our meeting, we understand these recommendations are accepted by the NPS and will be incorporated into the 95% design plans and specifications.

We are genuinely appreciative of the NPS’s local support and assistance with the test pit investigation; thank you.

Sincerely, DJ&A

Jon Pederson, PE Project Manager

Enclosure: Memo: Geotechnical Services, Divis Consulting; July 7, 2020

Divis Consulting, Inc. | 4398 Mission St., San Francisco, CA 94110 | t (415) 420-3498 | info@divisconsulting.com

MEMORANDUM

Date: 7 July 2020

To: Mr. Jon Pederson, P.E.

DJ&A, P.C.

3203 S. Russell Street Missoula, MT 59801 Jonathan@djanda.com

From: Marcos Pinheiro, G.E.

Divis Consulting, Inc.

4398 Mission Street San Francisco, CA 94112

Subject: Geotechnical Services

Simmonds Road Pavement Rehabilitation Project Marin Headlands - Golden Gate National Recreation Area

This memorandum transmits the results of our geotechnical services for the Simmonds Road Pavement Rehabilitation Project. The project is located at Fort Barry within the Marin Headlands of the Golden Gate National Recreation Area. Current plans are to replace deteriorating asphalt, concrete sidewalk, and concrete curb and gutter at Simmonds Road.

Our geotechnical services were performed in accordance with our proposal dated 9 June 2020 under subcontract to DJ&A, P.C. (DJ&A). Our scope of services included reviewing the results of previous studies performed nearby, documenting pavement and subsurface conditions exposed in six exploratory pits, comparing the subsurface conditions documented at the project site to conditions previously encountered at Conzelman Road, and summarizing the results of our studies in this memorandum.

In preparing this memorandum, we reviewed the following documents:

Report titled, “Golden Gate National Recreation Area, CA PRA GOGA 109(1), 107(1), 108 (1), & 418 (1), Conzelman Road and Various Routes, Pavement Report,” prepared by the Federal Highway Administration and dated January 2008.

50% design drawings titled, “Simmonds Road Improvements, Marin Headlands Area, Golden Gate National Recreation Area, drawing number 151380,” designed by DJ&A for the National Park Service (NPS) and dated 22 May 2020.

Background

In 2008, the Federal Highway Administration Central Federal Lands Highway Division (CFLHD) completed a geotechnical investigation and pavement report for Conzelman Road, Field Road, and other roads near the project site. We understand the NPS is considering using the results of the previous pavement study for Simmonds Road, if subsurface conditions are similar.

Site Description

Simmonds Road is a secondary road used by visitors, residents, and staff to access several residential structures and business organizations. It is “S” shaped and approximately one mile long. It extends from Field Road (Sta 10+00), west of the Marin Headlands Visitor Center, to the intersection with Bunker Road (Sta 65+00), near the Presidio Riding Club Stables. The approximate project location is presented as Figure 1.

The project is comprised of two segments. Segment A extends from Station 10+00 at Field Road to Station 42+42, and it includes The Headlands Center for the Arts, Marin Headlands Hostel, and park partner housing. Segment B extends from Station 42+42 to Station 64+80 and is a rural connector to Bunker Road.

It wraps around a prominent northwest trending spur ridge where bedrock outcrops are exposed on the road cut.

The overall asphalt pavement condition of Segment A is poor. The existing pavement is cracked and spalled, and in some localized spots rutted and potholed indicating a potential subgrade failure. The road appears to have been overlaid with asphalt and patched (likely multiple times) since it was originally constructed (DJ&A, 2019b). Upslope road cuts within Segment A range from about 1 to 1.5:1 (horizontal to vertical) near Station 12+50 (test pit TP20-1), about 2:1 near Station 29+70 (TP20-2), and about 3:1 near Station 42+15 (TP20-3). Between approximate Stations 28+00 and 37+00 (TP20-02 and TP20-03), the original road was graded with a fill wedge approximately 8 feet high on the outboard side of the road.

During our site visit, we observed a shallow landslide deposit upslope of TP20-01 and a failing wood retaining wall.

In Segment B, the asphalt condition is slightly better. It exhibits minor spalling of overlay layers, hairline cracks, and localized subgrade failures (potholes). Upslope cuts within Segment B range from about 2:1 near Station 47+30 (TP20-04) to near vertical near Station 49+40 (TP20-05) and 55+40 (TP20-06). Down slope gradients range from about 2:1 to 3:1 near the intersection with Bunker Road to about 1.5:1 between approximate Stations 47+00 and 61+00 (between TP20-04 and TP20-06).

The results of our observations during a site visit on 18 June 2020 are presented in the Field Data Summary table, Appendix B.

Geologic Setting

The site is in the Coast Ranges geomorphic province of California that is characterized by rugged northwest-trending mountain chains, valleys, and ridges. The predominant geologic structure and these topographic features are controlled by folds and faults that resulted from the collision of the Farallon plate and North American plate and subsequent strike-slip faulting along the San Andreas fault system.

The San Andreas fault is more than 600 miles long from Point Arena in the north to the Gulf of California in the south. The Coast Ranges province is bounded on the east by the Great Valley and on the west by the Pacific Ocean.

The bedrock in the area is mapped as of Jurassic- to late Cretaceous-age [~200 – 65 million years ago (Ma)] Franciscan Complex consisting of sandstone, shale, chert, greenstone and serpentinite (Wagner et al, 1990; Graymer et al., 2006). Locally, bedrock is overlain by Quaternary-age (1.8 Ma to the present) colluvium, alluvium, landslide deposits and undocumented artificial fill. A geologic map of the site and vicinity is presented as Figure 2.

Test Pit Exploration

Subsurface conditions at the site were documented with six exploratory pits (TP20-01 through TP20-06) at the approximate locations shown on Figures 1 and 2. The test pit locations were excavated on 18 June 2020 by the NPS using a John Deere 410 G backhoe equipped with 18- and 24-inch-wide buckets. Prior to excavating the test pits, NPS checked for the presence of underground utilities, saw-cut the approximate limits of the proposed pits, and temporarily closed the road to through traffic.

The test pits were excavated to between three and four feet below the existing grade. The test pit plan dimension varied from about two to four feet in width and about four to seven feet in length. Once excavated, our geologist logged the subsurface conditions encountered and obtained representative samples for laboratory testing. The test pit logs are presented in Appendix A. The soil and baserock encountered was classified in accordance with the Unified Soil Classification System (ASTM D 2487) and the AASHTO Soil and Soil-Aggregate Classification System (AASHTO M145). Where bedrock was encountered in the subgrade, it was described in accordance with the descriptions presented at the end of Appendix A.

Upon completion of the test pit logging, NPS backfilled the test pits with the excavated material. Where observed, the material was placed in lifts and compacted with a jumping-jack tamper. Prior to departing the site, our geotechnical engineer and geologist reviewed the soil classification and selected representative sampled for laboratory testing. Some soil samples were tested for fines content, gradation, and Atterberg Limits to clarify the AASHTO classification. The results of the laboratory tests are presented in Appendix C.

Subsurface Conditions

The available geologic maps show Segment A laying on Franciscan Complex mélange, volcanic and chert rocks from west to east; Segment B is shown laying predominately on chert and minor mélange near the eastern end of the road.

Results from our subsurface exploration (TP20-1 through TP20-3) and geologic mapping confirm that the western part (Segment A) of Simmonds Road has been cut into residual soil of mélange, sandstone and chert bedrock (Figure A-1 through A-3). The test pits contained between 1.25 to 2 feet of artificial fill consisting primarily of clayey gravel and cobbles to sandy clay overlain by 0.5 to 1 foot of gravel with sand and clay (Baserock, Fill) and between of 2.5 and 6 inches of asphalt.

Results from our subsurface exploration (TP20-4 through TP20-6) and geologic mapping confirm that the eastern part (Segment B) has been cut into chert bedrock (Figure A-4 through A-6). The chert is generally very thin-bedded, low to moderate hardness, weak to very weak, very closely to extremely closely fractured and highly to completely weathered near the surface (Figure A-4 through A-6). However, during our site reconnaissance we observed thickly bedded, moderately strong chert in the road-cut up slope form TP20-4. The test pits in Segment B contained between 0.25 to 0.5 feet of gravel with sand and clay (Baserock, Fill) overlain by between 2 and 3 inches of asphalt. It should be noted that an abandoned concrete slab was encountered on the north side of TP20-05 approximately 6 inches below grade; its thickness and extent could not be confirmed during our site visit.

Groundwater was not encountered during the subsurface exploration.

Conclusions

On the basis of our review of the pavement report for Conzelman Road, we conclude the asphalt thickness at Conzelman Road (1.5 to 7 inches) is generally similar to what was encountered in our test pits at Simmonds Road (3 to 6 inches); however, the thickness of the base course layer is different. The report generally indicates there is no base course at Conzelman Road between Station 6+400 and the Conzelman Vista Parking Lot, and there is about 2 to 14 inches of base rock between Sta 1+085 and Sta 6+400. At Simmonds Road, we generally encountered about 3 to 12 inches of base course in Segment A and about 3 to 6 inches of base course in segment B.

The subgrade conditions exposed in our test pits in Segment A are generally consistent with conditions previously exposed at Conzelman Road – AASHTO soil types A-2-4 (silty or clayey gravel and sand) through A-6 (clayey soil); however, the subgrade encountered in TP20-01 (AASHTO soil type A-1-b) was more favorable than conditions at Conzelman Road, and in TP20-02 it was less favorable (AASHTO soil type A- 7). AASHTO soil type A-7 was also encountered in TP20-03 about 2 feet below the existing grade.

The subgrade conditions exposed in our test pits in Segment B generally consist of chert bedrock below a thin layer of base course and are generally more favorable than conditions exposed at Conzelman Road.

A comparison of the subgrade conditions encountered in our test pits and conditions described on Table 3 of the Conzelman Road report are presented in Table 1.

TABLE 1

SUBGRADE COMPARISON

Conzelman Road Simmonds Road

Boring/Station Sample Depth AASHTO Classification Boring/Station Sample Depth AASHTO

Classification

1+550 2 in. – 1.5 ft. A-2-6 TP20-1 1.2 ft. – 2 ft. A-1-b

2+825 0 ft. – 3 ft. A-4 TP20-2 1.2 ft. – 4 ft. A-7

3+000 4 in. – 4 ft. A-2-6 TP20-3 1 ft. – 2 ft. A-2-6

3+000 1.5 ft. – 4 ft. A-6 TP20-4 0.5 ft. – 3.5 ft. Chert

5+150 3 in. – 4 ft. A-2-6 TP20-5 0.5 ft. – 3.5 ft. Chert

7+340 1.0 ft. – 2.5 ft. A-2-4 TP20-6 0.8 ft. – 3.5 ft. Chert

References

ASTM Standard D2487 (2000). Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System).

AASHTO Standard M145-91 (2017). Classification of Soils and Soil-Aggregate Mixtures for Highway Construction Purposes.

Deppmeier, S. (2008). Golden Gate National Recreation Area, CA PRA GOGA 109(1), 107(1), 108 (1), & 418 (1), Conzelman Road and Various Routes, Pavement Report, Report 08-01, Technical Services Branch, Central Federal Lands Highway Division, Federal Highway Administration, January 2008.

DJ&A (2020). Simmonds Road Improvements, Marin Headlands Area, Golden Gate National Recreation Area, drawing number 151380, dated 22 May 2020 (50% Design).

DJ&A (2019). Scoping Report, Simmonds Road Improvements, COGA – PMIS #256311, Marin County, California, dated 2 October 2019.

Graymer, R.W., Moring, B.C., Saucedo, G.J., Wentworth, C.M., Brabb, E.E., and Knudsen K.L., (2006).

Geologic Map of the San Francisco Bay Region, U.S. Geologic Survey, Scientific Investigation Map 2918.

Wagner, D.L., Bortugno, E.J., and McJunkin, R.D., (1990). Geologic map of the San Francisco-San Jose quadrangle, California Division of Mines and Geology Regional Geologic Map No. 5A, scale 1: 250,000.

Limitations

This geotechnical study has been conducted in accordance with the standard of care commonly used as state-of-practice in the profession. No other warranties are either expressed or implied. The conclusions made in this report are based on a limited subsurface investigation and laboratory testing. Subsurface conditions encountered during construction may be different than what is described herein.

Attachments: Figure 1 – Site Location and Site Plan Figure 2 - Site Geology Map Appendix A – Test Pit Logs Appendix B – Field Data Summary Appendix C – Laboratory Testing

Bodsw ort h Rd

Ro se ns toc k R d

Field Rd

Simmonds Rd BunkerRd

0 400 800 1,200 1,600200 Feet

I Site Location and Site Plan

Simmonds Road Pavement Study Golden Gate National Recreation Area, Marin County, California

Figure 1

Segment A (10+00 to 42+42)

Segment B (42+42 to 64+50)

Project Limits

Project Beginning:

37° 49' 47.83" N 122° 31' 38.00" W

Project End:

37° 49' 55.89" N 122° 31' 00.36" WProject

Location

TP20-01 Approximate Test Pit Location (2020)

TP20-01 TP20-02

TP20-03

TP20-04

TP20-05 TP20-06

900 ft

N

N © 2020 Google© 2020 Google

Bod sw o rt h R d

R o s e n s to c k R d

Field Rd

Simmonds Rd

BunkerRd

0 400 800 1,200 1,600200 Feet

Segment A (10+00 to 42+42)

Segment B (42+42 to 64+50)

Project Limits

Project Beginning:

37° 49' 47.83" N 122° 31' 38.00" W

Project End:

37° 49' 55.89" N 122° 31' 00.36" W

Project Location

TP20-01 TP20-02

TP20-03

TP20-04

TP20-05

TP20-06

Site Geology Map

Simmonds Road Pavement Study

Golden Gate National Recreation Area, Marin County, California

Figure 2

TP20-01 Approximate Test Pit Location (2020)

Reference: Google Earth with U.S. Geological Survey (USGS Scientific Investigations Map 2918) dashed where approximate and dotted where concealed, queried where uncertin

Geologic contact:

EXPLANATION

fsr Melange (Cretaceous)

Franciscan Complex sedimentary rocks (Cretaceous)

Franciscan Complex chert (Early Cretaceous and (or)

Late Jurassic)

Franciscan Complex volcanic rocks (Jurassic)

Kfs

KJfc

Alluvium (Pleistocene)Qpa

Jfv

APPENDIX A

TEST PIT LOGS

Call before you dig.

Know what's below.

Reference: 50% Design, Site Plan , Sheet C3.1, Simmonds Road IMP., Golden Gate Na onal Recrea on Area, Na onal Park, CA. Prepared by DJ&A, P.C., dated 5/22/ 2020.

Notes:

1. See figure 1 for approximate test pit locations.

2. Ground surface profiles constructed using hand level and tape.

3. Horizontal = Vertical Scale.

4. Excavated by a Deere 410 G with 18-inch bucket

5. (GW-GC, SC, CL) - Uniform Soil Classification System designation , ASTM D2488;

[A-1-a, A-1-b, A-4] - AASHTO Soil Classification system, M145-91 (2017).

6. Percentage fines shown in parenthesis is estimated in field. Actual percentage can be determined with laboratory testing upon request.

View west along Simmonds Road.

Southwest wall of TP20-1.

UNIT DESCRIPTIONS

GRAVEL with SAND and CLAY (GW-GC) [A-1-a), reddish brown, olive, brown mottled, slightly moist to dry, medium dense?, fine to coarse, angular chert gravel (70-80%), fines (10-15%), sand (10-15%), Sample S1 @ 0.5 (Fill).

CLAYEY GRAVEL with SAND (GC) [A-1-b), yellowish brown, brown, reddish brown, slighlty moist, medium dense?, sub-angular gravel to cobbles (70%), fines (20%), sand (10-15%), Sample S2 @ 1.5’ (Fill).

CLAYEY SAND (SC) [A-6), yellowish brown, moist, very stiff to hard (pocket -penetrometer 3.25-4.5 tsf), sand (52%), fines (46%), Sample S3 @ 2.5’ (Residual Soil).

20-030601-0106/19/2020 A-1

SIMMONDS ROAD PAVEMENT STUDY

Golden Gate Na onal Recrea on Area, Marin County, California FigureDate

TEST PIT TP20-1

Or Call 1-800-424-5555 Dial 811 Call before you dig.

Know what's below.

Reference: 50% Design Site Plan , Sheet C3.1, Simmonds Road IMP., Golden Gate Na onal Recrea on Area, Na onal Park, CA. Prepared by DJ&A, P.C., dated 5/22/ 2020.

Notes:

1. See figure 1 for approximate test pit locations.

2. Ground surface profiles constructed using hand level and tape.

3. Horizontal = Vertical Scale.

4. Excavated by a Deere 410 G with 18-inch bucket

5. (GW-GC, CL) - Uniform Soil Classification System designation , ASTM D2488;

[A-1-a, A-6, A-7] - AASHTO Soil Classification system, M145-91 (2017).

6. Percentage fines shown in parenthesis is estimated in field. Actual percentage can be determined with laboratory testing upon request.

View east along Simmonds Road.

Northwest wall of TP20-2.

UNIT DESCRIPTIONS

GRAVEL with SAND and CLAY (GW-GC) [A-1-a), reddish brown, dry, medium dense?, fine to coarse, angular chert gravel (80%), fines (8%), sand (10-15%), Sample S1 @ 0.5 (Fill).

SANDY CLAY (CL) [A-6), brownish gray, moist, very stiff (pocket penetrometer 3.0-4.5 tsf), fines (60%), fine to coarse sand, (30%), trace fine gravel, low to medium plasticity, Sample S2 @ 1.0’ (Fill).

SANDY CLAY (CL) [A-7), olive gray, with pervasive yellowish orange mottling, moist, very stiff (pocket -penetrometer 3.5-4.5 tsf), sand (25%), occasional fine sub-rounded to sub-angular gravel 0.125”-0.5” (<10%), consisting predominately of chert fragments, medium plasticity, Sample S3 @ 3’ (Residual Soil).

20-030601-0106/19/2020 A-2

SIMMONDS ROAD PAVEMENT STUDY

Golden Gate Na onal Recrea on Area, Marin County, California

TEST PIT TP20-2

Or Call 1-800-424-5555 Dial 811 Call before you dig.

Know what's below.

Reference: 50% Design, Site Plan , Sheet C3.2, Simmonds Road IMP., Golden Gate Na onal Recrea on Area, Na onal Park, CA. Prepared by DJ&A, P.C., dated 5/22/ 2020.

Notes:

1. See figure 1 for approximate test pit locations.

2. Ground surface profiles constructed using hand level and tape.

3. Horizontal = Vertical Scale.

4. Excavated by a Deere 410 G with 18-inch bucket

5. (GW-GC, SC, CL) - Uniform Soil Classification System designation , ASTM D2488;

[A-1-a, A-2-4, A-7] - AASHTO Soil Classification system, M145-91 (2017).

6. Percentage fines shown in parenthesis is estimated in field. Actual percentage can be determined with laboratory testing upon request.

View north along Simmonds Road.

Northwest corner of TP20-3.

UNIT DESCRIPTIONS

GRAVEL with CLAY and SAND (GW-GC) [A-1-a), reddish brown, dry, medium dense?, fine to coarse, angular chert gravel (80%), fines (10-15%), sand (10-15%), Sample S1 @ 0.5’-1‘ (Fill).

CLAYEY SAND with GRAVEL (SC) [A-2-6), yellowish brown, dry, medium dense?, fine grained sand (70%), fines (20%), fine chert gravel to cobbles (10%), Sample S2 @ 1.5’ (Fill).

SANDY CLAY (CL) [A-7), yellowish brown, yellowish orange, moist, hard (pocket penetrometer 4.5 tsf), trace, fine sub-rounded to sub-angular gravel to 0.25”, low to medium plasticity, Sample S3 @ 3’, Sample S4 @ 4’ (Residual Soil).

20-030601-0106/19/2020 A-3

SIMMONDS ROAD PAVEMENT STUDY

Golden Gate Na onal Recrea on Area, Marin County, California

TEST PIT TP20-3

Reference: 50% Design Site Plan , Sheet C3.2, Simmonds Road IMP., Golden Gate Na onal Recrea on Area, Na onal Park, CA. Prepared by DJ&A, P.C., dated 5/22/ 2020.

Notes:

1. See figure 1 for approximate test pit locations.

2. Ground surface profiles constructed using hand level and tape.

3. Horizontal = Vertical Scale.

4. Excavated by a Deere 410 G with 18-inch bucket

5. (GW-GC) - Uniform Soil Classification System designation , ASTM D2488;

[A-1-b] - AASHTO Soil Classification system, M145-91 (2017).

6. Percentage fines shown in parenthesis is estimated in field. Actual percentage can be determined with laboratory testing upon request.

UNIT DESCRIPTIONS

CLAYEY GRAVEL with SAND and (GC) [A-1-b), dark reddish brown to dark yellowish brown, slightly moist, medium dense?, fine, angular chert gravel (60-70%), fines (15-20%), sand (10-15%) Sample S1 @ 0.5’ (Fill).

CHERT, dark reddish brown, gray, olive, yellow, white, trace black oxidation and pervasive yellowish orange oxidation and clay interbeds, very thin-bedded, moderately to closely fractured, highly to moderately weathered, moderately hard, weak to medium strong, smooth undulating bedding surfaces with shale and clay interbeds, undulating bedding, tightly folded, locally, Sample S2 @ 2’ (Franciscan Complex).

View north along Simmonds Road.

West wall of TP20-4.

20-030601-0106/19/2020 A-4

SIMMONDS ROAD PAVEMENT STUDY

Golden Gate Na onal Recrea on Area, Marin County, California

TEST PIT TP20-4

Reference: 50% Design Site Plan , Sheet C3.2, Simmonds Road IMP., Golden Gate Na onal Recrea on Area, Na onal Park, CA. Prepared by DJ&A, P.C., dated 5/22/ 2020.

1. See figure 1 for approximate test pit locations.

2. Ground surface profiles constructed using hand level and tape.

3. Horizontal = Vertical Scale.

4. Excavated by a Deere 410 G with 18-inch bucket

5. (GW-GC) - Uniform Soil Classification System designation , ASTM D2488;

[A-1-b] - AASHTO Soil Classification system, M145-91 (2017).

6. Percentage fines shown in parenthesis is estimated in field. Actual percentage can be determined with laboratory testing upon request.

UNIT DESCRIPTIONS

GRAVEL with SAND and CLAY (GW-GC) [A-1-b], dark yellowish brown to reddish brown, slightly moist, medium dense?, fine, angular chert gravel (50-60%), fines (20-25%), sand (10-20%) Sample S1 @ 0.5’ (Fill).

CHERT, light gray to greenish gray, bluish gray, dark reddish brown with pervasive yellowish orange oxidation, and clay interbeds, very thin-bedded, very closely to extremely closely fractured, highly to completely weathered at upper surface, low to moderate hardness, weak to very weak, smooth undulating bedding surfaces with shale and clay interbeds, undulating bedding, tightly folded, locally, Sample S2 @ 2’ (Franciscan Complex).

View east along Simmonds Road.

Southeast corner of TP20-5.

20-030601-0106/19/2020 A-5

SIMMONDS ROAD PAVEMENT STUDY

Golden Gate Na onal Recrea on Area, Marin County, California

TEST PIT TP20-5

Reference: 50% Design Site Plan , Sheets C3.2, C3.3, Simmonds Road IMP., Golden Gate Na onal Recrea on Area, Na onal Park, CA. Prepared by DJ&A, P.C., dated 5/22/ 2020.

1. See figure 1 for approximate test pit locations.

2. Ground surface profiles constructed using hand level and tape.

3. Horizontal = Vertical Scale.

4. Excavated by a Deere 410 G with 18-inch bucket

5. (GW-GC) - Uniform Soil Classification System designation , ASTM D2488;

[A-1-b] - AASHTO Soil Classification system, M145-91 (2017).

6. Percentage fines shown in parenthesis is estimated in field. Actual percentage can be determined with laboratory testing upon request.

UNIT DESCRIPTIONS

GRAVEL with SAND and CLAY (GW-GC) [A-1-b), dark yellowish brown to reddish brown, slightly moist, medium dense?, fine, angular chert gravel (50-60%), fines (21%), sand (10-20%) Sample S1 @ 0.5’ (Fill).

CHERT, greenish gray, reddish brown, yellowish brown and yellowish orange oxidized,very thin to thin-bedded, close to very closely fractured, moderately to highly weathered, moderately hard, weak to very weak, smooth undulating bedding surfaces with shale and clay interbeds, Sample S2 @ 2’ (Franciscan Complex).

View west along Simmonds Road.

Southwest corner of TP20-6.

20-030601-0106/19/2020 A-6

SIMMONDS ROAD PAVEMENT STUDY

Golden Gate Na onal Recrea on Area, Marin County, California

TEST PIT TP20-6

APPENDIX B

FIELD DATA SUMMARY

FIELD DATA SUMMARY

GGNRA Simmonds Road Pavement Study

Marin County, CA

AC

Base

TP20-01

Segment A

12+55 3.0 - 3.5 9 - 12 Gravel with Sand and Clay (GW-GC) [A-1-a] Clayey Gravel with Sand (GC) [ A-1-b]

Clayey Sand (SC) [A-6}

46% fines, 52% sand, 2% fine gravel

Liquid Limit = 26

Plasticity Index = 11

Poorly maintained wooded retaining wall supported on 4-inch-diameter wooden posts spaced 4.5 feet on center.

Landslide debris may be present behind retaining wall (multiple erosional gullies upslope, within larger landslide mass)

Asphalt completely decomposed west of test pit.

Asphalt over an existing water line trench appears to be performing well.

Multiple overlay layers in this area; alligator cracking locally, some shallow rutting locally.

TP20-02

Segment A

29+70 2.5 - 4.0 5 - 8 Gravel with Sand and Clay (GW-GC) [A-1-a]

8% fines

Sandy Clay (CL) [A-6] [A-7]

Liquid Limit = 36 to 48

Plasticity Index = 19 to 29

Pervasive cracking of the existing sidewalk.

Pavement section appears to have been replaced where a waterline was installed near the centerline.

Outbound/original pavement section is pervasively cracked; rutted.

1/2 to 1/4-inch alligator cracking in four to six inch diameter blocks

TP20-03

Segment A

42+15 3.0 - 6.0 6 - 9 Gravel with Clay and Sand (GW-GC) [A-1-a] Clayey Sand with Gravel (SC) [A-2-6]

Liquid Limit = 29

Plasticity Index = 13

Pavement overlay appears to be pealing off.

Concrete gate post is leaning into road.

Notable fill wedge on outboard lane, roughly seven to eight feet thick.

Existing drain inlet near concrete post is full of debris (pine needles, cones); likely clogs during periods of rain which may weaken the surrounding subgrade.

Two-foot-diameter potholes, locally.

TP20-04

Segment B

47+30 3 1 - 3 Clayey Gravel with Sand (GC) [A-1-b] Chert bedrock Minor spalling of overlay (1/2 inch deep).

Subparallel cracks on outboard (westbound lane).

Four potholes were previously patched in vicinity of test pit. Pothole diameter approximately 18 inches.

Potential for encountering moderately strong to strong, moderately weathered, very thickly bedded, wide to very wide jointed chert.

TP20-05

Segment B

49+43 2 - 2.5 1 - 2 Gravel with Sand and Clay (GW-GC) [A-1-b] Chert bedrock Concrete slab approximately 6 inches below grade on north side of test pit; backhoe could not penetrate slab; extent and thickness unknown.

Surficial hairline cracks on existing overlay locally.

Pavement section appears to be performing well.

TP20-06

Segment B

55+40 2 - 2.5 6 Gravel with Sand and Clay (GW-GC) [A-1-b]

21% fines, 59% sand, 40% gravel

Chert bedrock AC pavement is about 15 feet wide; AC curb on inbound side of road.

Eastbound (inbound) lane appears to have an overlay.

Westbound (outbound) lane is slightly depressed/settled.

Hairline alligator cracking, locally.

Subparallel cracks near midline and westbound (outbound) lane.

Notes: 1 - Approximate station numbers

2 - Approximate thickness

3 - Unified Soil Classification System in parenthesis (); AASHTO Soil Classification in brackets []

Notes Pavement Section (in)

Test Pit Station

Base Material

Subgrade Material

APPENDIX C

LABORATORY TESTING

Sample ID TP20-01 TP20-02 TP20-06 Depth (ft) 2.5 0.5 0.5 Date Tested 7/27/2020 7/27/2020 7/27/2020 Tested By EG EG EG Soil Description Clayey Sand (SC), brown Sand with Clay and

Gravel (SP-SCC), dark brown

Clayey Gravel with Sand (GP-GC), dark brown

Specimen Height (in) Specimen Diameter (in) Wt. Specimen + Tare (gm) Wt. Tare (gm) Wet Wt. Soil + Dish (gm) 616.0 748.3 890.0 Dry Wt. Soil + Dish (gm) 552.8 712.8 831.1 Wt. Dish (gm) 85.3 74.7 71.2 Dish ID Number E-4 E-2 E-3

Wet Density (pcf) - - - Dry Density (pcf) - - - Moisture Content (%) 13.5 5.6 7.8

Gs (assumed) Void Ratio Saturation (%)

Wt. Sieve (gm) 85.3 74.7 71.2 Dry Wt. Soil + Dish (gm) 552.8 712.8 831.1 (before washing) Dry Wt. Soil + Dish (gm) 340.7 663.5 672.6 (after washing) % Passing No. 200 Sieve 45.4 7.7 20.9

Comments

CLIENT: Divis Consulting PROJECT NAME: GGNRA Simmonds Road

PROJECT NUMBER: 20-030601

MOISTURE CONTENT, DENSITY AND PERCENT PASSING NO. 200 SIEVE TEST RESULTS

GEO ENGINEERING SERVICES

11 Driftwood Court, Pacifica, Calfiornia 94044 tel 650.359.4260 fax 650.359.2911

Sample Identification: TP20-01 at 2.5 feet Soil Description: Clayey Sand (SC), brown Date of Test: 6/30/2020 Test Performed by: EG

Weight of Sieve (gm) 85.3 Dry Wt. Soil + Sieve (gm) 552.8 (before washing)

Dry Wt. Soil + Sieve (gm) 340.7 (after washing)

Dry Wt. Soil (gm) 255.4 % Passing No. 200 Sieve 45.4

Sieve Opening

(mm)

Sieve No.

Weight of Sieve (gm)

Weight of Soil + Sieve

(gm)

Weight of Soil Retained (gm)

Percent Retained

Cumulative Percent

Retained Percent Passing

38.1 1-1/2 976.5 976.5 0.0 0.0% 0.0% 100.0%

19.05 3/4 969.3 969.3 0.0 0.0% 0.0% 100.0%

9.525 3/8 943.6 950.1 6.5 1.4% 1.4% 98.6%

4.76 4 919.4 923.6 4.2 0.9% 2.3% 97.7%

2.36 8 1085.4 1093.5 8.1 1.7% 4.0% 96.0%

1.18 16 1006.9 1018.6 11.7 2.5% 6.5% 93.5%

0.6 30 990.7 1019.7 29.0 6.2% 12.7% 87.3%

0.3 50 971.0 1096.1 125.1 26.7% 39.5% 60.5%

0.149 100 757.2 789.8 32.6 7.0% 46.4% 53.6%

0.074 200 773.5 811.4 37.9 8.1% 54.5% 45.5%

Fines Pan 422.0 422.5 0.5 45.5% 100.0% 0.0% Total Weight of Sample on Sieves (gm) 255.6

Total Weight of Sample (including washed soil) 467.9

Client: Divis Consulting Project Name: GGNRA Simmonds Road Project Number: 20-030601

11 Driftwood Court, Pacifica, California 94044 tel 650.359.4260 fax 650.359.2911

GEO ENGINEERING SERVICES

SIEVE ANALYSIS

Fines Content Analysis (Wash Sieve)

Sieve Analysis Test Results

Sample Information

Sample Identification: TP20-06 at 0.5 feet Soil Description: Clayey Gravel with Sand (SC), dark brown Date of Test: 6/30/2020 Test Performed by: EG

Weight of Sieve (gm) 71.2 Dry Wt. Soil + Sieve (gm) 831.1 (before washing)

Dry Wt. Soil + Sieve (gm) 672.6 (after washing)

Dry Wt. Soil (gm) 601.4 % Passing No. 200 Sieve 20.9

Sieve Opening

(mm)

Sieve No.

Weight of Sieve (gm)

Weight of Soil + Sieve

(gm)

Weight of Soil Retained (gm)

Percent Retained

Cumulative Percent

Retained Percent Passing

38.1 1-1/2 976.5 1076.2 99.7 13.1% 13.1% 86.9%

19.05 3/4 969.4 1041.4 72.0 9.5% 22.6% 77.4%

9.525 3/8 943.8 990.5 46.7 6.1% 28.8% 71.2%

4.76 4 919.3 1010.3 91.0 12.0% 40.7% 59.3%

2.36 8 1085.3 1152.2 66.9 8.8% 49.5% 50.5%

1.18 16 1006.9 1071.8 64.9 8.5% 58.1% 41.9%

0.6 30 990.8 1045.0 54.2 7.1% 65.2% 34.8%

0.3 50 971.0 1032.5 61.5 8.1% 73.3% 26.7%

0.149 100 757.3 775.4 18.1 2.4% 75.7% 24.3%

0.074 200 773.6 799.4 25.8 3.4% 79.1% 20.9%

Fines Pan 422.0 422.4 0.4 20.9% 100.0% 0.0% Total Weight of Sample on Sieves (gm) 601.2

Total Weight of Sample (including washed soil) 759.6

Client: Divis Consulting Project Name: GGNRA Simmonds Road Project Number: 20-030601

11 Driftwood Court, Pacifica, California 94044 tel 650.359.4260 fax 650.359.2911

GEO ENGINEERING SERVICES

SIEVE ANALYSIS

Fines Content Analysis (Wash Sieve)

Sieve Analysis Test Results

Sample Information

Sample Location: TP20-01 at 2.5 feet TP20-02 at 1 foot Date Tested: 6/29/2020 6/29/2020 Tested by: EG EG Soil Decription: Clayey Sand (SC), brown

Wet. Wt. Soil + Dish (gm) 14.24 14.71 13.19 13.28 Dry Wt. Soil + Dish (gm) 13.34 13.70 12.29 12.37 Wt. Dish (gm) 7.20 7.10 7.10 7.19 Dish ID Number 4 10 4 5 Moisture Content (%) 14.6 15.2 17.2 17.6

Wet Wt. Soil + Dish (gm) 30.87 30.02 32.30 31.16 26.05 30.63 Dry Wt. Soil + Dish (gm) 27.67 26.97 29.02 27.39 23.05 26.72 Wt. Dish (gm) 14.64 15.13 17.93 15.81 14.29 17.17 Dish ID Number E C I M B J Number of Drops 33 25 16 35 27 16 Moisture Content (%) 24.6 25.8 29.6 32.5 34.3 40.9

Test Results Liquid Limit = 26 Liquid Limit = 36 Plastic Limit = 15 Plastic Limit = 17

Plasticity Index = 11 Plasticity Index = 19

Client: Divis Consulting Project Name: GGNRA Simmonds Road Project Number: 20-030601

Test Number 2

Test Number 1

Sample Identification

Plastic Limit Test

Liquid Limit Test

Sandy Clay (CL), dark brown

11 Driftwood Court, Pacifica, California 94044 tel 650.359.4260 fax 650.359.2911

GEO ENGINEERING SERVICES

LIQUID AND PLASTIC LIMITS TEST RESULTS

Test Number 1 Test Number 2

Test Number 2

Test Number 1 Test Number 2

Test Number 1

20.0

25.0

30.0

35.0

40.0

45.0

1 10 100

M oi st ur e C on te nt pe rc en t)

Number of Drops

Test No. 1 Test No. 2

Sample Location: TP20-02 at 3 feet TP20-03 at 1.5 feet Date Tested: 6/29/2020 6/29/2020 Tested by: EG EG

Soil Decription:

Wet. Wt. Soil + Dish (gm) 13.23 15.10 13.33 13.42 Dry Wt. Soil + Dish (gm) 12.26 13.82 12.50 12.54 Wt. Dish (gm) 7.12 7.13 7.19 7.11 Dish ID Number 7 15 6 3 Moisture Content (%) 18.9 19.1 15.7 16.1

Wet Wt. Soil + Dish (gm) 28.72 31.32 28.63 27.15 28.82 23.56 Dry Wt. Soil + Dish (gm) 25.32 27.02 23.80 24.44 25.88 21.35 Wt. Dish (gm) 17.82 18.16 14.08 14.36 15.46 14.19 Dish ID Number W O F H A D Number of Drops 34 26 18 34 27 15 Moisture Content (%) 45.4 48.5 49.7 26.9 28.2 30.8

Test Results Liquid Limit = 48 Liquid Limit = 29 Plastic Limit = 19 Plastic Limit = 16

Plasticity Index = 29 Plasticity Index = 13

Client: Divis Consulting Project Name: GGNRA Simmonds Road Project Number: 20-030601

Test Number 2

Test Number 1

Sample Identification

Plastic Limit Test

Liquid Limit Test

Sandy Clay (CL), brown Sandy Clay (CL), mottled brown / gray brown / blue gray

11 Driftwood Court, Pacifica, California 94044 tel 650.359.4260 fax 650.359.2911

GEO ENGINEERING SERVICES

LIQUID AND PLASTIC LIMITS TEST RESULTS

Test Number 1 Test Number 2

Test Number 2

Test Number 1 Test Number 2

Test Number 1

25.0

30.0

35.0

40.0

45.0

50.0

1 10 100

M oi st ur e C on te nt pe rc en t)

Number of Drops

Test No. 1 Test No. 2