CA FLAP SCR T5(1) and T5(2) MBSST - Final Pavement Tech Memo.pdf

Subject: CA FLAP SCR T5(1) and T5(2) Monterey Bay Sanctuary Scenic

Trail (MBSST) Pavement & Materials Recommendations Structural Sections – Trail, Parking Areas, CA Route 1, Added Turning Lanes

From: Mike Voth Pavement & Materials Engineer, CFLHD

To: Dustin Robbins, Project Manager Jeff Felling, Lead Designer

INTRODUCTION

The purpose of this technical memorandum is to provide the pavement and material recommendations for the following items:

• Trail surfacing for the 7.3-mile shared-use trail that goes from the Wilder Ranch State Park to Davenport.

• Parking areas, railroad crossings, and approach roads.

• The addition of turning lanes along CA Route 1 at the Yellowbank parking area at about milepost 26.7. This location is about 2 miles southeast of Davenport. Caltrans provided as-built plans of previous projects near milepost 26.7. The as-builts plans were used to determine the existing pavement structure on CA Route 1. See attached technical memo dated April 3, 2020 for more information.

FIELD INVESTIGATION

From August 8 to 10, 2016 a field investigation was completed which included dynamic cone penetrometer (DCP) testing, sampling surface grab samples, and visual/photo reconnaissance.

24 locations were tested with the DCP and 4 soil samples from the upper subgrade were collected and tested for engineering properties by the CFLHD lab. The primary focus of this field investigation was evaluating the soil subgrade conditions along the alignment of the proposed shared use trail and parking lots to provide optimized recommendations for base and pavement thickness. Agriculture related equipment and access points were also observed and evaluated.

Below is a summary table of subgrade soil properties. For more complete and detailed results, see the attached field investigation log and lab test report.

Technical Memorandum

Date: August 15, 2021

Table 1. Summary of DCP Test Results and Investigation Log

Station or Location

Range of DCP Results

(ASTM

D6951)

CBR

Average Values

CBR Used for Design Comments

Trail CBR’s from 1.8 to 70+

21 10

•In the upper 20 inches of subgrade, silty sand (SM) was the most common subgrade soil encountered.

However, lean clays, cobbles, and boulders were also encountered.

•Refusal of the DCP from cobbles, boulders, or bedrock was experienced at 8 of the 24 DCP test locations.

Yellowbank Parking

Area

10 (only 1 test) 10 8

•Soil classification: A-2-4, SM, PI = 8 •Dry, tightly packed soil surface material that was bound from PI.

Davenport Parking

Area

11 (only 1 test 11 8 •Relatively consistent stiffness for entire depth of DCP evaluation (22 inches).

DESIGN RECOMMENDATIONS

The surfacing, base, design and other recommendations for the Trail, Davenport and Yellowbank Parking Areas, CA Route 1 turning lanes, railroad crossings, and approach roads are as follows:

TRAIL (SHARED-USE PATH):

The PDDM does not contain guidance or requirements for surfacing thickness of paved trails, but the minimum asphalt concrete pavement (ACP) thickness for new roadways is 2 inches.

FLH has successfully constructed numerous bike and pedestrian trails with 2 inches of ACP including projects in Bryce Canyon National Park, Grand Canyon National Park, and Grand Teton National Park.

The AASHTO Guide for the Development of Bicycle Facilities, the CalTrans Highway Design Manual, and guidance from Illinois DOT are good references for developing pavement structural sections for trails and they were used in developing surfacing recommendations for this project.

The following are some key excerpts:

•CalTrans Highway Design Manual-

On page 1000-11, bike path pavement structure guidance includes the following, “A minimum pavement thickness of 50 mm (2 inches) of asphalt is recommended”. (No minimum for aggregate base is provided, but for this project an aggregate base will be important to establish a firm foundation to pave on.)

•AASHTO Guide for the Development of Bicycle Facilities- On page 5-25, surface structure recommendations are, “…the total pavement depth should typically be a minimum of 6 in. (150 mm), inclusive of the surface course (asphalt or Portland cement concrete) and the base course (typically an aggregate rock base).”

•Best Practices for Bicycle Trail Pavement Construction and Maintenance in Illinois- This report includes mechanistic analysis of stresses and strains to estimate the number of passes to failure. This is a good resource and was used as a reasonableness check and to generate recommended base and surfacing thickness.

For the MBSST, only light duty traffic is expected along the trail. Light duty traffic is defined as golf carts, small utility vehicles (Polaris Ranger), automobiles, and pick-up trucks. Based on light duty traffic, the following are the recommended pavement structural sections for the trail:

Table 2. Pavement Structural Section Recommendations - Trail Location / Feature Asphalt Concrete Pavement

(403 pay item) Aggregate Base (302 pay item)

MBSST – mainline 2 inches (single lift) 6 inches (roadway aggregate) MBSST – surface aggregate connectors n/a 6 inches (crusher fines)

MBSST – rest areas n/a 4 inches (crusher fines)

PARKING AREAS, RAILROAD CROSSINGS, AND APPROACH ROADS

Traffic:

Parking areas were conservatively assumed to “turn-over” 4 times a day and include 12 RVs (class 5 trucks) per day. No large bus parking will be accommodated in the parking areas. Using these assumptions, the 20-year 18-kip equivalent single axle load (ESAL) were estimated at 44,500. As a result, the CFL 50,000 ESAL design minimum was used for design of the parking areas. Approach roads serve only a few residences and/or access to agricultural fields. These approach roads have very little traffic and again the minimum 50,000 ESALs was used for design.

Subgrade strength:

Based on DCP testing throughout the project, the upper 20 inches of subgrade soil generally has medium to high CBR values. The average CBR value for the project was 21. The CBR results at the Davenport and Yellowbank parking areas were 11 and 10 respectively. To account for some variability and include some conservativeness, a design CBR of 8 was selected for the project. This equates to a resilient modulus value (MR) of approximately 8000 psi.

The following table includes the recommended pavement structural sections for parking areas, railroad crossings, and approach roads. For more detailed information, the AASHTO pavement design summary and calculations are attached.

Table 3. Pavement Structural Section Recommendations – Roadway & Parking Location / Feature Asphalt Concrete

Pavement (403 pay item)

Concrete Pavement*

(501 pay item)

Aggregate Base (302 pay item)

Yellowbank and Davenport parking areas

3 inches (two lifts) ADA stalls - 8 inches (reinforced with wire mesh)

6 inches (roadway aggregate)

Location / Feature Asphalt Concrete

Pavement (403 pay item)

Concrete Pavement*

(501 pay item)

Aggregate Base (302 pay item)

Approach Roads (asphalt) 3 inches (two lifts) n/a 6 inches (roadway aggregate) Approach Roads (gravel) n/a n/a 6 inches (roadway aggregate) Railroad crossings, crossings / approaches with agricultural traffic (concrete) n/a 8 inches (reinforced with wire mesh)

6 inches (roadway aggregate)

Widened Trail shoulders for agricultural traffic n/a n/a 8 inches (roadway aggregate)

*Concrete surfacing was selected for crossings with agricultural related traffic due to the steel tracking implements used by some of the farming operations which mar and deform asphalt pavements. Concrete surfacing was selected for ADA stalls in parking lots to assure that strict cross-slope requirements are met.

TURNING LANES ON CA ROUTE 1

The attached technical memo dated April 3, 2020 includes the background and justification for the recommended pavement structural section for the added turning lanes on CA Route 1 which will access the Yellowbank parking area. The following table summarizes the recommendations.

Table 4. Pavement Structural Section Recommendations – Route 1 Turning Lanes Location / Feature Asphalt Concrete Pavement

(403 pay item) Aggregate Base (302 pay item)

CA Route 1 Turning Lanes 8 inches (3 or more lifts) 12 inches (roadway aggregate)

SCRs, and OTHER MATERIAL RECOMMENDATIONS

SCRs:

For the most part, our standard SCRs as related to pavement & materials will be used. However, the following SCRs are recommended and have been developed for insertion.

• Section 403 – Use of ½ inch NMA Type A Caltrans mix for roadway segments of project. Option to use a ½ inch NMA Type A Caltrans mix or a local mix that meets 2021 Greenbook Standard Specifications for Public Works Construction for the Trail surfacing.

• Section 703.06 – Gradation and quality requirements for use of crusher fines for shoulder material along trail, rest areas, and connectors. Crusher fines provide more cushion for joggers (as compared to asphalt) and are not coarse or uncomfortable to walk on.

Other Material Recommendations:

• There is the potential that spot areas of moist subgrade and areas of soft, clayey soils will be encountered. While generally the subgrade soil is expected to be granular in nature, suggest including 2000 cubic yards of subexcavation as contingency to be used at the discretion of the CO.

• Use tack coat for application between asphalt concrete pavement lifts.

• Use prime coat on base material that will receive an asphalt layer(s) above, and include blotter for use with prime coat, to be used as needed.

• Include fog seal applied over the asphalt concrete pavement for the Davenport parking area, Yellowbank parking area, and CA Route 1 turning lanes.

ATTACHMENTS

• Lab test results

• Field investigation log

• Technical Memo dated April 3, 2020 with recommendations for CA Route 1 turning lanes

• AASHTO pavement design worksheets

• DCP data summary

Lat / Long

Project:

DCP

Sample #

Station or Location

Lat/Long Date

Sampled Sample Depth

Container Type

CBR @ 10" to 17"

Grey-brown loamy soil. Cobbles present.

CBR @ 15" to 25"

Stiffer upper layers (compacted).

Noticeably less stiff below 8 inches

CBR @ 15" to 27"

Orange-brown sand-silt mix with PI.

Stiffness decreased with depth

CBR @ 12" to 21" Grey, loamy clay with some gravel

CBR @ 10" to 25"

Stiffer upper layers (compacted).

Noticeably less stiff below 10 inches

8/9/2016 36°58'12"N 122°7'22"WSTA 286DCP-1 n/a

CA FLAP SCR T5(1)(2) MBSST Account Number:

Entered By: Investigation Date(s):Sampled By:Mike Voth Mike Voth

Investigation Log, Sampling & Testing

Fill Location. Adjacent to city of Santa Cruz pipe installation

On lower road between two agricultural fields

Agricultural fields on both sides of centerline

15A6060050001 M10.PE.15G0.06 1606000000

August 8 to 10, 2016

Pavement Investigation - DCP Testing, Surface Sampling, Visual/Photo Evaluation n/a

Observations (grey = sample depth ) n/a

Lab Testing Results

Comments

Upper 8" stiff DCP, clods bound together in area

A-2-4

SC

PI = 8

DCP-15

36°57'58"N 122°6'57"W

STA 315, 40'

RT of RR tracks

DCP-22

DCP-24

STA 360, 25'

RT of RR tracks

36°57'39"N 122°6'4"W n/a

A-1-b (0)

SM

Yellowbank Parking Area, N. end

36°59'34"N 122°10'4"W 8/10/2016 4" to 8"

8/10/2016 4" to 8" n/a8/10/2016

STA 95

36°59'56"N

122°10'44"W 8/9/2016 3" to 10"

CBR Test Results, ASTM

D6951

CBR ~20

CBR ~10

CBR ~11

CBR ~13

plastic baggy

CBR @ 5" to 18" Grey, dry sand-silt mix. Stiff, consistent DCP blows plastic baggy plastic baggy n/a

A-2-4

SM

n/a CBR @ 13" to 25"

Upper 1-foot stiffer due to dry, bound soil conditions; perhaps from compaction from vehicles n/a

CBR ~20

Fill Location. Adjacent to city of Santa Cruz pipe installation

DCP-3 STA 275

36°58'18"N 122°7'41"W

DCP-14 STA 122

36°59'38"N

122°10'16"W 8/10/2016 n/a

CBR 50+

On bluff, 15' to 20' above RR tracks

DCP-13 STA 111

36°59'44"N

122°10'24"W 8/9/2016 n/a n/a CBR @ 10" to 20"

Noticeable increase in stiffness below 20 inches n/a CBR ~11.5 On bluff, 15' above RR tracks

DCP-12

DCP-2 STA 290

36°58'11"N 122°7'26"W 8/9/2016 n/a n/a CBR @ 15" to

25"

Stiffer upper layers (compacted).

Noticeably less stiff below 10 inches n/a n/a CBR ~4.5 DCP test location on upper road

DCP-4 STA 259

36°58'25"N 122°7'56"W 8/9/2016 n/a n/a CBR @ 20" to

30" CBR's over 20 until about 20 inch depth n/a CBR ~10.5

Gravel surfacing. Hard, bound together

8/9/2016 n/a n/a

Low CBR

DCP-6 STA 230

36°58'46"N 122°8'15"W 8/9/2016 n/a n/a CBR @ 3" to 13" Near refusal at 13 inches n/a CBR 30+

Visible bedrock in adjacent cut area n/a CBR @ 17" to 25" Large stiffness drop below 7 inches n/a CBR ~1.8DCP-5

STA 240, 16'

RT of RR track

36°58'41"N 122°8'11"W

8/9/2016 n/a

DCP-8

STA 26, 25'

RT of RR track

37°0'38"N 122°11'43"W 8/9/2016 n/a n/a CBR @ 4" to 8" Near refusal at 8 inches n/a CBR ~21 n/a CBR @ 5" to 22" Consistent, good stiffness with depth n/a CBR 11+DCP-7 NW Davenport

Parking area 37°0'40"N

122°11'45"W 8/9/2016 n/a

Top of bluff

DCP-10

STA 66, 15'

RT of RR tracks

37°0'15"N 122°11'4"W 8/9/2016 n/a n/a CBR @ 2.5" to

11" Rocky surface, near refusal at 11 inches n/a CBR 33+ In through-cut n/a CBR @ 3" to 7" Rocky surface, hit cobble/rock at 7 inches n/a CBR ~33DCP-9

STA 36, 15'

RT of RR track

37°0'41"N 122°11'33"W 8/9/2016 n/a

Removed 5 inches of gravel prior to DCP test

DCP-16

STA 135, 16'

RT of RR tracks

36°59'30"N 122°9'59"W 8/10/2016 n/a n/a CBR @ 8" to 15" Orange-brown clayey silt n/a CBR ~10

Rutting in wheel path.

Recyled concrete rubble used to bridge soft area n/a CBR @ 7.5" to 21" Near refusal at 8 inches n/a CBR~25DCP-11

STA 85, 18'

RT of RR tracks

37°0'1"N 122°10'49"W 8/9/2016 n/a

CBR ~11 Tested LT of 2-track road

In through-cut

DCP-18

STA 170, 18'

RT of RR tracks

36°59'14"N 122°9'23"W 8/10/2016 n/a n/a No DCP completed Bedrock/boulders at 3 inches below surface.

n/a n/a

In through cut. Near Laguna Beach access.

n/a CBR @ 3" to 8" Very stiff. Near refusal at 8 inches n/a CBR 70+DCP-17 STA 156 36°59'21"N 122°9'39"W 8/10/2016 n/a

Rocky surface. In through fill.

DCP-20

STA 205, 18'

RT of RR tracks

36°58'57"N 122°8'46"W 8/10/2016 n/a n/a CBR @ 3" to 6"

Stiff, grey bound soil. Hit cobble at 6 inches n/a CBR 35+ Near agriculture access road n/a CBR @ 8" to 18" Gravel/rocks from 5 inches and deeper. Near refusal at 20 inches.

n/a CBR ~17DCP-19 STA 180

36°59'8"N 122°9'12"W 8/10/2016 n/a

Willows and pampas grass in area (subgrade moisture?).

DCP-23

STA 340, 30'

RT of RR tracks

36°57'45"N 122°6'29"W 8/10/2016 n/a n/a CBR @ 18" to

26" Lower depths much softer than top foot.

n/a CBR ~4 Adjacent to agricultural field plastic baggy

CBR @ 5" to 25"

Grey, bound, clayey soil. Some gravel. Tough to pick through to get sample. Consistent stiffness with depth.

A-6 (3)

SC

PI = 14

CBR ~30DCP-21

STA 224+50,

14' RT of RR tracks

36°58'50"N 122°8'23"W 8/10/2016 0 to 6"

DCP

Sample #

Station or Location

Lat/Long Date

Sampled Sample Depth

Container Type

Observations (grey = sample depth ) Lab Testing

Results Comments

CBR Test Results, ASTM

D6951

CBR @ 8" to 18" Upper 8 inches is packed and stiffer from traffic. Cobbles present.

Note: Grey background indicates approximate depth of CBR evaluation.

DCP-25 STA 401

36°57'36"N 122°5'17"W 8/10/2016 n/a n/a n/a Adjacent to agricultural fieldCBR ~8

Subject: CA FLAP SCR T5(1) and T5(2) Monterey Bay Sanctuary Scenic

Trail (MBSST) Pavement & Materials Recommendations Structural Section, CA Route 1, Added Turning Lanes

From: Mike Voth Pavement & Materials Engineer, CFLHD

To: Wendy Longley, Project Manager Steve Short, Lead Designer

INTRODUCTION

The purpose of this technical memorandum is to provide the pavement and material recommendations for the addition of turning lanes along CA Route 1 at the Yellowbank/Panther Beach parking area at about milepost 26.7. This location is about 2 miles southeast of Davenport. Caltrans provided as-built plans of previous projects near milepost 26.7. The as-builts plans were used to determine the existing pavement structure on CA Route 1. This memo is also to be used to convey our recommendations to Caltrans and attain their concurrence.

AS-BUILT PLAN REVIEW

Caltrans provided a total of 15 as-built plans that were dated from 1940 to 2018. Of these 15 as-built plans, 7 included pavement structural sections relevant to our project area. A summary of the reviewed as-built plans is attached. Based upon a review of the as-built plans, the estimated existing pavement structure is presented below in Table 1.

TABLE 1: CA Route 1, Existing Pavement & Base Thickness (near Yellowbank Parking Lot)

Layer Thickness (inches)

Asphalt Pavement 7.75 Aggregate Base 6 Subbase 6

PAVEMENT & MATERIALS RECCOMENDATIONS

Section 612.3 Widening, of the Caltrans Highway Design Manual, indicates it is acceptable to match the existing pavement structure in lieu of determining the actual design life on widening projects. This was the approach used to develop recommendations for the pavement structure for the widened area along CA Route 1. The length of roadway impacted is about 1500 feet.

Technical Memorandum

Date: April 3, 2020

Using the data presented in Table 1 to complete a “match existing” design approach, the resulting recommended pavement structural section is as follows:

8 inches asphalt concrete pavement 12 inches aggregate base

New base and pavement will only be placed in the widened portion of CA Route 1. After the widened section has been completed and the existing pavement markings have been removed, and prior to the application of the permanent pavement markings, a fog seal will be applied over the full width of CA Route 1.

Based on a subgrade sample taken from the adjacent Yellowbank parking lot in August 2016, the soil in the area is expected to be generally granular and should provide a satisfactory subgrade material if properly drained. The material was classified as an A-2-4 according to AASHTO M 145 and a clayey sand (SC) according to ASTM D2487. Using a dynamic cone penetrometer (DCP), the estimated in-situ CBR of this subgrade material was 10. Based on visual examination, the in-situ moisture was slightly drier than optimum.

Contract administration for the project will be provided by CFLHD. Construction and materials specifications will be in accordance with the FP-14 (Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects) with revisions, as appropriate, to meet local standards.

The following pay items as related to the pavement structure are recommended:

TABLE 2: Pay Items for Pavement Section

Item N b

Item Description 30202-2000 Roadway Aggregate, Method 2 (requires a crushed, 1” minus Caltrans base) 40301-0100 Asphalt concrete pavement, type 1 (specify a Caltrans Type A mix, with a

PG 64-10 binder) 40601-0000 Fog Seal 41201-0000 Tack Coat

The asphalt concrete pavement will be placed in lifts conforming to Caltrans standards. Tack coat will be required between each lift.

For additional questions regarding the pavement structural section, you may contact me at (720) 963-3505 or michael.voth@dot.gov.

mailto:michael.voth@dot.gov

CA FLAP SCR T5(1) & T5(2) Monterey Bay Sanctuary Scenic Trail Summary of Caltrans As-Builts - Route 1 near Yellowbank Parking Lot - MP 25.7 to 28.8

Year Asphalt

Pavement (in.)

Aggregate Base (in.)

Subbase (in.) Scope Comments As-built #

1940 2.5 - 14 4R Project is on Davenport side of Yellowbank. 24WLC1

1953 3 6 6 4R Project is on Santa Cruz side of Yellowbank. Underdrains in plans 54-4TC11

1954 - - - Drainage 55-4TC25 1958 n/a n/a n/a 4R Sites in Santa Cruz 59-4TC61

1961 3 6 - 4R Project is mostly on Davenport side of Yellowbank. Underdrains in plans 62-4T13C23

1977 1a not defined not defined Overlay Thin 1 inch overlay 04-430154 1978 n/a n/a n/a 4R Site at Davenport 04-302544 1983 n/a n/a n/a 4R Bus turnaround in Davenport 04-110084

1996 4.2 6 6 4R Widened lane project at Bonny Doon Rd. 04-132354

2002 5.35 not defined not defined Overlay

1.2 inch overlay + 4.15 inch existing =

5.35. Near Laguna Road 05-0E7004

2004 n/a n/a n/a 4R Site at Bonny Doon Road 05-OJ1305 2012 - - - Guardrail 05000002044 2014 2.4a not defined not defined Overlay RHMA-G overlay 05130000044 2015 - - - Rumble Strip 05120001174

2018 - - - Pavement Marking 05180001934 aoverlay thickness only as-built within Yellowbank station range as-built near Yellowbank station range

Match Existing - Replace in kind Material Type Bid Item Thickness (in.) Determination

Asphalt Pavement 40301-0100 7.75b from 2002 project + 2014 project Aggregate Base 30202-2000 6 from 1996 project

Subbase 30202-2000 6 from 1996 project bRound and use 8 inches

AASHTO FLEXIBLE PAVEMENT DESIGN

SN Determination

Design Inputs W18 = 50,000 ESALs Applications Over Design Period Typ. Range 50k to 10 million Up to 12 RVs per day @ 0.5 ESAL R = 75 % Reliability Typ. Range 75 to 95%

So = 0.49 Standard Deviation AASHTO Standard

MR = 8,000 psi Subgrade Resilient Modulus Typ. Range 3000 to 15000 psi

Pi = 4.2 Initial Serviceability Typ. Range 4.2 to 4.4

Pt = 2.5 Terminal Serviceability Typ. Range 2.0 to 3.0

CBR = 10 from DCP, but used CBR = 8 and R-Value = 35 to add some conservativeness DESIGN SN = 1.87 because south end of lot was not evaluated. Also, very dry conditions encountered during DCP testing (August)

AASHTO FLEXIBLE PAVEMENT DESIGN

Layer Thickness Determination Using Layered Analysis Approach

1 Enter applicable information in cells C15 through F22 2 For the first layer, use the E of the next lower layer as the MR in the Inputs Box below this table and enter the resulting layer SN.

3 The minimum layer thickness is calculated in column H. Enter the "practical" layer thickness in column I.

4 Repeat steps 2 and 3 for each layer, always using the E of the next lower layer as the MR in the Inputs Box spreadsheet below this table.

5 Check to ensure resulting SN meets or exceeds required SN 6 Note that this procedure is not valid if any layer beneath layer 1 has an E greater than 40,000 psi.

SN Using E of next Min. Layer Practical Layer Layer Drainage Elastic lower layer in Thickness, D, Thickness, D, Associated

Layer No. Description Coefficient, ai Coefficient, mi Modulus, psi inputs box below inches inches SN (topmost) Layer 1 AC Layer 0.40 1.00 400,000 1.14 2.85 3.00 1.20

Layer 2 Coarse Agg Base 0.12 1.00 35,000 1.99 6.58 6.00 0.72 Layer 3 Gran. Subbase 20,000 0.00 0.00 0.00 Layer 4 Select Borrow 15,000 0.00 0.00 0.00 Layer 5 0.00 0.00 0.00 Layer 6 0.00 0.00 0.00 Layer 7 0.00 0.00 0.00

(bottommost) Layer 8 0.00 0.00 0.00 Subgrade Subgrade N/A N/A 8,000 N/A N/A N/A N/A AC Layer 401 = 0.44 Total Pavement 1.92 Calculated SN

403 = 0.40 Thickness, inches, 9.43 9.00 1.87 SN to Match CAB 301 = 0.14 Design is sufficient Subbase/Minor agg 302 = 0.12

FDR 304 = 0.12

Select borrow 204 = 0.06 to 0.08 (Refer to Exhibit 11.2-C in Chapter 11 of PDDM for additional guidance on coefficients)

Inputs Box W18 = 50,000 ESALs Applications Over Design Period

R = 75 % Reliability

So = 0.49 Standard Deviation

MR = 8,000 psi Subgrade Resilient Modulus

Pi = 4.2 Initial Serviceability

Pt = 2.5 Terminal Serviceability

SN on top of layer = 1.87

ADT 200 Annual Growth R0.001 Design Years 20

Directional Distribution

0.5

Lane Distribution

Classification Percent Truck Factor

Growth Factor ADT Yr 1 Design Lane ESALs ADT at N

Autos 76.0% 0.0006 152 0 155 Values Pickups, Vans 12.0% 0.004 20.191145 24 354 24

200 (calculated) Class 4 buses 0.0% 1.5 20.191145 0 0 0 200 Class 5 trucks/RVs 12.0% 0.5 20.191145 24 44219 24

2015 Class 6 0.0% 1 20.191145 0 0 0 2035 Class 8 0.0% 1.5 20.191145 0 0 0

0 Class 9 0.0% 2 20.191145 0 0 0 100.00% 44572 204

(refer to Exhibit 11.2-A in the PDDM for additional guidance on truck factors) Parking lot "turns over" 4 times per day.

12 RVs per day.

GR = Growth Rate (%)

Future ADT Calculation ADTf = ADTi (1 + GR)(F-I)

ADTf = Average daily traffic for future year ADTi = Average daily traffic for initial year

I = Initial year for ADT F = Future year for ADT

DCP TEST DATA

File Name: DCP 1

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 9-Aug-16 Location: Sta 286, on fill Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 54 1

5 79 1

5 98 1

5 113 1

5 131 1

5 153 1

5 171 1

5 199 1

5 223 1

5 255 1

5 283 1

5 328 1

5 380 1

5 443 1

5 507 1

5 572 1

5 613 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 2000 4000 6000 8000 10000 12000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

File Name: DCP 2

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 9-Aug-16 Location: STA 290, on fill Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 38 1

5 61 1

5 82 1

10 126 1

10 167 1

10 222 1

10 275 1

10 364 1

10 482 1

10 569 1

10 665 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 2000 4000 6000 8000 10000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 3

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 9-Aug-16 Location: STA 275, on upper road Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

10 109 1

5 171 1

5 258 1

5 464 1

5 649 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 1000 2000 3000 4000 5000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 4

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 9-Aug-16 Location: STA 259 Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

10 135 1

10 218 1

10 314 1

10 414 1

10 513 1

10 707 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 1000 2000 3000 4000 5000 6000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 5

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 9-Aug-16 Location: STA 240, off roadway 14' RT of RR track Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

10 74 1

10 193 1

5 436 1

2 628 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 1000 2000 3000 4000 5000 6000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 6

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 9-Aug-16 Location: STA 230, bedrock visible in cut Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

10 68 1

10 109 1

10 146 1

10 186 1

10 234 1

10 288 1

10 327 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 2000 4000 6000 8000 10000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 7

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 9-Aug-16 Location: NW Davenport Parking Area Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 117 1

5 174 1

5 258 1

5 322 1

5 391 1

5 484 1

5 559 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 500 1000 1500 2000 2500 3000 3500 4000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 8

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 9-Aug-16 Location: STA 26, 25' RT of RR track Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 93 1

5 145 1

5 176 1

5 192 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 2000 4000 6000 8000 10000 12000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 9

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 9-Aug-16 Location: STA 36, 15' RT of RR track Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 63 1

10 125 1

8 180 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 1000 2000 3000 4000 5000 6000 7000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 10

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 9-Aug-16 Location: STA 66, 15' RT of RR tracks Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 65 1

10 135 1

10 196 1

10 245 1

8 277 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 2000 4000 6000 8000 10000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 11

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 9-Aug-16 Location: STA 85, 18' RT of RR tracks Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 61 1

5 103 1

5 151 1

10 233 1

10 302 1

10 365 1

10 403 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 2000 4000 6000 8000 10000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 12

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 9-Aug-16 Location: STA 95, 15' to 20' above RR track Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 48 1

10 105 1

10 144 1

10 174 1

10 207 1

10 236 1

10 264 1

10 296 1

10 332 1

10 369 1

10 403 1

10 455 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 2000 4000 6000 8000 10000 12000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 13

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 9-Aug-16 Location: STA 111, on bluff 15' above RR tracks Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 134 1

5 165 1

10 227 1

10 323 1

10 502 1

10 540 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 2000 4000 6000 8000 10000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 14

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 10-Aug-16 Location: STA 122, LT of 2-track road Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 40 1

10 110 1

10 191 1

10 262 1

10 338 1

10 478 1

8 629 1

10 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 1000 2000 3000 4000 5000 6000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 15

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 10-Aug-16 Location: Yellowbank, N. end Soil Type(s): clayed sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

10 51 1

10 98 1

10 146 1

10 211 1

10 299 1

10 406 1

10 534 1

10 686 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 1000 2000 3000 4000 5000 6000 7000 8000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 16

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 10-Aug-16 Location: STA 135, 16' RT of RR tracks Soil Type(s): clay sands/silt & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 53 1

5 118 1

10 216 1

5 317 1

5 391 1

5 438 1

5 463 1

10 536 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 1000 2000 3000 4000 5000 6000 7000 8000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 17

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 10-Aug-16 Location: STA 156 Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

10 54 1

10 84 1

10 112 1

10 147 1

10 179 1

10 207 1

5 217 1

10 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

-15000 -10000 -5000 0 5000 10000 15000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 18

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 10-Aug-16 Location: STA 170, 18' RT of RR tracks Soil Type(s): No DCP - Bedrock @ 3"

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

10 1

10 1

10 1

10 1

10 1

10 1

10 1

10 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

-12000000 -10000000 -8000000 -6000000 -4000000 -2000000 0

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 19

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 10-Aug-16 Location: STA 180 Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 61 1

10 127 1

10 205 1

10 319 1

10 446 1

10 527 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 1000 2000 3000 4000 5000 6000 7000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 20

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 10-Aug-16 Location: STA 205, 18' RT of RR tracks Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 40 1

10 107 1

10 144 1

5 158 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 2000 4000 6000 8000 10000 12000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 21

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 10-Aug-16 Location: STAT 224+50, 14' RT of RR tracks Soil Type(s): clayey sands & gravel

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

10 60 1

10 105 1

10 161 1

10 232 1

10 294 1

10 348 1

10 421 1

10 501 1

10 575 1

10 641 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 2000 4000 6000 8000 10000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 22

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 10-Aug-16 Location: STA 315, 40' RT of RR tracks Soil Type(s): clayey sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

10 74 1

10 141 1

10 232 1

10 341 1

10 522 1

10 678 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 1000 2000 3000 4000 5000 6000 7000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 23

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 10-Aug-16 Location: STA 340, 30' RT of RR tracks Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 61 1

5 133 1

10 281 1

10 455 1

5 674 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 500 1000 1500 2000 2500 3000 3500 4000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 24

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 10-Aug-16 Location: STA 360, 25' RT of RR tracks Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

5 57 1

10 107 1

10 171 1

10 271 1

10 430 1

10 540 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 1000 2000 3000 4000 5000 6000 7000 8000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

File Name: DCP 25

Project: CA FLAP SCR T5(1) & (2) MBSST Date: 10-Aug-16 Location: STA 401 Soil Type(s): silty sands & mudstone/siltstone

No. of Accumulative Type of Blows Penetration Hammer

(mm)

0 0 1

10 58 1

10 112 1

10 164 1

10 216 1

10 452 1

10 576 1

10 1

10 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H , i n

CBR

D E

P T

H , m m

0 1000 2000 3000 4000 5000 6000 7000 8000

D E

P T

H , i n

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL