Agreement – Carbon Activated Corporation — Manhattan Beach City Council, February 3, 2026 (part 2 of 2)

SITE
2m Manhattan
Beach
Figure 1. Site Location

2. PURPOSE AND SCOPE OF SERVICES
The scope of work described in this letter report included the following:
• Performing a site reconnaissance to evaluate Site conditions and mark out exploration locations:
• Performing a field exploration and laboratory testing program to evaluate the subsurface conditions consisting of the following:
- Three hand auger explorations down to 5 feet depth below ground surface (bgs) and one hand auger to 10 feet bgs;
- Four shallow pit infiltration tests;
- Two shallow boring infiltration tests performed at a depth of 5 ft bgs. - Laboratory testing of selected soil samples;
• Assessment of the in-situ infiltration rates; and
• Preparing this letter report outlining our findings and recommendations.

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3. FIELD INVESTIGATION AND TESTING

3.1 Hand Auger Exploration
Hand Auger Explorations were performed to assess the subsurface conditions. The work included 5 explorations to a depth of 5 feet bgs and one exploration to 10 feet bgs. Figure 2 shows the approximate location of hand auger explorations. Soil encountered was uniform across the explored depth and consisted of poorly-graded clean sand, which is consistent with the expected geologic conditions in the area. Approximately, top 2 feet of soil, contained some concrete debris and base aggregate material, interpreted to be the result of the disturbances of the subgrade associated with original parking building construction and its recent demolition. No ground water was observed withing the explored depth of 10 ft bgs.

Shallow boring Infiltration Test
Shallow Pit Infiltration Test
5 feet Hand Auger Exploration
12th Street 10 feet Hand Auger Exploration
RAISED PCC WALK OR AC WITH WHEEL STOPS?
TP-2
ТР-3 Д HA-2 d.

HA-3Ø
Morningside
Drive
HA-1 -ТР-1
HA-6 TP-4
CLF|I/E
HA-4 HA-5
Center Place
Figure 2. Site Layout showing Approximate Hand Auger Exploration and Infiltration locations.

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3.2 Shallow Pit Infiltration Testing
Four shallow pit infiltration tests were performed at approximately each corner of the site. The infiltration tests were performed generally following the County of Los Angeles Department of Public Works Administrative Manual GS200.2 (LACPW, 2017) guidelines for Shallow Pit Test and as described below:
a. A shallow test pit (1-foot-deep x 1-foot-wide x 1 foot long) was excavated manually using hand tools on the ground surface. A general layout of the shallow test pit excavation is shown in Figure 3 below.

FALLING HEAD
CALCULATED FLOW RATE:
(WIDTH LENGTH 4H) / (40)

SMALL RECTANGULAR/SQUARE TEST PIT
WET SURFACE AREA:
2°(WIDTH"Hw) + 2°(LENGTH*Hw) -WIDTH LENGTH

EXISTING GRADE

EXCAVATION TO REACH
(4 FEET MAX)

WOODEN STAKE / RULER
• BOTTOM OP EXCANATION
SMALL TEST DIMENSIONS:

DEPTH: 1 TO 3 FEET (MAX) INFILTRATION ZONE
WIDTH: 1 TO 2 FEET (MAX)

INVERT DEPTH

INFILTRATION ZONE (BOTTOM OF TEST PIT
Figure 3. General layout of the shallow test pit excavation. b. The excavated shallow test pit was attempted to be presoaked for 30 mins by filling it with water. However, since the water repeatedly drained in less than 10 mins, it was determined that a constant head infiltration test is appropriate.
c. While performing a constant head infiltration test a constant water level near the top of the pit was maintained for approximately 30 mins. A flow meter was used to record the volume of water entering the test pit. The infiltration test results are summarized in Table 1 and the field infiltration test data are included in Attachment A. d. After test completion the test pit was backfilled with excavated soil.

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Table 1. Results of the shallow pit infiltration tests
Field Infiltration Reduction Factors Design Infiltration Test Pit ID RF
Rate (in/hr) RET REV REs Rate (in/hr)
TP-1 13 3 1 1 3 4.3
TP-2 23 3 1 1 3 7.7
TP-3 15 3 1 1 3 5
TP-4 30 3 1 3
Average 20 - - - 6.7

3.3 Shallow Boring Infiltration Testing
Shallow boring infiltration test were performed at southeast corner of the site, where below grade infiltration system may be considered. The infiltration tests were performed generally following the County of Los Angeles Department of Public Works Administrative Manual GS200.2 (LACPW, 2017) guidelines for boring percolation test, modified to a smaller diameter hand auger excavated boring, and consisted of steps as described below:
a. A 3.25-inch diameter hand auger excavation was advanced to a 5-foot depth. A general layout of the shallow boring infiltration test locations is shown in Figure 3 below.
b. A 1-inch diameter perforated pipe with capped bottom was placed in the center of the hole, and the remaining of the hole was backfilled with pea grave to prevent hole collapse.
c. Water was applied at the top of the perforated pipe and the hole presoaking was performed by filling up the hole to the top. The water would drain from the hole at a fast rate (minutes) if water inflow was stopped. Therefore, presoaking was performed by continue water inflow for 10 to 20 minutes.
d. A constant flow tests were performed at each hole over with several measurements of flow volume over 10 minutes, using a flow meter to record the total volume. e. The infiltration test results are summarized in Table 2 and the field infiltration test data are included in Attachment A.
f. After test completion, the perforated pipe was removed, and the open portion of the hole was backfilled with the excavated soils.

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Table 2. Results of the shallow borehole infiltration tests Test Boring Field Infiltration Reduction Factors Design Infiltration RF
ID Rate (in/hr) RET REV REs Rate (in/hr)
TP-1 112 2 1 1 2 56
TP-2 101 2 - 1 2 50
TP-3 72 2 1 1 2 36

4. LABORATORY TESTING
Geotechnical laboratory soil testing was performed on selected soil samples. The results of the tests were used to classify and evaluate the engineering properties of the soils. The geotechnical laboratory testing program included:
• Particle-size distribution - ASTM D6913;
• R-value test - DOT CA Test 301
• Modified Proctor Compaction Test - ASTM D1557
Geotechnical Laboratory test results are summarized in Table 2 with complete results provided in Attachment B.

5. SEISMIC DESIGN CRITERIA
The Site is situated within a seismically active Southern California region and will likely experience moderate to severe ground shaking in response to a large magnitude earthquake occurring on a local or more distant active fault during the lifespan of the proposed facility. As a result, seismically induced ground shaking in response to an earthquake occurring on a nearby active fault is considered to be the major geologic hazard affecting the project.

The seismic design parameters for the project were established in accordance with ASCE 7-16, Chapter 11, for Site Class D. Mapped ground motion parameters Ss and Si were obtained using the ASCE 7 Hazard Tool (https://asce7hazardtool.online/). The output from the web tool is included in Appendix C. The seismic design parameters are summarized in Table 3. A default site class D, per s Section 11.4.3 of ASCE 7-16, was selected for the development of the seismic design parameters, based on our understanding of the local geologic setting.

Note that ASCE 7-16, Section 11.4.8, requires that sites classified as Site Class D with an Si greater than or equal to 0.2 perform a site-specific ground motion hazard analysis. Although the Site meets the criteria for this requirement, a site-specific ground motion hazard analysis was not performed, which is permitted per Exception #2 in ASCE 7-16 Section 11.4.8. This exception states that a ground motion hazard analysis is not required provided that the value of the seismic response coefficient Cs PNR0680A-001A/DRAFT_GST8093.docx
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is determined by Eq. (12.8-2) for values of T ≤ 1.5Ts and taken as equal to 1.5 times the value computed in accordance with either Eq. (12.8-3) for TL ≥ T > 1.5Ts or Eq. (12.8-4) for T > TL. This approach to computation of the seismic response coefficient Cs, should be implemented by the structural engineer.

Table 3. Design Ground Motion Parameters
Parameter Value
Approximate Site Latitude 33.885877 degrees
Approximate Site Longitude -118.409272degrees
Site Class D (Default)
Mapped Short Period Spectral Response Acceleration, Ss 1.908 g Mapped 1-second Spectral Response Acceleration, Si 0.679 g Short Period Site coefficient (at 0.2-s period), Fa 1.2 Long Period Site coefficient (at 1.0-s period), Fv 1.7 (a) Site-modified Short Period Spectral Response Acceleration, Sms 2.289 g Site-modified 1-second Spectral Response Acceleration, SMi 1.154 g (a) Design Short Period Spectral Response Acceleration, Sps 1.526 g Design 1-second Spectral Response Acceleration, Spi 0.770 g (a) Long Period Transition 8 s
Mapped MCEg Peak Ground Acceleration, PGA 0.831 g
Site Coefficient, FPGA 1.2
Site Class Adjusted MCEg Peak Ground Acceleration, PGAM 0.997 g Notes:
a. See the commentary in ASCE/SEI 7-16, Section 11.4.8 "Exception note" 2.

6. PAVEMENT RECOMMENDATIONS
The project considerations include the following pavement options:
• Asphalt Concrete (AC) Pavement over Aggregate Base
• Permeable Concrete Pavement over Washed Rock
Permeable Asphalt Concrete Pavement over Washed Rock
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6.1 Subgrade Preparation
Pavement sections should be placed on a prepared subgrade. The subgrade area has been disturbed by the completed demolition activities. We recommended that the upper two feet of the are be excavated and recompacted to 95-percent relative compaction using ASTM D1557 as the compaction standard. The target moisture content during compaction should be kept between optimum moisture content and optimum moisture content plus 4 percent. The bottom of the overexcavation should be scarified, moisture conditions, and compacted to provide a firm and unyielding surface for fill placement.

At the time of placement of base or pavement, subgrade soils should be firm and relatively unyielding and should be moisture conditioned at or above the optimum moisture content.

6.2 Asphaltic Concrete Pavement
The structural design of flexible AC pavement depends on anticipated traffic conditions, subgrade soils, and construction materials. Traffic index of 5.0 was used for design recommendations for parking area. Civil engineer should assess the planned use and finalize the determination of the design TI. For convenience, pavement design for traffic index of 6 is also provided.

The R-values of sample tested for the current investigation is 70. Individual R-value test results from these investigations are presented in Attachment B of this report. For design purposes the subgrade R-value was reduced to 50. The soils are uniform across the site and the single R-value test is considered appropriate for the site.

Table 4 provides flexible pavement structural sections. The sections assume 12 inches of properly prepared subgrade and the specified thickness of Class 2 aggregate base placed at a minimum relative compaction of 95 percent. The design assumes a pavement life of 20 years with normal maintenance.

AC should conform to the requirements of Section 39 of the 2020 Caltrans Standard Specifications.

The flexible pavement section should consist of asphalt concrete (as defined in Section 39 of the latest edition of the Caltrans Standard Specifications) over Class 2 aggregate base (as defined in Section 26 of the latest edition of the Caltrans Standard Specifications) over properly prepared subgrade. Asphalt and aggregate base should be compacted to a minimum relative compaction of 95 percent.

Adequate surface drainage should be provided to reduce ponding and infiltration of water into the subgrade and base materials. To the extent possible, irrigated or infiltration areas should be avoided next to pavements.

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Table 4. Flexible Pavement Structural Sections
Pavement Structural Section (b,c)
Traffic Index (a)
Asphaltic Concrete (in.) Class 2 Aggregate Base (in.)
5 5 Not Required
6 6 Not Required
Notes:
a. These traffic index values should be confirmed by the project Traffic Engineer or Owner prior to final design. b. Structural section thickness assumes a design R-value of 60. c. These structural sections assume 12 inches of properly prepared subgrade compacted to a minimum 95 percent relative compaction.

6.3 Permeable Pavement
County of Los Angeles Department of Public Works Low Impact Development Ordinance allows that permeable pavement without an underdrain may be used to comply with the on-site retention requirements of the LID Ordinance for at least its tributary area. A minimum infiltration rate of 0.3 inches/hour is required for use of permeable pavement without an underdrain. As described earlier in this letter, the field measured infiltration rates significantly exceed the minimum required infiltration rate.

Pervious concrete is made from carefully controlled amounts of water and cement materials used to create a paste that forms a thick coat around aggregate particles. Unlike conventional concrete, the mixture contains little or no sand, which creates a substantial void content (between 15 and 25 percent). Porous asphalt, or "open-graded" asphalt, pavement contains no fine aggregate particles, which creates void spaces in the pavement and allows water to collect within and drain through the pavement.

Permeable pavement design shall follow the requirements of the County of Los Angeles Department of Public Works Low Impact Development Manual (LADWP, 2014). The surface pavement area should not be sloped at more than 10 percent. The key elements of the permeable pavement section include the top structural layer and the underlining filter and reservoir layers.

The top filter layer should consist of the 1 to 2 inches thick zone of 0.5-inch crushed rock, and the bottom filter layer should consist of 2 inches thick zone of 0.5-inch crushed rock. The reservoir layer, if required, should be located between the two filter layers and consist of 1.5- to 3-inch crushed rock.

The reservoir layer may not be required at this site considering high infiltration rate of the subgrade.

The entire area where permeable pavement will be used must be lined with a nonwoven geotextile liner to prevent soil from migrating into the crushed rock layer.

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Caltrans Pervious Pavement Design Guidelines (Caltrans, 2023) provides recommendations for the structural section design. For the permeable asphalt pavement, Caltrans (2023) recommends pavement thickness of asphalt treated permeable based (ATPB) be calculated according to the conventional flexible pavement design, which was discussed previously in Section 6.2. The ATPB layer should be topped with a 0.1-foot-thick layer of Open Graded Friction Course (OGFC). For previous concrete pavement Caltrans (2024) recommends concrete layer thickness of 0.5 feet for Category B areas (which includes parking areas.

7. LIGHT POLE FOUNDATIONS
Light poles of about 20-foot height are expected to be installed in the parking lot area. The light poles are likely going to be solar powered, which includes an installation of the solar panel and battery pack at the top of the light pole. Light pole foundations are expected to be drilled shafts.

Axial capacity of foundation is not a significant design consideration considering the relatively low weight of the light poles and very competent subsurface materials.

The 2022 California Building Code was used to determine the minimum embedment depth of a shaft (Section 1807.3) for a lateral load. The lowest presumptive load-bearing values (CBC 2022, Table 1806.2) for lateral bearing pressure of 150 psf/ft shall be used, applicable for clean sands.

Section 1806.3.4 of the CBC allows for an increase in lateral bearing pressures up to twice the tabular values for supports that are not adversely affected by a 1/2-inch (12.7 mm) motion at the ground surface due to short-term lateral loads. Hence for short-term load, a lateral bearing pressure of 300 psf/ft can be used.

8. FOUNDATION RECOMMENDATION FOR PARKING KIOSK
Small parking kiosk are expected to be installed as part of the site improvements. Kiosk will be founded on small shallow footings. Allowable bearing capacity of 1500 psf can be used for kiosk design, for a minimum footing dimension of 18 inches and minimum footing embedment of 6 inches.

One-third increase on the allowable values can be applied for short term loading.

Resistance to lateral loads can be calculated using an allowable sliding coefficient of 0.45 for the footing cast directly against the ground or 0.3 for a smooth precast footing.

9. SMALL GRADE SEPARATION WALLS
Grade separation walls of up to few feet may be required as part of the project improvements. For walls less than 3 feet in exposed height, the unrestrained retaining walls may be designed with an equivalent fluid pressure loading of 30 pound per cubic foot (pcf). Typical surcharge loading of 80 psf uniform horizontal load can be assumed to account for typical parking area vehicular load.

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Foundation recommendations provided for the parking kiosk can be utilized for the small foundations. Passive resistance can be calculate using equivalent fluid pressure loading of 300 pcf.

Walls should be backfilled with native clean sands and weep holes should be provided in the walls to prevent hydrostatic pressure build up.

10. LIMITATIONS
The letter report and other materials resulting from Geosyntec's related effort have been developed for the proposed Parking Lot 3 improvements are not intended to be suitable for reuse on any project Site other than the currently proposed development area as it may not contain sufficient or appropriate information for such uses. If this letter report or portions of this letter report are provided to contractors or included in specifications, it should be understood that they are provided for informational purposes only.

Soil deposits may vary in type, strength, and many other important properties between points of exploration due to non-uniformity of the geologic formations or to man-made cut and fill operations.

While Geosyntec cannot evaluate the consistency of the properties of materials in areas not explored, the information presented in this letter report assumes that the data obtained through the desktop study are reasonably representative of field conditions and conducive to interpolation and extrapolation.

The exploration and evaluations were performed using generally accepted engineering approaches and principles available at this time and the degree of care and skill ordinarily exercised under similar circumstances by reputable Geotechnical Engineers practicing in this area. No other representation, either expressed or implied, is included or intended in our report.

11. CLOSURE
Geosyntec appreciates the opportunity to work on this project. Please contact the undersigned at (714) 969-0800 if you have any questions or comments or if you need additional information.

Sincerely,
Ravi Prakash, Ph.D. Jerko Kocijan, Ph.D., P.E., G.E.

Senior Staff Professional Principal Engineer
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ATTACHMENT A
Infiltration Test Data
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Test Pit Infiltration Field Log
Project Name: Parking Lot 3 Test Date: 12/06/2024
Test Location: Manhattan Beach, CA Test Number: IP-L
Soil Description: Clean Sand
Test Conducted by: RP, WM Constant Head or Falling Head?: Constant Head Water Level: Ift
Date of Test Pit Constructed: 12/06/2024 Test Pit Length: I ft Test Pit Width: Lft
Duration time for Presoak: 30 mins Test Pit Depth: 1 ft Depth to top of Test Pit: On ground
Elapsed Time Flow Volume Flow Rate Wetted Surface Infiltration Rate Reading At (mins) during the elapsed (in/hr) Area (in?) for Reading (in/hr) No. time At (Gallons)
1 10 7 9702 720 13
2 10 7 9702 720 13
3 10 7 9702 720 13
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Geosyntec®
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Test Pit Infiltration Field Log
Project Name: Parking Lot 3 Test Date: 12/06/2024
Test Location: Manhattan Beach, CA Test Number: IP-2
Soil Description: Clean Sand
Test Conducted by: RP, WM Constant Head or Falling Head?: Constant Head Water Level: Ift
Date of Test Pit Constructed: 12/06/2024 Test Pit Length: 1f Test Pit Width: Lft
Duration time for Presoak: 30 mins Test Pit Depth: 1 ft Depth to top of Test Pit: On ground
Elapsed Time Flow Volume Flow Rate Wetted Surface Infiltration Rate Reading At (mins) during the elapsed (in/hr) Area (in?) for Reading (in/hr) No. time At (Gallons)
1 10 12 16632 720 23
2 10 12 16632 720
10 12 16632 720 23
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Geosyntec®
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Test Pit Infiltration Field Log
Project Name: Parking Lot 3 Test Date: 12/06/2024
Test Location: Manhattan Beach, CA Test Number: IP-3
Soil Description: Clean Sand
Test Conducted by: RP, WM Constant Head or Falling Head?: Constant Head Water Level: Ift
Date of Test Pit Constructed: 12/06/2024 Test Pit Length: I ft Test Pit Width: Lft
Duration time for Presoak: 30 mins Test Pit Depth: 1ft
Depth to top of Test Pit: On ground
Elapsed Time Flow Volume Flow Rate Wetted Surface Infiltration Rate Reading At (mins) during the elapsed (in/hr) Area (in?) for Reading (in/hr) No. time At (Gallons)
1 10 8 11088 720 15
10 8 11088 720 15
10 8 11088 720
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Test Pit Infiltration Field Log
Project Name: Parking Lot 3 Test Date: 12/06/2024
Test Location: Manhattan Beach, CA Test Number: IP-4
Soil Description: Clean Sand
Test Conducted by: RP, WM Constant Head or Falling Head?: Constant Head Water Level: Ift
Date of Test Pit Constructed: 12/06/2024 Test Pit Length: 1ft Test Pit Width: 1 ft
Duration time for Presoak: 30 mins Test Pit Depth: 1ft
Depth to top of Test Pit: On ground
Elapsed Time Flow Volume Flow Rate Wetted Surface Infiltration Rate Reading At (mins) during the elapsed (in/hr) Area (in?) for Reading (in/hr) No. time At (Gallons)
1 10 15.5 21483 720 30
2 10 15.5 21483 720 30
3 10 15.5 21483 720 30
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Shallow Boring Infiltration Field Log
Project Name: Parking Lot 3 Test Date: 12/06/2024
Test Location: Manhattan Beach, CA Test Number: HA-4
Soil Description: Clean Sand
Test Conducted by: RP, WM
Constant Head or Fallinter Leader: Constant Head Water Level:

Date of Boring Constructed: 12/06/2024 Boring Diameter: 3.25 in Boring Depth: 5 ft
Duration time for Presoak: 30 mins
Elapsed Time Flow Volume Flow Rate Wetted Surface Infiltration Rate Reading At (mins) during the elapsed (in/hr) Area (in?) for Reading (in/hr) No. time At (Gallons)
1 10 47 65142 645 101
2 10 47 65142 645 101
3 10 47 65142 645 101
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Geosyntec®
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Shallow Boring Infiltration Field Log
Project Name: Parking Lot 3 Test Date: 12/06/2024
Test Location: Manhattan Beach, CA Test Number: HA-S
Soil Description: Clean Sand
Test Conducted by: RP, WM Constant Head or Falling Head?: Constant Head Water Level: 3.5 ft
Date of Boring Constructed: 12/06/2024 Boring Diameter: 3.25 in Boring Depth: 5ft
Duration time for Presoak: 30 mins
Elapsed Time Flow Volume Flow Rate Wetted Surface Infiltration Rate Reading At (mins) during the elapsed (in/hr) Area (in?) for Reading (in/hr) No. time At (Gallons)
1 10 24 33264 462 72
2 10 24 33264 462 72
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ATTACHMENT B
Geotechnical Laboratory Test Results
PNR0680A-001A/DRAFT_GST8093.docx
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Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 verdantas PARTICLE-SIZE DISTRIBUTION (GRADATION)
of SOILS USING SIEVE ANALYSIS
ASTM D6913
Project Name: Parking Lot 3 Tested By: A. Santos Date: 12/16/24 Project No.: GST8093 Checked By: 1. Ward Date: 12/19/24 Boring No.: P-3 Depth (feet): 0-2
Sample No.: Bulk
Soil Identification: Brown poorly-graded sand (SP)
Calculation of Dry Weights Whole Sample Sample Passing Whole Sample Sample Moisture Contents passing #4
Container No.: Z-1 XP Wt. of Air-Dry Soil + Cont. (g) 0.0 0.0 Wt. Air-Dried Soil + Cont. (g) 2122.6 725.0 Wt. of Dry Soil + Cont. (g) 0.0 0.0 Wt. of Container (g) 241.6 201.2 Wt. of Container No._ (g) 1.0 1.0 Dry Wt. of Soil (g) 1881.0 523.8 Moisture Content (%) 0.0 0.0 Container No. XP
Wt. of Dry Soil + Container (g) 708.1
Passing #4 Material After Wet Sieve
Wt. of Container (g) 201.2
Dry Wt. of Soil Retained on # 200 Sieve (g) 506.9
U. S. Sieve Size Cumulative Weight of Dry Soil Retained (g) Percent Passing Whole Sample Sample Passing #4 (%)
(mm.)
3" 75.0
11/2" 37.5
1" 25.0

19.0 0.0 100.0

12.5 19.2 99.0

9.5 48.5

4.75 80.1

2.36 4.1

1.18 10.0

0.600 39.5
#50 0.300 339.6
#100 0.150 491.1
#200 0.075 506.3
PAN
GRAVEL: 4%
SAND: 93 %
FINES: 3 %
GROUP SYMBOL: SP Cu = D60/D10 = 2.41
Cc = (D30)2/(D60*D10) = 1.12
Remarks:

Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76

GRAVEL SAND FINES
COARSE FINE COARSE || MEDIUM SILT CLAY
U.S. STANDARD STEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

3.0" 11/2" 3/4' 3/8" #4 #8 #100 #200
100 -
90 80
70-
60 50
PERCENT FINER BY WEIGHT 40
30 20 -
10 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE - SIZE (mm)
Project Name: Parking Lot 3
Boring No.: P-3 Sample No.: Bulk
Project No.: GST8093 Depth (feet): 0-2 Soil Type : SP
PARTICLE - SIZE Soil Identification: Brown poorly-graded sand (SP) verdantas DISTRIBUTION
ASTM D 6913 GR:SA:FI : (%) 4 : 93 : 3
Dec-24
SA P.3, Bulk @ 0-2
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 verdantas PARTICLE-SIZE DISTRIBUTION (GRADATION)
of SOILS USING SIEVE ANALYSIS
ASTM D6913
Project Name: Parking Lot 3 Tested By: A. Santos Date: 12/16/24 Project No.: GST8093 Checked By: 1. Ward Date: 12/19/24 Boring No.: P-4 Depth (feet): 0-2
Sample No.: Bulk
Soil Identification: Brown poorly-graded sand (SP)
Calculation of Dry Weights Whole Sample Sample Passing Whole Sample Sample Moisture Contents passing #4
Container No.: S15 PHD Wt. of Air-Dry Soil + Cont. (g) 0.0 0.0 Wt. Air-Dried Soil + Cont. (g) 1910.0 722.0 Wt. of Dry Soil + Cont. (g) 0.0 0.0 Wt. of Container (g) 225.8 214.7 Wt. of Container No._ (g) 1.0 1.0 Dry Wt. of Soil (g) 1684.2 507.3 Moisture Content (%) 0.0 0.0 Container No. PHD
Wt. of Dry Soil + Container (g) 702.2
Passing #4 Material After Wet Sieve
Wt. of Container (g) 214.7
Dry Wt. of Soil Retained on # 200 Sieve (g) 487.5
U. S. Sieve Size Cumulative Weight of Dry Soil Retained (g) Percent Passing Sample Passing #4 (%)
(mm.) Whole Sample
3" 75.0
11/2" 37.5
1" 25.0

19.0 0.0 100.0

12.5 5.5 99.7

9.5 30.3

4.75 53.1

2.36 3.0
#16 1.18 7.7
#30 0.600 34.1
#50 0.300 311.8
#100 0.150 469.0
#200 0.075 486.3
PAN
GRAVEL: 3%
SAND: 93 %
FINES: 4 %
GROUP SYMBOL: SP Cu = D60/D10 = 2.50
Cc = (D30)2/(D60*D10) = : 1.06
Remarks:

Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76

GRAVEL SAND FINES
COARSE FINE COARSE | MEDIUM SILT CLAY
U.S. STANDARD STEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER

3.0" 11/2" 3/4' 3/8" #4 #8 #100 #200
100
90 80
70-
60 50
40 30
20 -
10 100.000 10.000 1.000 0.100 0.010 0.001
PARTICLE - SIZE (mm)
Project Name: Parking Lot 3
Boring No.: P-4 Sample No.: Bulk
Project No.: GST8093 Depth (feet): 0-2 Soil Type : SP
PARTICLE - SIZE Soil Identification:

Brown poorly-graded sand (SP)
verdantas DISTRIBUTION
ASTM D 6913 GR:SA:FI : (%) 3 : 93 : 4 Dec-24
SA P-4, Bulk @ 0-2
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 verdantas MODIFIED PROCTOR COMPACTION TEST
ASTM D 1557
Project Name: Parking Lot 3 Tested By: E. Perez Date: 12/16/24 Project No.: GST8093 Checked By: J. Ward Date: 12/19/24 Boring No.: P-5 Depth (ft.): 0-2
Sample No.: Bulk
Soil Identification: Dark yellowish brown poorly-graded sand (SP) Note: Corrected dry density calculation assumes specific gravity of 2.70 and moisture content of 1.0% for oversize particles
Preparation Moist Scalp Fraction (%) Rammer Weight (Ib.) = 10.0 Method: Dry #3/4 Height of Drop (in.) = 18.0
Compaction X Mechanical Ram #3/8
Method Manual Ram #4 4.9 Mold Volume (ft3) 0.03320
TEST NO. 1 2 3 4 5 6
Wt. Compacted Soil + Mold (g) 3440 3498 3521
Weight of Mold (g) 1780 1780 1780
Net Weight of Soil (g) 1660 1718 1741
Wet Weight of Soil + Cont. (g) 921.7 830.4 931.7
Dry Weight of Soil + Cont. (g) 885.8 781.8 855.9
Weight of Container (g) 89.0 88.0 87.6
Moisture Content (%) 4.51 7.00 9.87
Wet Density (pcf) 110.2 114.1 115.6
Dry Density (pcf) 105.5 106.6 105.2
Maximum Dry Density (pcf) 106.6 Optimum Moisture Content (%) 7.1 Corrected Dry Density (pcf) 108.6 Corrected Moisture Content (%) 6.8 X Procedure A 115.0
Soil Passing No. 4(4.75 mm) Sieve SP: GR: = 215
Mold : 4 in. (101.6 mm) diameter
SP. GR. = 2.15
Layers: 5 (Five)
Blows per layer: 25 (twenty-five)
May be used if +#4 is 20% or less
110.0
Procedure B
Soil Passing 3/8 in. (9.5 mm) Sieve
Mold : 4 in. (101,6 mm) diameter
Layers: 5 (Five)
Blows per layer: 25 (twenty-five)
Use if +#4 is >20% and +3/8 in. is
20% or less 105.0
Procedure C
Soil Passing 3/4 in. (19,0 mm) Sieve
Mold : 6 in. (152.4 mm) diameter
Layers: 5 (Five)
Blows per layer: 56 (fifty-six)
Use if +3/8 in. is >20% and +¾ in 100.0
is <30%
Particle-Size Distribution:

GR:SA:FT
Atterberg Limits: 95.0

0.0 5.0 10.0 15.0 20.1

LL,PL, PI
Moisture Content (%)
MX P-5, Bulk @ 0-2
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 verdantas R-VALUE TEST RESULTS
DOT CA Test 301
PROJECT NAME: Parking Lot 3 PROJECT NUMBER: GST8093
BORING NUMBER: P-2 DEPTH (FT.): 0-2
SAMPLE NUMBER: Bulk TECHNICIAN: O. Figueroa
SAMPLE DESCRIPTION: Light brown poorly-graded sand (SP) DATE COMPLETED: 12/17/24 TEST SPECIMEN a b
MOISTURE AT COMPACTION% 11.8 12.2 12.6
HEIGHT OF SAMPLE, Inches 2.48 2.49 2.48
DRY DENSITY, pct 110.4 107.4 109.4
COMPACTOR PRESSURE, psi 175 150 140
EXUDATION PRESSURE, psi 625 305 115
EXPANSION, Inches x 10exp-4 0
STABILITY Ph 2,000 Ibs (160 psi) 25 28 31
TURNS DISPLACEMENT 4.80 5.00 5.30
R-VALUE UNCORRECTED 66
R-VALUE CORRECTED 74 70 66
DESIGN CALCULATION DATA a b
GRAVEL EQUIVALENT FACTOR 1.0 1.0 1.0
TRAFFIC INDEX 5.0 5.0 5.0
STABILOMETER THICKNESS, ft. 0.42 0.48 0.54
EXPANSION PRESSURE THICKNESS, ft. 0.00 0.00 0.00

EXPANSION PRESSURE CHART EXUDATION PRESSURE CHART

4.00 90

3.50 80

3.00 70

2.50 60
COVER THICKNESS BY STABILOMETER in feet 2.00
50 R-VALUE

1.50 40

1.00 30

0.50 0.00 20

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
COVER THICKNESS BY EXPANSION in feet
10 800 700 600 500 400 300 200 100 0
R-VALUE BY EXPANSION: N/A
EXUDATION PRESSURE (psi)
R-VALUE BY EXUDATION: 70
EQUILIBRIUM R-VALUE: 70
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76

APPENDIX VI

SOLAR LIGHT INSTALLATION MANUAL
12100-0001\2654178v1.doc
City of MB Form
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76

SOLAR STREET LIGHT

INSTALLATION MANUAL
Brighta series light system
(single head, one battery on the pole, 1 solar panel system) Greenshine New Energy
23661 Birtcher Dr, Lake Forest, CA 92630, USA
Tel: 1-949-609-9636
Fax: 1-949-812-6690
E-mail: [email protected]
Greenshine Website: www.streetlights-solar.com
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CONTENTS
GENERAL INFORMATION.. ..- 3-

1. COMPONENTS LIST. ... - 3-

2. TOOLS NEEDED.. .. - 3-

3. STORAGE TIPS AND OPERATING ENVIRONMENT.. . -4-

4. IMPORTANT SAFETY INSTRUCTIONS.. - 4-
INSTALLATION INSTRUCTIONS... ..- 5 -

1. INSTALLATION SITE SELECTION ...- 5-

2. FOUNDATION PREPARATION ... -6-

3. BEFORE INSTALLATION... .. - 7-

4. SYSTEM ASSEMBLY. .. - 8-

5. POLE HOISTING.. - 15 -

6. ELECTRICAL CONNECTION - 17-
MAINTENANCE - 18 -
DISCLAIMER... - 18 -
APPENDIX 1 CONCRETE FOUNDATION DRAWING. - 19 -
APPENDIX 2 WAGO CONNECTOR INTRUCTION MANUAL.. - 20 -
APPENDIX 3 CONTROLLER CONNECTION DIAGRAM .. •- 21-
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GENERAL INFORMATION
Thank you for selecting Greenshine's solar light and your contribution to the environment! This installation manual is provided to assist your installer. Installation and/or troubleshooting should be performed by qualified installer only. Although Greenshine solar light is very easy to install, this manual should be thoroughly reviewed and understoo rior to installation. The use of this manual and the conditions or methods of installation, operation, use and maintenance of the equipment are beyond the control of Greenshine New Energy. GNE will not assume any responsibility and expressly disclaims liability for loss, damage, or expense arising from, or any way connected with, such installation, operation, use, or maintenance.

Any use of this equipment for purposes other than those intended will void all warranties.

Please check all components before installation and if you encounter any problems before or during installation, please contact:
support/@streetlights-solar.com

1. COMPONENTS LIST
Components Description Quantity
Material: Hot-dip galvanized & powder coating finished steel Pole
Height: 20°
Mono/poly-crystalline, conversion efficiency: 13-15%
Solar Panel 1
12V 150W
Gel cell deep cycle battery
Storage Battery 1
12V 120Ah
Smart solar charge controller
Controller 1
12V 10A, IP68 water proof grade
LED Driver Avaiable 350mA,525mA, 700mA,950mA output current 1 Light Fixture CREE LEDs, material: Die-casting aluminum, GS-LED-290 30W Storage Battery Box Stainless steel enclosure for "on the pole" mounting Foundation Kit Anchor bolts, templates and nuts 1
Other Accessories Cables, fasteners such as bolts and nuts

2. TOOLS NEEDED - REFER TO PROJECT PLANS FOR PORTABLE

CONCRETE PEDESTAL TYPE INSTALLATION
Name Application
Tape measure Measuring the pole distance, cable and so on Adjustable wrench Screwing fasteners on solar panel & bracket, battery box, etc.

Excavator Digging foundation pit
Concrete mixing machine Mixing concrete
Wheelbarrow Transferring concrete material
Level Measuring the surface of foundation concrete
Multi-meter Measuring the voltage, current of the lighting system Wire stripper Stripping wires
Waterproof tape Insulating the wire connections
Steel wire (Dia. 1-2mm) Guiding the cable through lamp arms and poles, etc.

Flat blade screwdrivers Screwing fasteners for battery box Phillips head screwdrivers Screwing fasteners for battery box Allen wrench Screwing fasteners for light fixtures
Hammer Cleaning the concrete on the foundation template Chisel Cleaning the concrete on the foundation template www.streetlights-solar.com - 3-
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Compass Measuring the right direction to point the solar panel Socket wrench Screwing fasteners for lamp arm, mounting brackets and foundation kit Nylon cable tie Tying the cables
Truck crane Hoisting the pole
Shovel Backfilling the battery box
Light meter Measuring illuminance

3. STORAGE TIPS AND OPERATING ENVIRONMENT
- Storage Tips
- Keep the all the components well packaged during storage - Store in a well-ventilated area and keep the components away from dust and dirt - Storage temperature: -4°F to 140°F
- Relative Humidity: less than 90%, without condensation - Keep the goods away from corrosive gases and liquids
- Keep the batteries in a horizontal position
- IMPORTANT: For long-term storage, batteries should be charged every 3-4 months. Warranty on the batteries will be void, if the system is not installed within 6 months from the date of purchase - Operating Environment
- Operating temperature: 5°F to 122°F
- Humidity Range: 0 - 90%

4. IMPORTANT SAFETY INSTRUCTIONS
This manual contains important instructions that should be followed during installation and maintenance Installation and maintenance must be carried out by qualified technicians Smoking and fires are strictly prohibited at the installation site. Lead acid batteries will generate small volume of hydrogen which may cause explosion
NEVER short connect the batteries or the solar panels, that will cause irremediable damages to the components.

A one the batris are once o he system plas pent amerily Handle each component with great care during the installation, especially the solar panels (Tempered-glass) and light fixtures
Be very careful of the finished surfaces of the pole, lamp arm, brackets and light fixture during installation Installation during rainy days is not recommended
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INSTALLATION INSTRUCTIONS

1. INSTALLATION SITE SELECTION
- Choose a site with sufficient sunshine during the day time. - Make sure the site is free from high trees or buildings that will shade the solar panels during the day. - There should be no direct light source above the solar panel, or its day/night sensor may not work properly. - The solar street light should be installed away from any heating source. - The pole must be installed on sufficient solid ground. Please let us know beforehand if it has to be installed in sandy soil or some other atypical soil.
- If the pole has to be installed close to bodies of water, please make sure the batteries will remain above the 111.

IMPROPER POSITION

PROPER POSITION
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- REFER TO CONSTRUCTION PLANS FOR PORTABLE

2. FOUNDATION PREPARATION CONCRETE PEDESTAL TYPE INSTALLATION A. The foundations should be built by a qualified contractor. The size and design of the foundations in the drawing is a general guideline only. Please consult with a local civil engineer before building the foundations. Please consult with Yocal agencies regarding local soil conditions and the type of concrete to use.

B. It is recommend to wait at least 7 days for the concrete to dry up.

C. The PVC tube must be installed within the foundation. The battery wires will be pulled through the tube during installation.

D. Use the provided foundation template to accurately postion the anchor bolts.

E. Make sure the anchor bolts are plumbed vertically
F. Use a hand level to make sure the surface of the foundations is smooth and flat.

G. Make sure the threads on the bolts are fully exposed and not more than 0.5" above the concrete.

H. Please use the drawings below as a reference to construct the foundations:

After pouring the concrete, have proper disposals with the foundation shape and surface on the top must be smooth and level, which ensures the pole be installed vertically on the foundation. A hand level will help you for that part.

0.5" >
Concrete
Conc
Concrete
The thread is more than 0.5"
above the foundations The thread is not fully
exposed
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3. Before installation
As many users have no experience in solar lighting products, it is recommended to study the electrical diagram before proceeding to the installation.

Temperature sensor, do not
connect or cut off
CIS Controller
+
LED+
É LED Driver
LED-
Note
• The positive cable from the solar panel, the batteries, the lamp fixture are all connected to one RED COLOR cable from the controller
Use terminal blocks to connect fixture extension cable to LED driver/lamp fixture • Connect parts in following steps:

1. Connect lamp fixture to LED driver
Connect LED driver to controller

3. Connect battery to controller

4. Connect solar panel to controller
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4. SYSTEM ASSEMBLY
a) Lean the pole on a rack or any type of support for an easy assembly of the system. Please leave enough space from the ground to the pole for the arm that will connect to the fixture. b) Installation of the Fixture

1. Pulling the cables through the pole and arm:
a. Pull the cables for the solar panels and the cables for the fixtures through the pole all the way to the hand hole.
b. Pull the cable to connect the fixture through the arm, and fix the arm to the pole using bolts and nuts.

2. Pull the fixture cable through the hole of the fixture's arm (A) www.streetlights-solar.com - 8-
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3. Connect the extension cable with the LED fixture.

4. Slide the fixture onto the arm.

5. Level the fixture and tighten the mounting holts
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c) Installation of the solar panel and brackets

1. Assemble the mounting brackets together and fix them with bolts and nuts (B)
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2. Adjust the elevation angle to the adequate inclination degree using the bolts indicated in red on the follow- ing drawing. The inclination angle is provided on the quotation from Greenshine, if not please contact Greenshine New Energy.

Latitude Elevation Angle
0° ~9° 15°
Elevation
10° ~20° 15° or30° Angle
21° ~45° 30° or45°
46° ~65° 45° or60°
65° ~90° 60°

3. Fix the angle frame on to the bracket and fasten the bolts www.streetlights-solar.com - 11 -
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4. Lay on the ground the solar panels with the blue/black side facing the ground. (please protect the area be- fore putting them on the ground)

5. Pull the solar panel cables through the assembly you have just completed in step 5, while laying down the assembly on the solar panels.

6. Fix the mounting bracket to the solar panels using bolts and nuts.

M8X30
M8X30
M8X30
M8X30

7. Connect the cables from the solar panels to the cables coming from the pole, make sure the waterproof connectors are well connected.

8. Use a multimeter to test the voltage of the panels. Please conduct the testing during daytime. The voltage output of the panel should be around 20V (or 40V if there are 2 panels). If the output is OV, please dou- ble-check the connections (Contact Greenshine New energy if the problem persists)

9. Slide in the solar panel bracket on the pole.
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10. Adjust the panel direction so it will face the equator once the pole is installed on its foundation.

11. Secure the solar panel bracket with 6 bolts so that the panel can't move (the bolts do not penetrate the pole).

12. Find the 4 gauge holes on top of the pole. Each hole is 0.5".

13. Use one of the 4 pre-drilled holes on the pole to secure the attachment of the solar panel assembly to the top of the pole, use the (D) bolt. If none of the 4 pre-drilled holes matches a final orientation of the solar panels towards the equator, please drill a different hole to secure the attachment of the solar panel assembly to the pole. Please be careful not to damage the thread on the panel brackets for the (D) bolt. (D)
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d) Battery installation
Proceed to the installation of the battery box before hoisting the pole on its foundation. The controller connection and battery installation will be performed once the pole has been installed and firmly anchored on its foundation. 1-Pull all the cables through the hole on the pole before mounting the battery box on the pole 3-Pull all the cables through the hole on the battery box 4-Mount the stainless steel enclosure onto the pole with U bolts. 5-Fix charge controller and LED driver onto the aluminum plate and then fix it onto the rear side of the access door.
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5. POLE HOISTING

1. Fix the hex nuts (leveling nuts) and flat washers onto the anchor bolts.

Two hex nuts and two flat washers for each anchor bolt
Flat washer
- Hex nut

3. Use a crane to lift the pole and put it on its foundation, then fix the pole to its foundation with a hex nut and a flat washer.
→
- Her nut

4. Use a hand level to adjust the height of the four leveling nuts and make sure the pole is straight. Use a torque wrench to lock all the nuts.
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Tighten nuts and washers
Pole Base
Concrete Base
Leveling nuts and washers
Below 0.5'
The leveling nuts must be as close as possible to the foundations. 5- Simulating night time
Disconnect the solar panel cables to simulate night time. The LED fixture should turn ON after 2-5 minutes, if the fixture does not turn ON please contact Greenshine New Energy for support - After testing, please reconnect the solar panel cables to the controller, the light fixture will turn OFF after 2-5 minutes www.streetlights-solar.com - 16 -
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6. ELECTRICAL CONNECTION
Controller connection (Refer to detailed connection diagram in Appendix 3) 1- Fix LED driver and controller onto the aluminum 2- Connect the LED driver input cables to the con- plate. Place it into the battery box troller
Note
: Becareful wich the con driver plait Be careful with the connection, avoid short circuit! 3- Connect the LED driver output side to the fixture 4- Connect the battery cables to the controller extension cable.

Note !''' er. rel ends the gen indisco on the
: Be careful with the lamp fixture polarity ntroller will be constat Be careful with the connection, avoid short circuit! • • careful with the connection, avoid short circu 5- Simulating night time 6- Connect the solar panel cables to the controller Without connecting the solar panel cables, the LED
fixture should turn ON after 2-5 minutes, if the fixture Note does not turn ON please contact Greenshine New Energy • If the solar panel is exposed to strong day light, after 2-5 for support minutes, the lamp fixture will turn off automatically. • Be careful with the connection, avoid short circuit!
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MAINTENANCE
Greenshine's solar street lights are designed to be essentially maintenance free. However, in certain regions with extreme conditions, some level of maintenance is required to ensure the proper function of the lights. These regions are typically where there is a risk of dust, snow, or ice covering the solar panels and thus reducing the power of the lights. In regions with frequent rain, the tilt angle of the solar panels allow for self-cleaning of dust. However, in places where rain is infrequent, periodic manual cleaning of the panels may be required.

Before the maintenance work, the solar system parts should be disconnected using the following sequence Disassembly sequence of the solar system components:
• Disconnect the LED driver from the controller
• Disconnect the solar panel from the controller
• Disconnect the battery from the controller
After the maintenance work is done, the solar system components should be re-connected using the following sequence Assembly sequence of the solar system components
• Connect LED driver to controller
Connect batteries to controller
• Connect solar panels to controller
Typical maintenance schedule:

Every Week: Inspection of street lights to ensure all the lights are working. If there are lights which are not lit, per- form analysis to find causes and conduct repairs.

Every 2 Month: Inspect street light panels and clean them which are covered with dust or sand. Use clean water to clean the solar panel from the top to the bottom with soft cleaning cloth. • Every 5-7 Years: Replace the solar street light batteries if the voltages drop below normal levels. The battery has an expect life of 5-7 years.

Note
Do not use components from other suppliers for replacement without our approval, as this may cause damage to the lighting system.

Use a piece of cloth deepened into water to clean the solar panel. • Do not let the solar panels disconnected from the system under the sun for more than 3 days. That will severely damage them, especially if the solar radiation is strong.

Avoid short circuiting or damage of solar system parts during maintenance

DISCLAIMER
By installing or using any Greenshine product in any way for any purpose, you (the customer) do so at entirely at your own risk.

Greenshine and its owners are not responsible for any damages caused by using or installing our products be it personal injury, damage of property, prosecution (from a result of using our products), legal fees or loss of earnings whether the Greenshine product was fitted correctly as per this "installation guide' or not. www.streetlights-solar.com - 18 -
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APPENDIX 1 CONCRETE FOUNDATION DRAWING
ø800mm [ø2-7 1/2"]
Concrete
foundation
1822mm (5'-11 3/4"]
400mm [15 3/4") 0424mm (016 3/4)
400mm [15 3/4"
Door opening SLOT HOLES FOR
'J' TYPE ANCHOR
BOLTS MO.94"x48"
Flange Detail
Notes:

The battery box and the PVC tubing are only installed when the battery box is buried underground.

Size of the concrete foundation is only given as an indication, and should be approved by a local engineer accord- ing to the local soil conditions.
- REFER TO CONSTRUCTION PLANS FOR PORTABLE

CONCRETE PEDESTAL TYPE INSTALLATION
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APPENDIX 2 WAGO CONNECTOR INTRUCTION MANUAL
222 Series
2, 3 or 5 Conductor Compact Connector
Cross section: 28 - 12 AWG
(stranded and solid)
Electrical specs: 600 V (1000 V signs and fixtures)
20 A maximum
Strip length: & 9 - 10 mm / 0.37 in
Maximum operating temperature: 105° C
For all connections requiring...
• Stranded / solid wires
• Wide range of wire sizes
• Combination of different wire sizes
and types in one connector SALEL
• Small space consumption
• Built-in test point
• Protection against electrical shock,
touch safe
• Low installed cost and safe operation
• Maintenance-free connection
• A reusable connector
Item Pack.-unit Item Pack.-unit Item Pack.-unit
No. No. pcs No. pcs
222-412 222-413 222-415
222-412/K194-4045 100 pc box (]=100) 222-413/K194-4045 50 pc box (l=50) 222-415/K194-4045 40 pc box (]=40) 222-412/PW05-0005 5 pc blister pack 222-413/PW05-0005 5 pc blister pack 222-415/PW05-0005 5 pc blister pack 222-413/VE00-2500 2,500 pc bulk bag
Technical Data
Approvals
Number of connection points 2 5
per connector
Potentials per connector 1 -
Connection type CAGE CLAMP* CAGE CLAMP* CAGE CLAMP*
Spring pressure connection technology Spring pressure connection technology Spring pressure connection technology Height 14.5 mm/0.571 in 14.5 mm/0.571 in 14.5 mm/0.571 in Width 12.4 mm/0.488 in 17 mm/0.669 in 26.6 mm/1.047 in
Depth 20.5 mm/0.807 in 20.5 mm/0.807 in 20.5 mm/0.807 in Color Gray (w/ orange levers) Gray (w/orange levers) Gray (w/ orange levers) Accessories Item Pack.-unit
No.

Wire cutting and 206-130
stripping tool (22-10 AWG)
Operating tool for Series 222 210-101
Operating Tool
Easy as 1, 2, 3...
1) Strip wire 2) Push up lever 3) Insert conductor and 4) pull the wire to check the push down lever reliability of connection
www.streetlights-solar.com - 20 -
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76

GREENSHINE NEW ENERGY

ENJOY COST EFFECTIVE NATURAL ENERGY
Greenshine
APPENDIX 3 CONTROLLER CONNECTION DIAGRAM
Temperature sensor, do not
connect or cut off
CIS Controller
Use terminal blocks
to connect fixture
• + extension cable
LED+
LED Driver
LED-
LED indicator Status Function
On Controller connected to the battery, night-time
detected
Flash Controller connected to the battery, day-time
detected
Off No battery connected
On Load low/high voltage disconnect (LVD/HVD)
Flash Load over current protection
Off Load OK
On Dimming because of LVD/HVD
Off Time controlled dimming
ALL LED Green->Red--> Green→> Programming
www.streetlights-solar.com - 21-
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76

APPENDIX VII

PAY STATION INSTALLATION MANUAL
12100-0001\2654178v1.doc
City of MB Form
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 IPS
GROUP
MS1/MS3 Installation/ MS1/MS3 Removal
Published 20 August 2021
Completed by
Martin Plaisance
[email protected]
Note: This document is provided for information purposes only and the contents hereof are subject to change without notice. IPS Group Inc. does not warrant that this document is error free, nor does it provide any other warranties or conditions, whether expressed orally or implied in law, including implied warranties and conditions of merchantability or fitness for a particular purpose. IPS Group Inc. specifically disclaims any liability with respect to this document and no contractual obligations are formed either directly or indirectly by this document.

The following process is to assist in the installation of an IPS MS1 and/or MS3 paystation.

Step 1.

Identify location for installation of MS1/MS3
Step 2.

Excavate a hole for concrete foundation of approximate size 2 ft. x 2 ft. x 2ft.
(Skip this step if suitable foundation is already in place) Make provisions for AC power if applicable.

AC power cable shall be located near the center spot of meter installation. Other options available if AC power cannot be in-ground.

Step 3
Drill 4 holes in concrete to the recommended diameter and depth using a template plate.
- 5/8" drill bit
Note:

Drilling and installing anchors is usually done on the day of install with machines ready for installation at location. Clean thoroughly with a hole cleaning brush. Remove the debris with a hand pump, compressed air or vacuum
IPS Group Inc, all rights reserved © 2021 Page 2 of 6
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Step 4
Drive in the anchors with a hammer.

Recommended anchors
- 4x Anchor Bolts 5/8" × 6"; male thread stud; SST316
Step 5
Install MS1 pedestal over 4 bolts.

Check top surface of pedestal for leveling.

If necessary, level the top surface of the pedestal by removing, adding washers, and re- check for leveling.

Step 7
Assemble the MS1/MS3 plinth over the MS1/MS3 pedestal.

Position the paystation over the 4 mounting holes, such that the paystation can be secured in place using the 4 hex bolts.

If applicable, terminate the AC power cable with a junction box in the lower cabinet of the IPS paystation.

If you have further questions on installation of an IPS paystation, please contact [email protected]
IPS Group Inc, all rights reserved © 2021 Page 5 of 6
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Removal of an IPS Paystation:

The following process is to assist in the removal of an IPS MS1 and/or MS3 paystation.

Step 1
Open the middle outer cabinet door that will give access to the Vault Step 2
Open the vault door and remove the Cash box, so you have access to the 2 locking bars that are beneath the cash box
Step 3
Remove the 2 locking bars, which will give you access to the lower cabinet door (kick panel)
Step 4
Remove the 2 screws that are holding the lower cabinet door in place (kick panel) in place, then remove the lower cabinet door
Step 5
Unbolt the 4 bolts that are securing the paystation to the pedestal Step 6
Remove the paystation from the pedestal
Step 7
Remove the plinth from the pedestal then unbolt the pedestal from the 4 anchors securing it to the concreate
Step 8
Remove the anchors from the ground by using a cutting tool (most cities do not require us to patch the 4 holes, but if they do you can use a concreate patching compound available at any hardware store to fill the 4 holes) If you have further questions on the removal of an IPS paystation, please contact [email protected]
IPS Group Inc, all rights reserved © 2021 Page 6 of 6
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 APPENDIX VIlI

PROJECT HAUL ROUTE
12100-0001\2654178v1.doc
City of MB Form
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 13TH ST ARDMORE
*MORNINGSIDE
12TH PL
12TH ST
WORK
ZONE

MANHATTAN BEACH BL
City of Manhattan Beach PARKING LOT 3
Community Development PARKING STRUCTURE DEMOLITION
Traffic Engineering Division PROPOSED HAUL ROUTE

Manhattan Beach City CouncilFebruary 3, 2026

Manhattan Beach City Council
February 3, 2026