PNR0680A-001A/DRAFT_GST8093.docx
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.
SITE
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Parking Lot 3, Manhattan Beach, CA
December 19, 2024
PNR0680A-001A/DRAFT_GST8093.docx
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.
Figure 2. Site Layout showing Approximate Hand Auger Exploration and Infiltration locations.
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Parking Lot 3, Manhattan Beach, CA
December 19, 2024
PNR0680A-001A/DRAFT_GST8093.docx
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.
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.
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Parking Lot 3, Manhattan Beach, CA
December 19, 2024
PNR0680A-001A/DRAFT_GST8093.docx
Table 1. Results of the shallow pit infiltration tests
Test Pit ID Field Infiltration
Rate (in/hr)
Reduction Factors
RF Design Infiltration
Rate (in/hr) RFT RF V RF S
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 1 3 10
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.
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Parking Lot 3, Manhattan Beach, CA
December 19, 2024
PNR0680A-001A/DRAFT_GST8093.docx
Table 2. Results of the shallow borehole infiltration tests Test Boring
ID
Field Infiltration
Rate (in/hr)
Reduction Factors
RF Design Infiltration
Rate (in/hr) RFT RF V RF S
TP-1 112 2 1 1 2 56
TP-2 101 2 1 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 S S and S1 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 S1 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 DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Parking Lot 3, Manhattan Beach, CA
December 19, 2024
PNR0680A-001A/DRAFT_GST8093.docx
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, S s 1.908 g Mapped 1-second Spectral Response Acceleration, S 1 0.679 g Short Period Site coefficient (at 0.2-s period), F a 1.2 Long Period Site coefficient (at 1.0-s period), F v 1.7 (a) Site-modified Short Period Spectral Response Acceleration, S MS 2.289 g Site-modified 1-second Spectral Response Acceleration, S M1 1.154 g (a) Design Short Period Spectral Response Acceleration, S DS 1.526 g Design 1-second Spectral Response Acceleration, S D1 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, PGA M 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
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Parking Lot 3, Manhattan Beach, CA
December 19, 2024
PNR0680A-001A/DRAFT_GST8093.docx
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.
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Parking Lot 3, Manhattan Beach, CA
December 19, 2024
PNR0680A-001A/DRAFT_GST8093.docx
Table 4. Flexible Pavement Structural Sections
Traffic Index (a)
Pavement Structural Section (b,c)
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.
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Parking Lot 3, Manhattan Beach, CA
December 19, 2024
PNR0680A-001A/DRAFT_GST8093.docx
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.
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Parking Lot 3, Manhattan Beach, CA
December 19, 2024
PNR0680A-001A/DRAFT_GST8093.docx
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.
Senior Staff Professional
Jerko Kocijan, Ph.D., P.E., G.E.
Principal Engineer
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76
PNR0680A-001A/DRAFT_GST8093.docx
ATTACHMENT A
Infiltration Test Data
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76
Test Pit Infiltration Field Log
Reading
No.
Elapsed Time
Δt (mins)
Flow Volume
during the elapsed
time Δt (Gallons)
Flow Rate
(in3/hr)
Wetted Surface
Area (in2)
Infiltration Rate
for Reading (in/hr)
1 10 7 9702 720 13
2 10 7 9702 720 13
3 10 7 9702 720 13
Project Name: Parking Lot 3
Test Location: Manhattan Beach, CA
Soil Description: Clean Sand
Test Conducted by: RP, WM
Test Date: 12/06/2024
Test Number: TP-1
Date of Test Pit Constructed: 12/06/2024
Duration time for Presoak: 30 mins
Test Pit Length: 1 ft
Test Pit Width: 1 ft
Test Pit Depth: 1 ft
Depth to top of Test Pit: On ground
Constant Head or Falling Head? : Constant Head
Water Level: 1ft
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76
Test Pit Infiltration Field Log
Reading
No.
Elapsed Time
Δt (mins)
Flow Volume
during the elapsed
time Δt (Gallons)
Flow Rate
(in3/hr)
Wetted Surface
Area (in2)
Infiltration Rate
for Reading (in/hr)
1 10 12 16632 720 23
2 10 12 16632 720 23
3 10 12 16632 720 23
Project Name: Parking Lot 3
Test Location: Manhattan Beach, CA
Soil Description: Clean Sand
Test Conducted by: RP, WM
Test Date: 12/06/2024
Test Number: TP-2
Date of Test Pit Constructed: 12/06/2024
Duration time for Presoak: 30 mins
Test Pit Length: 1 ft
Test Pit Width: 1 ft
Test Pit Depth: 1 ft
Depth to top of Test Pit: On ground
Constant Head or Falling Head? : Constant Head
Water Level: 1ft
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76
Test Pit Infiltration Field Log
Reading
No.
Elapsed Time
Δt (mins)
Flow Volume
during the elapsed
time Δt (Gallons)
Flow Rate
(in3/hr)
Wetted Surface
Area (in2)
Infiltration Rate
for Reading (in/hr)
1 10 8 11088 720 15
2 10 8 11088 720 15
3 10 8 11088 720 15
Project Name: Parking Lot 3
Test Location: Manhattan Beach, CA
Soil Description: Clean Sand
Test Conducted by: RP, WM
Test Date: 12/06/2024
Test Number: TP-3
Date of Test Pit Constructed: 12/06/2024
Duration time for Presoak: 30 mins
Test Pit Length: 1 ft
Test Pit Width: 1 ft
Test Pit Depth: 1 ft
Depth to top of Test Pit: On ground
Constant Head or Falling Head? : Constant Head
Water Level: 1ft
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76
Test Pit Infiltration Field Log
Reading
No.
Elapsed Time
Δt (mins)
Flow Volume
during the elapsed
time Δt (Gallons)
Flow Rate
(in3/hr)
Wetted Surface
Area (in2)
Infiltration Rate
for Reading (in/hr)
1 10 15.5 21483 720 30
2 10 15.5 21483 720 30
3 10 15.5 21483 720 30
Constant Head or Falling Head? : Constant Head
Water Level: 1ft
Project Name: Parking Lot 3
Test Location: Manhattan Beach, CA
Soil Description: Clean Sand
Test Conducted by: RP, WM
Test Date: 12/06/2024
Test Number: TP-4
Date of Test Pit Constructed: 12/06/2024
Duration time for Presoak: 30 mins
Test Pit Length: 1 ft
Test Pit Width: 1 ft
Test Pit Depth: 1 ft
Depth to top of Test Pit: On ground
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76
Shallow Boring Infiltration Field Log
Reading
No.
Elapsed Time
Δt (mins)
Flow Volume
during the elapsed
time Δt (Gallons)
Flow Rate
(in3/hr)
Wetted Surface
Area (in2)
Infiltration Rate
for Reading (in/hr)
1 10 52 72072 645 112
2 10 52 72072 645 112
3 10 52 72072 645 112
Project Name: Parking Lot 3
Test Location: Manhattan Beach, CA
Soil Description: Clean Sand
Test Conducted by: RP, WM
Test Date: 12/06/2024
Test Number: HA-4
Date of Boring Constructed: 12/06/2024
Duration time for Presoak: 30 mins
Boring Diameter: 3.25 in
Boring Depth: 5 ft
Constant Head or Falling Head? : Constant Head
Water Level: 5 ft
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76
Shallow Boring Infiltration Field Log
Reading
No.
Elapsed Time
Δt (mins)
Flow Volume
during the elapsed
time Δt (Gallons)
Flow Rate
(in3/hr)
Wetted Surface
Area (in2)
Infiltration Rate
for Reading (in/hr)
1 10 47 65142 645 101
2 10 47 65142 645 101
3 10 47 65142 645 101
Project Name: Parking Lot 3
Test Location: Manhattan Beach, CA
Soil Description: Clean Sand
Test Conducted by: RP, WM
Test Date: 12/06/2024
Test Number: HA-5
Date of Boring Constructed: 12/06/2024
Duration time for Presoak: 30 mins
Boring Diameter: 3.25 in
Boring Depth: 5 ft
Constant Head or Falling Head? : Constant Head
Water Level: 5 ft
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76
Shallow Boring Infiltration Field Log
Reading
No.
Elapsed Time
Δt (mins)
Flow Volume
during the elapsed
time Δt (Gallons)
Flow Rate
(in3/hr)
Wetted Surface
Area (in2)
Infiltration Rate
for Reading (in/hr)
1 10 24 33264 462 72
2 10 24 33264 462 72
Project Name: Parking Lot 3
Test Location: Manhattan Beach, CA
Soil Description: Clean Sand
Test Conducted by: RP, WM
Test Date: 12/06/2024
Test Number: HA-5
Date of Boring Constructed: 12/06/2024
Duration time for Presoak: 30 mins
Boring Diameter: 3.25 in
Boring Depth: 5 ft
Constant Head or Falling Head? : Constant Head
Water Level: 3.5 ft
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76
PNR0680A-001A/DRAFT_GST8093.docx
ATTACHMENT B
Geotechnical Laboratory Test Results
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Project Name: Tested By: A. Santos Date: 12/16/24
Project No.: GST8093 Checked By: J. Ward Date: 12/19/24 Boring No.: P-3 Depth (feet): 0-2
Sample No.: Bulk
Soil Identification: Brown poorly-graded sand (SP)
Whole Sample Sample Passing
#4 Whole Sample Sample
passing #4
Z-1 XP Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
2122.6 725.0 Wt. of Dry Soil + Cont. (g) 0.0 0.0
241.6 201.2 Wt. of Container No._____(g) 1.0 1.0
1881.0 523.8 Moisture Content (%) 0.0 0.0
XP
708.1
201.2
506.9
(mm.)
3"
1 1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
GRAVEL:
4 %
SAND: 93 %
FINES: 3 %
GROUP SYMBOL: SP 2.41
1.12 Remarks:
Parking Lot 3
25.0 491.1
12.5 19.2
0.150
0.075
48.5 506.3
0.300
4.1 PAN
4.75 2.36
1.18 0.600
10.0 80.1
39.5 Percent Passing
(%)
Dry Wt. of Soil Retained on # 200 Sieve (g)
339.6
Wt. Air-Dried Soil + Cont.(g)
Sample Passing #4
Passing #4 Material After Wet Sieve
Wt. of Container (g)
Container No.
Dry Wt. of Soil (g)
Whole Sample
Wt. of Dry Soil + Container (g)
95.7 Cumulative Weight of Dry Soil Retained (g)U. S. Sieve Size
75.0 19.0 0.0
37.5 Moisture ContentsCalculation of Dry Weights
95.0 3.2
100.0
6.0 93.9
88.5 Cu = D60/D10 =
Cc = (D30)²/(D60*D10) =
Container No.:
99.0 97.49.5
PARTICLE-SIZE DISTRIBUTION (GRADATION)
of SOILS USING SIEVE ANALYSIS
ASTM D6913
Wt. of Container (g)
33.7 DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 GST8093Project No.:
Parking Lot 3Project Name:
4 : 93 : Dec-24
Boring No.:
Depth (feet): 0-2 Soil Type :
PARTICLE - SIZE
DISTRIBUTION
ASTM D 6913
Soil Identification: Brown poorly-graded sand (SP)
SP
GR:SA:FI : (%) 3
P-3 Sample No.: Bulk
SAND
SILT FINE
HYDROMETER
3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200 U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER
GRAVEL FINES
FINE CLAY COARSE COARSE MEDIUM
0 10
20 30
40 50
60 70
80 90
100
0.0010.0100.1001.00010.000100.000
PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA P-3, Bulk @ 0-2
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Project Name: Tested By: A. Santos Date: 12/16/24
Project No.: GST8093 Checked By: J. Ward Date: 12/19/24 Boring No.: P-4 Depth (feet): 0-2
Sample No.: Bulk
Soil Identification: Brown poorly-graded sand (SP)
Whole Sample Sample Passing
#4 Whole Sample Sample
passing #4
S15 PHD Wt. of Air-Dry Soil + Cont.(g) 0.0 0.0
1910.0 722.0 Wt. of Dry Soil + Cont. (g) 0.0 0.0
225.8 214.7 Wt. of Container No._____(g) 1.0 1.0
1684.2 507.3 Moisture Content (%) 0.0 0.0
PHD
702.2
214.7
487.5
(mm.)
3"
1 1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
GRAVEL:
3 %
SAND: 93 %
FINES: 4 %
GROUP SYMBOL: SP 2.50
1.06 Remarks:
Parking Lot 3
25.0 469.0
12.5 5.5
0.150
0.075
30.3 486.3
0.300
3.0 PAN
4.75 2.36
1.18 0.600
7.7 53.1
34.1 Percent Passing
(%)
Dry Wt. of Soil Retained on # 200 Sieve (g)
311.8
Wt. Air-Dried Soil + Cont.(g)
Sample Passing #4
Passing #4 Material After Wet Sieve
Wt. of Container (g)
Container No.
Dry Wt. of Soil (g)
Whole Sample
Wt. of Dry Soil + Container (g)
96.8 Cumulative Weight of Dry Soil Retained (g)U. S. Sieve Size
75.0 19.0 0.0
37.5 Moisture ContentsCalculation of Dry Weights
96.2 4.0
100.0
7.3 95.3
90.3 Cu = D60/D10 =
Cc = (D30)²/(D60*D10) =
Container No.:
99.7 98.29.5
PARTICLE-SIZE DISTRIBUTION (GRADATION)
of SOILS USING SIEVE ANALYSIS
ASTM D6913
Wt. of Container (g)
37.3 DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 GST8093Project No.:
Parking Lot 3Project Name:
3 : 93 : Dec-24
Boring No.:
Depth (feet): 0-2 Soil Type :
PARTICLE - SIZE
DISTRIBUTION
ASTM D 6913
Soil Identification: Brown poorly-graded sand (SP)
SP
GR:SA:FI : (%) 4
P-4 Sample No.: Bulk
SAND
SILT FINE
HYDROMETER
3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200 U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER
GRAVEL FINES
FINE CLAY COARSE COARSE MEDIUM
0 10
20 30
40 50
60 70
80 90
100
0.0010.0100.1001.00010.000100.000
PERCENT FINER BY WEIGHT
PARTICLE - SIZE (mm)
"
SA P-4, Bulk @ 0-2
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 Tested By: E. Perez Date: 12/16/24
GST8093 Checked By: J. Ward Date: 12/19/24
P-5 Depth (ft.): 0-2
X Moist Rammer Weight (lb.) = 10.0
Dry #3/4 Height of Drop (in.) = 18.0
X #3/8
#4 4.9 0.03320
1 2 3 4 5 6
3440 3498 3521
1780 1780 1780
1660 1718 1741
921.7 830.4 931.7
885.8 781.8 855.9
89.0 88.0 87.6
4.51 7.00 9.87
110.2 114.1 115.6
105.5 106.6 105.2
106.6 7.1
108.6 6.8
X Procedure A
Soil Passing No. 4 (4.75 mm) Sieve
Mold : 4 in. (101.6 mm) diameter
Layers : 5 (Five)
Blows per layer : 25 (twenty-five)
May be used if +#4 is 20% or less
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
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.
is <30%
Particle-Size Distribution:
GR:SA:FI
Atterberg Limits:
LL,PL,PI
Sample No.:
Dark yellowish brown poorly-graded sand (SP)
Scalp Fraction (%)
Maximum Dry Density (pcf)
Note: Corrected dry density calculation assumes specific gravity of 2.70 and moisture content of 1.0% for oversize particles
Corrected Dry Density (pcf)
Preparation
Method:
Dry Density (pcf)
Mechanical Ram
Net Weight of Soil (g)
Wet Density (pcf)
Moisture Content (%)
Wet Weight of Soil + Cont. (g)
Optimum Moisture Content (%)
Corrected Moisture Content (%)
Mold Volume (ft³)
TEST NO.
Weight of Container (g)
Manual Ram
Dry Weight of Soil + Cont. (g)
Compaction
Method
MODIFIED PROCTOR COMPACTION TEST
ASTM D 1557
Weight of Mold (g)
Parking Lot 3
Wt. Compacted Soil + Mold (g)
Bulk
Soil Identification:
Project Name:
Project No.:
Boring No.:
95.0 100.0
105.0
110.0
115.0
0.0 5.0 10.0 15.0
20.0 Dry Density (pcf)
Moisture Content (%)
SP. GR. = 2.05
SP. GR. = 2.10
SP. GR. = 2.15
MX P-5, Bulk @ 0-2
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 PROJECT NAME: 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 c
MOISTURE AT COMPACTION % 11.8 12.2 12.6
HEIGHT OF SAMPLE, Inches 2.48 2.49 2.48
DRY DENSITY, pcf 110.4 107.4 109.4
COMPACTOR PRESSURE, psi 175 150 140
EXUDATION PRESSURE, psi 625 305 115
EXPANSION, Inches x 10exp-4 0 0 0
STABILITY Ph 2,000 lbs (160 psi) 25 28 31
TURNS DISPLACEMENT 4.80 5.00 5.30
R-VALUE UNCORRECTED 74 70 66
R-VALUE CORRECTED 74 70 66
DESIGN CALCULATION DATA a b c
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
R-VALUE BY EXPANSION: N/A
R-VALUE BY EXUDATION: 70
EQUILIBRIUM R-VALUE: 70
R-VALUE TEST RESULTS
DOT CA Test 301
Parking Lot 3
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
COVER THICKNESS BY STABILOMETER in feet
COVER THICKNESS BY EXPANSION in feet
0 10
20 30
40 50
60 70
80 90
0100200300400500600700800
R-VALUE
EXUDATION PRESSURE (psi)
DRAFT
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 12100-0001\2654178v1.doc
City of MB Form
APPENDIX VI
SOLAR LIGHT INSTALLATION MANUAL
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]
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 qual ified installer only. Although Greenshine solar light is very easy to install, this manual should be thoroughly reviewed and underst ood prior to installation. The use of this manual and the condition s or methods of installation, o peration, use and maintenance of the equipment are beyond the control of Greenshine Ne w Energy. GNE will not assume any responsibility and expressly disclaims liability for loss, damage, or e xpense arising from, or any way connected with, such installation, operation, use, or maintena nce.
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:
[email protected]
1. COMPONENTS LIST
Components Description Quantity
Pole Material: Hot-dip galvanized & powder coating finished steel Height: 20’ 1
Solar Panel Mono/poly-crystalline, conversion efficiency: 13-15% 12V 150W 1
Storage Battery Gel cell deep cycle battery
12V 120Ah 1
Controller Smart solar charge controller
12V 10A, IP68 water proof grade 1
LED Driver Avaiable 350mA,525mA,700mA,950mA output current 1 Light Fixture CREE LEDs, material: Die-casting aluminum, GS-LED-290 30W 1 Storage Battery Box Stainless steel enclosure for “on the pole” mounting 1 Foundation Kit Anchor bolts, templates and nuts 1
Other Accessories Cables, fasteners such as bolts and nuts
2. TOOLS NEEDED
Name Application
Tape measure Measuring the pol e 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 th e cable through lamp arms and poles, etc.
Flat blade screwdrivers Screw ing fasteners for battery box Phillips head screwdrivers Screw ing fasteners for battery box Allen wrench Screwing fasteners for light fixtures
Hammer Cleaning the concrete o n the foundation template Chisel Cleaning the concrete on the foundation template - REFER TO PROJECT PLANS FOR PORTABLE
CONCRETE PEDESTAL TYPE INSTALLATION
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www.streetlights-solar.com - 4 - Compass Measuring the right direction to point the solar panel Socket wrench Screwing fasteners for lamp arm, mounting bracket s 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.
Once the batteries are connected to the system, please operate carefully 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 water line.
IMPROPER POSITION
PROPER POSITION
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2. FOUNDATION PREPARATION
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 engin eer before building the foundations. Please consult with local 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 batte ry 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 t op 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” >
The thread is more than 0.5”
above the foundations
The thread is not fully
exposed
- REFER TO CONSTRUCTION PLANS FOR PORTABLE
CONCRETE PEDESTAL TYPE INSTALLATION
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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.
Note
The positive cable from the solar panel, the batteries, the lam p fixture are all connected t o 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
2. 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 asse mbly 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) Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76
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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 bolts.
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www.streetlights-solar.com - 10 - 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 u sing 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.
3. Fix the angle frame on to the bracket and fasten the bolts
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4. Lay on the ground the solar panels with the blue/black side fac ing 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.
7. C o n n e c t t h e c a b l e s f r o m t h e s o l a r p a n e l s t o t h e c a b l e s c o m i n g from the pole, make sure the waterproof connectors are well connected.
8. Use a multimeter to test the voltage of the panels. Please cond uct 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 0V , 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 hol es matches a final orientation of the solar panels towards the equator, please drill a different hole to secure th e 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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www.streetlights-solar.com - 14 - d) Battery installation
Proceed to the installation of t he 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.
2. Two hex nuts and two flat washers for each anchor bolt
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.
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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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
Below 0.5”
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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
plate. Place it into the battery box
2- Connect the LED driver input cables to the con-
troller
Note
Be careful with the LED driver polarity
Be careful with the connection, avoid short circuit!
3- Connect the LED driver output side to the fixture
extension cable.
Note
Be careful with the lamp fixture polarity
Be careful with the connection, avoid short circuit!
4- Connect the battery cables to the controller
Note
After several seconds, the green indicator on the
controller will be constant
Be careful with the connection, avoid short circuit!
5- Simulating night time
Without connecting the solar panel cables, the LED
fixture should turn ON after 2-5 minutes, if the fixture does not turn ON please contact Greenshine New Energy
for support
6- Connect the solar panel cables to the controller
Note
If the solar panel is exposed to strong day light, after 2-5 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 whe re there is a risk of dust, snow, or ice covering the solar panels and thus reducing the power of the lights. In regions with fre quent rain, the tilt angle of the solar panels allow for self-cleanin g 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 ligh ts 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 whic h 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 sola r street light batteries if t he 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 with out 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 disc onnected 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 an y purpose, you (the customer) do so at entirely at your own ris k.
Greenshine and its owners are not responsible for any damages c aused by using or installing our products be it personal injury , damage of property, prosecution (from a result of using our pro ducts), legal fees or loss of earnings whether the Greenshine product was fitted correctly as per this ‘installation guide’ or not.
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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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www.streetlights-solar.com - 21 - APPENDIX 3 CONTROLLER CONNECTION DIAGRAM
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Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 12100-0001\2654178v1.doc
City of MB Form
APPENDIX VII
PAY STATION INSTALLATION MANUAL
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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 prov ide 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 .
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Installation of an IPS Paystation:
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
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Step 4
Drive in the anchors with a hammer.
Recommended anchors
- 4x Anchor Bolts 5/8” x 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.
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Step 6
Secure the MS1/MS3 pedestal to the anchor bolts with 5/8” hex nuts.
Step 7
Assemble the MS1/MS3 plinth over the MS1/MS3 pedestal.
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IPS Group Inc, all rights reserved © 2021 Page 5 of 6
Step 8
Install the IPS paystation over the plinth and 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]
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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]
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76 12100-0001\2654178v1.doc
City of MB Form
APPENDIX VIII
PROJECT HAUL ROUTE
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76
PARKING LOT 3
PARKING STRUCTURE DEMOLITION
PROPOSED HAUL ROUTE
City of Manhattan Beach
Community Development
Traffic Engineering Division
WORK
ZONE
Docusign Envelope ID: C6A122A2-4F22-4E1B-9F92-319580026F76