Richmond City Council
May 21, 2024

1. INTRODUCTION

1.01 Overview
This report presents the results of A3GEO, Inc.’s (A3GEO) design-level geotechnical study by for Shields Reid Park Revitalization project in Richmond, California. Our services were provided under the Agreement for Outside Consulting Services, dated July 14, 2023. We understand that the recommendations of our design-level geotechnical report will be incorporated into the final design of the project.

1.02 Project Description
A draft Schematic Design plan set, dated May 3, 2023, was provided to us, and shows a conceptual layout of the proposed improvements for the project, which are described below. The Shields Reid Park Revitalization project includes improvements to the southeastern half of the park which is currently mostly undeveloped open space. The project also includes a new play area within the southwestern portion of the park. We understand that the proposed project will include construction of the following major elements:
• Bicycle pump track
• Nature play area
• Playground area
• Graded amphitheater bowl with a stage covered by a shade structure • Art Sculptures
• Small Restroom Building
• Concrete pathways
Other elements shown on the Schematic Design set include minor improvements such as picnic areas, fitness areas, and landscaping. A grading plan was not included in the draft Schematic Design plan set; however, we anticipate that cuts and fills will be relatively minor and less than 3 feet in height. Structural loads for the ancillary improvements were also not provided to us; however, we anticipate that structural loads will be relatively low based on the type of proposed improvements.

1.03 Purpose and Scope of Services
The primary purpose of our study was to 1) generally characterize the geotechnical conditions across the site, 2) identify any major geotechnical and/or geologic hazards, issues, and/or constraints, and 3) develop designlevel geotechnical conclusions and recommendations for the project.

Our scope of services included:
• Reviewing relevant materials pertaining to geologic, seismic, and geotechnical conditions; • Conducting a reconnaissance of the site and vicinity; • Advancing four borings to a maximum depth of 20 feet below existing grade; • Performing laboratory testing;
• Characterizing geotechnical, geologic and seismic conditions; • Evaluating potential geologic hazards;
• Performing geotechnical engineering analyses; and
• Preparing this report.

This report does not address design or construction issues related to chemically-impacted soils and/or 706
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groundwater.

1.04 Site Overview
The project site is located at 1410 Kelsey Street, in Richmond, California (Figure 1). As shown on the Site Plan, Figure 2, the project site is bounded by Chesley Ave, Alamo Ave, Cherry St, and Kelsey St on the North, South, East, and West, respectively, and it is approximately 4.7-acres in size. The northern half of the park consists of a baseball and soccer fields. The southern half of the park consists of a community center building, basketball courts, play areas, landscaping, and undeveloped open space. Based on the Schematic Design, the majority of the site additions will be within the southeast portion of the project site; east of the basketball courts, and south of the existing concrete walkway that separates the soccer field from the playground/leisure area. Design elements not included within the southeastern portion include a play area east of the basketball courts, just south of the concrete walkway, and a Gateway Art structure on the northeast corner of the site (Figure 2).

Additional information regarding the existing surface conditions at the site is included in Section 4.01. 707
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2. METHODS OF INVESTIGATION

2.01 Review of Existing Information
We reviewed a variety of materials containing information relevant to the geologic and seismic setting of the site including, but not limited to, maps and literature published by the United States Geological Survey (USGS) and California Geological Survey (CGS). We reviewed historical aerial photographs available through Google Earth, and other sources, to document the site development history.

A list of selected references is available at the end of this report.

2.02 Site Reconnaissance Visit
We visited the site on September 14, 2023, to observe conditions, check for areas of obvious geotechnical concern, and mark our boring locations. Observations made during our site reconnaissance visit are included in Section 4.01, Surface Conditions.

2.03 Subsurface Investigations
On September 9, 2023, we drilled four (4) borings, each to a depth of 20 feet below the ground surface at the approximate locations shown on the Site Plan, Figure 2. Clear Heart Drilling from Santa Rosa, California, drilled the borings using track-mounted equipment and solid flight augers. The boring locations were estimated by pacing from existing surface features and with a consumer-grade GPS device and should be considered approximate.

Soil samples were collected using a 3.0-inch outside diameter (OD), 2.5-inch inside diameter (ID) “Modified California” split barrel sampler with liner. The samplers were driven with a 140-pound hammer dropping approximately 30-inches. The hammer blows required to drive the sampler the final 12 inches of each 18-inch drive are presented on the boring logs. Sampler blow counts presented on the logs are adjusted N-values. Blow counts have been adjusted for sampler end area only. The bore holes were grouted upon completion.

During drilling, an A3GEO engineer visually/manually classified the soil in general accordance with ASTM D2488 classifications, which are based on the Unified Soil Classification System (USCS). Field classifications were subsequently checked and revised, where appropriate, based on laboratory test data. The logs of the borings are attached in Appendix A preceded by a Key to Exploratory Boring Logs that describes the USCS and the symbols used on the logs. The attached boring logs represent our interpretation of the subsurface materials at the boring locations at the time of drilling and the passage of time may result in changes in the subsurface conditions.

2.04 Laboratory Testing
Our geotechnical laboratory testing program was directed toward a quantitative and qualitative evaluation of physical properties of the soils that underlie the site. The following geotechnical laboratory tests were performed:
• Water Content per ASTM Test Designation D2216
• Dry Density per ASTM Test Designation D7263
• Particle Size Distribution per ASTM Test Designation D6913 • Percent passing #200 sieve per ASTM Test Designation D1140 • Liquid Limit, Plastic Limit, and Plasticity Index of Soils per ASTM Test Designation D4318 708
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• Unconsolidated Undrained Triaxial Compression Test per ASTM Test Designation D2850 • Resistivity for Soil and Water per California Test 643 • pH for Soil and Water per California Test 643
• Chloride Content per California Test 422
• Sulfate Content per California Test 417
The results of the tests are presented on the attached boring logs at the corresponding sample depths, where appropriate. The laboratory test reports are included in Appendix B. 709
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3. GEOLOGIC, SEISMIC, AND HISTORICAL SETTING

3.01 Regional and Local Geology
The City of Berkeley is located within a geologic region of California referred to as the Coast Ranges geomorphic province. The Coast Ranges province is characterized by mountain ridges and valleys that trend southeast/northwest, parallel to the San Andreas Fault Zone. The present physiography and geology of the Coast Ranges are the result of deformation and deposition along the tectonic boundary between the North American plate and the Pacific plate. Plate boundary fault movements are largely concentrated along the wellknown fault zones, which in the Bay Area include the San Andreas, Hayward, and Calaveras faults, as well as other lesser-order faults. Bedrock in the Coast Ranges comprises igneous, metamorphic, and sedimentary rocks which range in age from Jurassic to Pleistocene.

The geology of the San Francisco Bay Region includes three “basement” rock complexes; the Great Valley complex, the Franciscan Complex and the Salinian complex all of which are Mesozoic in age (225 to 65 million years old). Within the region, the Mesozoic basement rocks are locally overlain by a diverse sequence of Cenozoic Era (younger than 65 million years) sedimentary and volcanic rocks. Since their deposition, the Mesozoic and Cenozoic rocks have been extensively deformed by repeated episodes of folding and faulting.

Significantly, the Bay Area experienced several episodes of uplift and faulting during the late Tertiary Period (about 25 million to 2 million years ago) that produced the region’s characteristic northwest-trending mountain ranges and valleys.

World-wide climate fluctuations during the Pleistocene (about 1.8 million to 11 thousand years ago) resulted in several distinct glacial periods. A lowering of sea level accompanied each glacial advance as water became stored in vast ice sheets. Melting of the ice during warm intervals caused corresponding rises in sea level. High sea levels favored rapid and widespread deposition in the bay and surrounding floodplains. Low sea levels during glacial advances steepened the gradients of streams and rivers draining to the sea thereby encouraging erosional down cutting. The most recent glacial interval ended about 15,000 years ago. Evidence suggests that during the maximum extent of this latest glaciation, sea level was 300 to 400 feet below its present elevation and the valley now occupied by San Francisco Bay drained to the Pacific Ocean more than 30 miles west of the Golden Gate. Near the beginning of the Holocene age (about 11 thousand years ago) the rising sea re-entered the Golden Gate, and sediments accumulated rapidly beneath the rising San Francisco Bay and on the surrounding floodplains. The Holocene-age surface deposits are generally less dense and weaker than Pleistocene-age soils that predate the last sea level rise.

The USGS regional geologic map on Figure 3 (Graymer, 2000) maps the near surface soils at the site as Alluvial Fan / Fluvial Deposits (Qhaf). Areas immediately to the south of the site boundary are mapped as Natural Levee Deposits (Qhl).

3.02 Regional Active Faults
Within the Coast Ranges province, the relative motion of the Pacific and North American crustal plates is presently accommodated by a series of active northwest-trending faults that exist over a width of more than 50 miles (Figure 4). Faults that are defined as active exhibit one or more of the following: (1) evidence of Holoceneage (within about the past 11,000 years) displacement, (2) measurable aseismic fault creep, (3) close proximity to linear concentrations or trends of earthquake epicenters, and (4) prominent tectonic-related aseismic geomorphology. Potentially active faults are defined as those that are not known to be active but have evidence of Quaternary-age displacement (within about the past 2 million years).

Major active faults within the region include the Hayward, Rogers Creek, San Andreas, San Gregorio, ConcordGreen Valley, Calaveras, West Napa, and Greenville faults. These major faults are near-vertical and generally exhibit right-lateral strike-slip movement (which means that the movement is predominantly horizontal and when viewed from one side of the fault, the opposite side of the fault is observed as being displaced to the right).

Approximate distances and directions from the site to major Bay Area active faults as mapped by Jennings and 710
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Bryant (2010) are tabulated in Table 1.

Table 1 - Approximate Distances and Directions to Nearby Active Fault Systems Fault System Approximate Distance
from Site (miles) Direction
Hayward Fault Zone 1.5 East-Northeast
Rodgers Creek Fault 14.0 East-Northeast
West Napa Fault 15.3 North-Northeast
Concord Fault 16.0 East-Northeast
Green Valley Fault 16.5 North-Northeast
San Andreas Fault Zone 17.5 West-Southwest
Calaveras Fault Zone 19.0 East-Southeast

3.03 Regional Seismicity
Since 1836, six earthquakes of magnitude 6.5 or greater have occurred in the greater Bay Area region (Bakun, 1999); the dates, magnitudes (M) and epicentral locations of these six large earthquakes (Bakun, 1999; Tuttle and Sykes, 1992) are summarized in the table that follows.

Table 2 - Magnitude 6.5 or Greater Earthquakes; 1836-1998 Date Magnitude Epicenter Location
June 10, 1836 6.5 East of Monterey Bay
June 1838 6.8 – 7.2 Peninsula section of the San Andreas fault October 8, 1865 6.5 Southwest of San Jose
October 21, 1868 6.8 Southern Hayward fault (Hayward Earthquake) April 18, 1906 7.8 San Andreas fault (San Francisco Earthquake) October 18, 1989 6.9 Santa Cruz Mountains (Loma Prieta Earthquake) The Working Group on California Earthquake Probabilities (WGCEP) has developed authoritative estimates of the magnitude, location, and frequency of future earthquakes in California, which are published in Uniform California Earthquake Forecast (UCERF) reports. The most recent forecast (UCERF3) indicates the following likelihoods for one or more earthquake events of the specified magnitude occurring within the SFBR in the next 30 years (starting in 2014):

Table 3 - San Francisco Region UCERF3 Forecast (WGCEP, 2013) Earthquake Magnitude
(greater than or equal to)
30-year Likelihood
of one or more earthquake events
≥ 5.0 100%
≥ 6.0 98%
≥ 6.7 72%
≥ 7.0 51%
≥ 7.5 20%
≥ 8.0 4%
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3.04 Geologic Hazard Mapping
The site is not located within a “Zone of Required Investigation” for surface fault rupture as defined by the California Geological Survey (CGS). CGS also prepares Seismic Hazard Zone maps delineating zones of required investigation for earthquake-induced landsliding and liquefaction, but no map has yet been issued for the site area.

The seismic hazard mapping is shown on Figure 5.

3.05 Site History
The site history was evaluated by review of historic aerials and topographic maps from Google Earth Pro (2022) and www.historicaerials.com. Topographic maps show the site and its vicinity to be relatively flat as far back as 1895. Aerial photographs indicate that before 1980, the northern half of the park, where the baseball and soccer fields are currently, was occupied by residential housing. The historical photographs show that Gertrude Avenue, which currently terminates at the eastern and western sides of the park, was previously a continuous avenue (east-west) and was removed when the park was built. The southern portion of the park appears to have housed the main building and adjacent structures on the southwest corner as far back as 1958. At that time (1958) a baseball field was located adjacent to the main structures. An aerial photograph from 1939 appears to show some residential properties on both the northern and southern portions of the present-day park but by 1948, the southern half was cleared of any structures.

4. SITE CONDITIONS

4.01 Surface Conditions
The project site currently houses the community center building and its adjacent structure, a playground, two basketball courts, a soccer field, a baseball field, and a leisure area. The project schematic design elements are planned on the playground area, the leisure area, and the northeast corner of the soccer field.

The playground area, located just east of the basketball courts, is covered by bark, dry grasses, and some gravel. The soccer field, located on the east half of the north parcel, is covered mainly by short grass, with a dirt pathway around its perimeter to the north and east. The leisure area, located on the east of the southern parcel and north of the playground, is covered mainly by short grass, with five trees on the south and east perimeters, and one tree near its center. The leisure area has some picnic tables, a water valve, and a dirt walkway.

The ground surface within the project site is relatively level. A topographic survey of the southeastern portion of the park indicates ground surface elevations range from about 23 to 27 feet based on NAVD88 elevation datum (CSW/ST2, 2023).

4.02 Subsurface Conditions
All of the borings drilled at the site encountered alluvial soils below artificial fill (topsoil). Borings B-1, B-3, and B4 generally encountered about 6 inches of topsoil before encountering stiff to very stiff lean and fat clay. Boring B-2 encountered about 6 inches of topsoil underlain by stiff lean clay and loose to medium dense clayey sand, poorly graded sand, and poorly graded gravel.

4.03 Groundwater
During our subsurface exploration, the borings encountered groundwater at depths between 7.5 and 14 feet below existing grade. The groundwater observed within the borings was not allowed to equilibrate and only 712
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represents groundwater at the time of drilling.

CGS prepares regional mapping of historical high groundwater depths; however, no map has been issued yet for the site area. Review of data from the geotracker website (Geotracker, 2023) indicates groundwater is relatively shallow in the vicinity, on the order of about 5 to 15 feet below the ground surface.

Groundwater levels can fluctuate significantly with seasons, location, precipitation, leakage from utilities, and other factors.
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5. GEOLOGIC AND GEOTECHNICAL HAZARDS

5.01 Earthquake Ground Shaking
It is our understanding that the project will be subject to the 2022 CBC. The 2022 CBC includes references to ASCE 7-16 for methodology for calculating seismic design parameters. ASCE 7-16 specifies that a ground motion hazard analysis shall be performed in accordance with ASCE 7-16 Section 21.2 for structures on Site Class D and E sites with S1 greater than or equal to 0.2. However, ASCE 7-16 Supplement 3 also specifies that a ground motion hazard analysis is not required where the value of the parameter SM1 determined by ASCE 7- 16 Equation (11.4-2) is increased by 50 percent for all applications of SM1. The values for SM1 and SD1 presented in the table below have assumed a 50 percent increase. A site-specific ground motion hazard analysis could be performed to potentially reduce the seismic design parameter values. The 2022 CBC Seismic Design Parameters were obtained from the following web-based application: https://asce7hazardtool.online/ , with site coordinates of: Latitude 37.953724; Longitude -122.363125.

Table 4 - 2022 CBC Seismic Design Parameters
Parameter Factor/Coefficient 2022 CBC Value
Soil profile type Site Class D
Mapped MCER spectral response acceleration parameter
at short periods Ss 2.002
Mapped MCER spectral response acceleration parameter
at period of 1.0 second S1 0.768
MCER spectral response acceleration parameter at short
periods adjusted for site class effects SMS 2.403
MCER spectral response acceleration parameter at period of 1.0 seconds adjusted for site class effects SM1 1.958* Design spectral response acceleration parameter at short periods SDS 1.602
Design spectral response acceleration parameter at period of 1.0 second SD1 1.306*
MCEG Peak Ground Acceleration adjusted for site effects PGAM 1.009 *Includes additional 50% increase to SM1 as defined in Section 11.4.8

5.02 Earthquake-induced Soil Liquefaction and Dynamic Settlement The strong vibratory motion associated with earthquakes can dynamically compact loose granular soil leading to surficial settlements. Dynamic settlement is not limited to the near surface environment and may occur in both dry and saturated sand and silt. Cohesive soil is not typically susceptible to liquefaction and/or dynamic settlement.

It is not within the scope of our investigation to perform a detailed quantitative liquefaction analysis.

The materials encountered in Borings B-1, B-3, and B-4 predominantly consisted of lean and fat clays (cohesive soil) with some relatively thin layers of clayey sand and clayey gravel. As previously indicated, cohesive soil is not typically susceptible to liquefaction and/or dynamic settlement. Boring B-2 encountered lean clay in the upper 9.5 feet which was underlain by loose to medium dense gravel, clayey sand, and sand. Based on our subsurface exploration and qualitative assessment, the potential surface effects due to liquefaction and/or dynamic settlement in the upper 20 feet are anticipated to be relatively minor for Borings B-1, B-3, and B-4.

Materials encountered in Boring B-2 are likely susceptible to liquefaction and dynamic settlement. 714
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Based on the type of improvements planned for this project (park improvements), mitigation of potential liquefaction and related hazards are generally not considered as part of the design. Should damage occur following a seismic event, repairs are generally considered the preferable mitigation strategy. Alternatively, structures can be supported on deep foundations to mitigate the potential settlement associated with liquefaction.

5.03 Expansive Soils
The results of geotechnical laboratory testing indicate moderately to highly expansive soils are present within the site. Mitigation strategies that are commonly used in the Bay Area to reduce the potentially damaging effects of expansive soils include the following:

Mitigation for Foundations - Expansive soil mitigation alternatives for foundations include: (1) shallow foundations (footings or mats) supported on a layer of engineered non-expansive material; (2) deepened spread footings supported on natural soils below the zone of significant shrink/swell behavior; and (3) true deep foundations (piers/piles) that gain support at significant depths below the zone of shrink/swell behavior.

Mitigation for Slabs-on-Grade and Pavements - Expansive soil mitigation alternatives for slabs-ongrade and pavements include: (1) removal and replacement of expansive subgrade materials with engineered non-expansive fill; and (2) engineered treatment of expansive subgrade materials using lime or cement.

A3GEO’s recommendations for expansive soil mitigation require removal and replacement with engineered non-expansive fill. As an additional alternative, recommendations are provided in Section 6.08 for lime or cement treatment. Additional out of scope consultation, testing, and analyses may be needed if the lime or cement treatment is planned.

5.04 Soil Corrosion Potential
As part of this study, we obtained a representative soil sample and submitted it to a qualified analytical lab for determination of pH, resistivity, sulfate, and chloride. The corrosion test results were not completed yet at the time of this report. The results will be submitted in a separate document at a later date.

5.05 Other Geologic Hazards Not Present
Lateral spreading - Lateral spreading is a phenomenon in which blocks of non-liquefied soil move laterally on top of an underlying continuous (or near-continuous) liquefied layer. Hazards posed by lateral spreading are typically greatest where there is a nearby topographic free face towards which spreading can occur such as a creek or slope. Review of topographic maps show relatively flat conditions in the site and its vicinity, and do not show a nearby free face toward which flow can occur, we therefore consider the potential for lateral spread at this site to be low.

Faulting and Ground Surface Rupture - The site is not within an AP Zone and no active faults are mapped in the passing through the site; therefore, there is negligible risk for surface fault rupture at the site.

Landsliding – The plans currently show that the site will be graded to be relatively flat. We therefore consider there to be negligible risk for landsliding to affect the site.

Flooding –The site is located approximately 100 feet east of an area currently mapped by the Federal Emergency Management Agency (FEMA) Flood Hazard Mapping as Zone X, which describes an area of minimal flood hazard. We consider there to be a negligible potential for flooding to affect the project site. The Civil Engineer should evaluate proposed grading such that flooding and ponding does not occur on the site during storm events.
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6. GEOTECHNICAL DESIGN RECOMMENDATIONS

6.01 Feasibility
Based on the results of our investigation and our understanding of the project, we conclude that the proposed project is feasible from a geotechnical standpoint. Geotechnical design recommendations for the project are discussed in the following sections.

6.02 Nonengineered Fill
Existing fills encountered at the site should be considered nonengineered, unless records are found that demonstrate that the materials were placed and compacted under appropriate engineering controls.

Nonengineered fill is considered generally unsuitable for the support of structures.

Our borings encountered nonengineered fill up to 6 inches below the existing ground surface. Deeper nonengineered fill may be present in some areas, particularly existing improvements or utilities are present.

Remediation for relatively shallow nonengineered fill typically consists of over-excavation and replacement with new engineered fill.

6.03 Earthwork

6.03.1 Clearing and Site Preparation
We recommend that project plans clearly identify Site limits that include all areas that will be affected by planned earthwork, foundation installations, construction, and related activities. Prior to the start of work, the contractor should locate and mark all active subsurface utilities within the Site limits and surrounding areas.

The contractor should monitor and protect all utilities that are to remain in and surrounding the Site limits during their onsite activities.

Within the Site limits, the Site should be cleared and grubbed of surface and subsurface deleterious matter including vegetation, aggregate road-base material, concrete, asphalt, and abandoned utilities. These materials should be removed from the Site or stockpiled for reuse if approved by the owner in consultation with our firm.

Depressions resulting from the removal of underground obstructions that extend below the proposed finished grades should be cleared and the depressions backfilled with suitable material compacted in accordance with the recommendations presented in this report.

6.03.2 Material for Fill
Proposed fill materials should be approved by A3GEO prior to use. Existing fill at the Site may be suitable for re-use as fill, from a geotechnical standpoint, if it can meet or can be processed (i.e. by crushing or blending) to meet the requirements presented in this Section. Material that cannot be mixed or processed to meet specification requirements should be disposed of off site or stockpiled for other uses at the discretion of the owner.

Fill imported to the Site should comply with the requirements appropriate for its intended use and be evaluated and approved by A3GEO prior to its importation to the Site.

Geotechnical requirements for proposed fill materials are presented below:

General Fill – General Fill can be used as engineered fill/backfill except where Select Fill is required.

Onsite fill can be reused as General Fill, provided it conforms to the requirements below. General Fill material should have an organic content of less than 3 percent by volume and should not contain 716
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environmental contaminants or rocks or lumps larger than 6 inches in greatest dimension.

Select Fill – Select Fill classifies as non-expansive and should be used surrounding/below engineered structures (including the restroom and the play structures). Select Fill should conform to the requirements for General Fill, and meet either of the following criteria:
• Fines content (material by weight passing #200 sieve) of less than 15 percent • Have a Plasticity Index no greater than 15, and a Liquid Limit no greater than 40.

Caltrans Class AB meets the criteria for Select Fill.

Imported Fill – Imported fill should conform to the requirements for General or Select Fill, depending on the intended use, and should be evaluated by our firm and the project environmental consultant prior to its importation to the site.

Aggregate Base – for use beneath flatwork and pavements. AB shall conform with Caltrans specifications (Caltrans, 2022) for 3/4-inch maximum Class 2 Aggregate Base.

Controlled Low Strength Material (CLSM) – for use as backfill of trenches or other excavations.

CLSM shall conform with Caltrans specifications for CLSM (Caltrans, 2022).

6.03.3 Subgrade Preparation
Subgrades beneath future footings, slabs, or pavement (including sidewalks) should be checked for the presence of soils with a Plasticity Index (PI) greater than 15, which is generally indicative of soil that is potentially expansive. Any subgrade soils with a PI greater than 15 should be over-excavated and replaced with compacted Select Fill. Based on our subsurface exploration, we anticipate that the near-surface soils will be potentially expansive; therefore, we have provided mitigation recommendations for foundations and flatwork in Sections 6.04, 6.05, 6.06, and 6.09.

Subgrade preparation for project improvements should be according to the following:

Fill – prior to placement of new fill, scarify to a depth of six inches, moisture condition, and re-compact to create a firm and unyielding subgrade.

Utility Trenches – bottom of trench should be firm and unyielding subgrade. Soft or yielding subgrade soils should be compacted or excavated to a depth adequate to expose firm, non-yielding materials.

Alternatively, unsuitable subgrade may be replaced with CLSM or a 6-inch thick layer of 3/4-inch drain rock wrapped in filter fabric.

Exterior Flatwork and Pavements – scarify to a depth of six inches, or the full depth of any existing shrinkage cracks, moisture condition, and re-compact to create a firm and unyielding subgrade. Where an 18-inch-thick zone of Select Fill will be placed beneath flatwork or pavement, the scarification can be omitted and instead subgrade preparation should consist of proof rolling or similar method to demonstrate firm and unyielding subgrade prior to placement of the Select Fill.

Interior Concrete Slabs (Structural Mat and Slab-on-Grade) – scarify to a depth of six inches, or the full depth of any existing shrinkage cracks, moisture condition, and re-compact to create a firm and unyielding subgrade. Where an 18-inch-thick zone of Select Fill will be placed beneath the slab, the scarification can be omitted and instead subgrade preparation should consist of proof rolling or similar method to demonstrate firm and unyielding subgrade prior to placement of the Select Fill.

Footings – bottom of excavation should be firm and unyielding subgrade. Soft or yielding subgrade 717
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soils should be scarified and recompacted or excavated to a depth adequate to expose firm, nonyielding materials and replaced with Select Fill. Keep in moist condition by sprinkling water as needed.

Soft or yielding subgrade soils should be excavated to a depth adequate to expose firm, non-yielding materials.

In the event that it is not possible to achieve a firm and unyielding subgrade using this method, additional mitigation measures may need to be employed, in consultation with A3GEO.

6.03.4 New Fill Placement
New fills (including General Fill and Select Fill) should be spread in lifts not exceeding 8 inches in uncompacted thickness on surfaces that are approximately level, moisture conditioned as appropriate, and compacted by mechanical means to the required levels of compaction. It is the responsibility of the contractor to select a compaction method compatible with the type of soil being placed (e.g. clayey soils may require different compaction methods than Select Fill). It is possible that fill and/or subgrade materials may be excessively wet or dry depending on the moisture content at the time of construction. If the fill soils are too wet, they may be dried by aeration or by mixing with drier materials. If the fill soils are too dry, water will need to be added.

A3GEO should observe and test, as appropriate, compaction during fill placement to verify that specified compaction and moisture conditioning requirements are met.

New fills should be firm, unyielding, and compacted to the following requirements (per ASTM D-1557 Test Methods):
• General Fill: moisture content between 2 and 5 percent over optimum and compacted to at least 90 percent relative compaction.
• Select Fill: moisture content near optimum and compacted to at least 95 percent relative compaction. • Aggregate Base: moisture content near optimum and compacted to at least 95 percent relative compaction.

For permanent fill slopes in soil, we recommend a maximum inclination of 2:1 (H:V). When constructing permanent fill slopes, we recommend excavating a series of horizontal benches in competent soil approved by A3GEO as filling proceeds. The final slopes should be constructed as terraced fills upon a stable subgrade.

Upon completion of the fill construction, the outboard face of the fill should be cut back to provide a firm, uniform slope. Erosion control measures, such as hydroseed and/or erosion control blankets, should be installed at the conclusion of grading activities on disturbed slopes and newly constructed fill and excavation slopes with inclinations of 5:1 (H:V) or steeper.

6.03.5 Utilities and Trench Backfill
Trench excavation bottoms should be stable and unyielding. Utility trenches should be backfilled with fill placed in lifts not exceeding 8 inches in uncompacted thickness. Trenches should be filled by placing a granular shading layer beneath and around the pipe, and then 6 to 12 inches of shading should be carefully placed and tamped above the pipe. The remaining portion of the trench should be backfilled with General Fill, Select Fill, or CLSM. If imported granular soil is used, sufficient water should be added during the trench backfilling operations to prevent the soil from “bulking” during compaction. All compaction operations should be performed by mechanical means only. Jetting should not be allowed. The preceding compaction recommendations are based on general geotechnical considerations. If local agency and/or utility company specifications require different or more stringent backfill requirements, those specifications should be followed.

A3GEO should observe utility trench subgrade and backfilling and test compaction, as appropriate, to confirm and document that the work was performed in accordance with the specifications and the intent of our geotechnical recommendations.
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6.04 Structural Slab (Mat) Foundation
Structures may be supported on a structural slab (mat) foundation. We recommend the slab be underlain by an 18-inch-thick layer of compacted Select Fill, placed in accordance with the recommendations in Section 6.03.4.

The Select Fill layer should extend at least 3 ft laterally beyond the edges of the mat. The mat should be at least 6-inches thick, and the bottom of the mat should extend at least 12 inches below the lowest adjacent ground surface. The mat should be designed using the following allowable bearing pressures:

Table 5 - Allowable Mat Bearing Pressures
Load Case
Allowable Bearing
Pressure
(psf)
Factor of Safety
Dead Loads (DL) 2,000 3.0
Dead Load plus Live Load
(DL+LL) 3,000 2.0
Total Loads
(including wind and/or seismic) 4,000 1.5
These pressures do not include the weight of the mat. The mat should be integrally connected to all portions of the structure so that the entire foundation system acts as a unit. The mat should be reinforced with sufficient steel (in both directions). For structural mat design purposes, a modulus of subgrade reaction of 50 psi/inch (pci) can be used.

Lateral load resistance may be developed in friction between the foundation bottom and the supporting subgrade. If the mat is underlain by an impermeable membrane, a friction coefficient of 0.20 can be used to evaluate frictional resistance along the bottom of the mat. If the mat is directly supported on select fill, a friction coefficient of 0.35 can be used to evaluate frictional resistance along the bottom of the mat. The above frictional resistance values include a factor of safety of at least 1.5.

Foundations located adjacent to utility trenches should have bearing surfaces below an imaginary 1:1 (horizontal:vertical) plane projected upward from the bottom edge of the trench to the foundation.

6.05 Spread Footings
Structures may be supported on shallow spread footing foundations. Based on near-surface soils with moderate to high expansive potential, we recommend the spread footings be supported on either: 1) deepened spread footings designed to bear a minimum of 36 inches below lowest adjacent firm finished grade; or 2) standarddepth spread footings designed to bear a minimum of 18 inches below lowest adjacent firm finished grade that are underlain by at least 18 inches of engineered Select Fill (illustrations below). 719
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710

Spread Footing Design Alternatives
Continuous spread footings should enclose the entire structure perimeter to mitigate the potential for moisture changes beneath the interior ground floor slab-on-grade. In general, we recommend that spread footings be at least 12 inches wide to allow for adequate steel reinforcement. Footings designed and constructed in accordance with the recommendations presented in the report can be evaluated using the bearing pressures in the following table (DL=Dead Loads; LL=Live Loads; Total=DL+LL+ wind or seismic).

Table 6 - Allowable Spread Footing Bearing Pressures
Load Case
Allowable Bearing
Pressure
(psf)
Factor of Safety
Dead Loads (DL) 2,000 3.0
Dead Load plus Live Load
(DL+LL) 3,000 2.0
Total Loads
(including wind and/or seismic) 4,000 1.5
Resistance to lateral loads can be provided by passive pressures acting on the vertical faces of below-grade footings and by friction along the bottoms of footings. Passive resistance can be evaluated using an equivalent fluid unit weight of 300 pounds per cubic foot (pcf). This value can be increased by one-third for dynamic loading. A friction coefficient of 0.30 can be used to evaluate frictional resistance along the bottoms of footings supported on Select Fill. In calculating lateral resistance, the top one foot of soil should be ignored unless the soil is confined by an adjacent pavement or slab. The above passive and frictional resistance values include a factor of safety of at least 1.5 and can be fully mobilized with deformations of less than ½ and ¼-inch, respectively.

Footings located adjacent to utility trenches should have bearing surfaces below an imaginary 1:1 (horizontal:vertical) plane projected upward from the bottom edge of the trench to the footing.

6.06 Interior Slabs-on-Grade
Interior slabs-on-grade should be underlain by at least 18 inches of Select Fill material. The exposed subgrade at the bottom of the recommended Select Fill layer should be checked by A3GEO to confirm that it is uniformly firm and non-yielding prior to fill placement. If weak, unstable, or unsuitable materials are encountered during 720
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710

subgrade compaction or proof-rolling, they should be over-excavated and replaced with engineered fill at the direction of A3GEO.

Slab reinforcing should be provided in accordance with the anticipated use and loading of the slab. We generally recommend that interior slabs-on-grade be at least 5 inches thick and be reinforced with steel bar or wire reinforcement.

6.07 Slab Moisture Vapor Reduction
When buildings are constructed with concrete slab-on-grade, water vapor from beneath the slab can migrate through the slab and into the building. This water vapor can be reduced but not fully eliminated. Vapor transmission can negatively affect floor coverings and lead to increased moisture within a building. When water vapor migrating through the slab would be undesirable, we recommend the following to reduce, but not stop, water vapor transmission upward through the slab-on-grade:

1. Construct a moisture retarder system directly beneath the slab on-grade that consists of the following. a. Vapor retarder membrane sealed at all seams and pipe penetrations and connected to all footings. Vapor retarders shall conform to Class A vapor retarder in accordance with ASTM E 1745, latest edition, “Standard Specification for Plastic Water Vapor Retarders used in Contact with Soil or Granular Fill under Concrete Slabs”. The vapor retarder should be underlain by:
b. 4-inch-thick layer of ½-inch by ¾-inch clean crushed rock. Crushed rock should have 100 percent passing the ¾-inch sieve and less than 5 percent passing the No. 4 Sieve.

2. Use a concrete water-cement ratio for slabs-on-grade of no more than 0.50.

3. Provide inspection and testing during concrete placement to check that the proper concrete and water cement ratio are used.

4. Moist cure slabs for a minimum of 3 days or use other equivalent curing specified by the structural engineer.

6.08 Lime or Cement Treatment
The on-site soil may be chemically treated with quicklime to reduce the expansion characteristic of the soil as an alternative to importing select fill to create a zone of low expansion potential. Cement treatment may also be utilized for chemical treatment of the soil. The quicklime should conform with the American Society of Testing and Materials (ASTM) standard C977. On-site materials containing roots or other organic matter are not suitable for chemical treatment and should be stripped from the area at which the treatment is to be performed.

The chemical treatment should be performed by an experienced contractor that specializes in the chemical treatment of soil. The chemical agent should be proportioned and spread with a mechanical spreader and mixed into the soil on a mixing table or in place to produce consistent distribution of the agent within the treated layer. The depth of mixing should not exceed 18 inches per lift or the capacity of the mixer if less. Precautions to reduce the potential for dusting of quicklime or cement, such as scheduling or suspending operations to avoid windy weather, should be taken. Casting or tailgating of the chemical agent should not be permitted. The mixer should be equipped with a rotary cutting/mixing assembly, grade checker, and an automatic water distribution system. Mixing or spreading operations should not be performed during inclement weather or when the ambient temperature is less than 35 degrees Fahrenheit or during foggy or rainy weather. Adjacent passes of the mixer should overlap by 4 inches or more.

The contractor should determine the percentage of chemical treatment needed to achieve a treated soil that results in a plasticity index of 15 or less. For preliminary planning purposes, we anticipate that quicklime mixed into the soil at a rate of about 5 percent (2.5 percent lime and 2.5 percent cement) by dry weight of soil may result in a suitable design. Mixing and pulverizing should continue until the treated soil does not contain 721
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710

untreated soil clods larger than 1 inch and the quantity of untreated soil clods retained on the No. 4 sieve is less than 40 percent of the dry soil mass. Water should be added as needed during the mixing process to achieve a moisture content above the optimum, as evaluated by ASTM D1557, for the lime-soil mixture. The lime-soil mixture should be re-mixed following a 16-hour mellowing period after the initial mixing. The lime-soil mixture should be compacted within 3 days after initial mixing.

Vehicular traffic and heavy construction equipment should not be allowed on the treated material for a 1-hour period after compaction. The treated material should be maintained in a moist condition for a 7-day curing period by routinely sprinkling water, covering the treated material with moist straw, or placing fill over the treated subgrade. Treated subgrade for pavements should be proof-rolled with a loaded water truck to check for yielding conditions. Mitigation of yielding areas by pulverizing and re-mixing with additional stabilizing agent should be anticipated.

6.09 Exterior Flatwork
In order to reduce the potential detrimental effects of the near-surface expansive soil, we recommend exterior slabs-on-grade be supported on a minimum of 18 inches material that meets the requirements for Select Fill presented in Section 6.03.2. Slab reinforcing should be provided in accordance with the anticipated use and loading of the slab. We recommend that exterior slabs-on-grade be at least 4 inches thick and reinforced with steel bar or wire reinforcement. Exterior slabs should be structurally independent from buildings. Concrete slabs that may be subject to vehicle loadings should be designed in accordance with the recommendations for rigid Portland cement concrete pavements.

6.10 Vehicular Pavement

6.10.1 Flexible Asphalt Concrete (AC)
Flexible asphalt concrete (AC) pavements may be used for parking areas and driveways. For flexible pavements, we recommend the pavement section (AC and AB) be underlain by a non-expansive zone consisting of at least 18 inches of material that meets the requirements for Select Fill presented in Section

6.03.2. The non-expansive zone is exclusive of the pavement section (AC and AB) and starts at the bottom of the AB. Where feasible, the non-expansive zone should extend at least 3 feet beyond the outside pavement edge unless a deepened curb or other moisture cutoff (at least 18 inches deep) is provided.

We developed the following recommended pavement sections for various traffic indices using the Caltrans Rvalue design method for flexible pavements. The pavement sections presented are based on an assumed subgrade R-value of 30 for Non-Expansive Fill.

Table 7 - Flexible Pavement Thickness Design
Traffic Index Asphalt Concrete
(inches)
Caltrans Class 2
Aggregate Base
(inches)
Total
Thickness
(inches)
4 2 6 8
5 3 6 9
6 3 9 12
7 3 12 15
The project civil engineer should choose the appropriate traffic indices for the pavement areas of the site and then use the given section for that traffic index. The upper 6 inches of subgrade beneath planned pavements should be compacted to at least 95 percent relative compaction per ASTM D-1557. The aggregate base used in pavement sections should be compacted to at least 95 percent relative compaction as determined by ASTM D1557. 722
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710

6.10.2 Rigid Portland Cement Concrete (PCC)
Rigid Portland cement concrete (PCC) pavements may also be used in driveway/loading areas. To reduce the potential for adverse expansive soil effects We recommend that PCC pavements be underlain by a nonexpansive zone consisting of at least 18 inches of material that meets the requirements for Select Fill presented in Section 6.03.2. The non-expansive zone is exclusive of the concrete pavement section (concrete and AB) and starts at the bottom of the AB. Where feasible, the non-expansive zone should extend at least 3 feet beyond the outside pavement edge unless a deepened curb or other moisture cutoff (at least 18 inches deep) is provided. Concrete pavement sections provided are based on methodologies developed by the Portland Cement Associate (PCA) and the American Concrete Institute (ACI) Guide for the Design and Construction of Concrete Parking Lots (ACI, 2008). Recommended pavement sections are presented in Table 8 for a 20-year design period with appropriate periodic maintenance.

Table 8 - Concrete Pavement Structural Sections
Loading Condition1 Design Period Subgrade
Modulus (pci)2
Concrete Pavement
Section
(inches)
ADTT = 10
(Traffic Category A - car parking
areas and access lanes)
20 years 100 5 inches PCC3
6 inches AB4
ADTT = 300
(Traffic Category B - bus parking
areas)
20 years 100 6.5 inches PCC3
6 inches AB4
ADTT = 300
(Traffic Category C - truck parking
areas, bus entrance lanes)
20 years 100 7 inches PCC3
6 inches AB4
ADTT = 700
(Traffic Category D - truck parking
areas, entrance lanes)
20 years 100 8 inches PCC3
6 inches AB4
Notes: 1 ADTT: Average Daily Truck Traffic. Trucks defined as vehicles with at least six wheels; excludes panel trucks, pickup trucks, and other four-wheel vehicles 2 pci: pounds per cubic inch 3 PCC: Portland cement Concrete
4 AB is Class 2 Aggregate Base complying with Caltrans Standard Specification Section 26 (2018b).

Where pavements will be subjected to heavy loading, such as fire trucks, we recommend the Traffic Category D (ADTT = 700) be used for design. The recommended sections presumes that the concrete will have a 28-day flexural strength of 550 psi or an equivalent compressive strength of about 4,000 psi at 28 days. Aggregate base for pavement should be placed in lifts of no more than 8 inches in loose thickness and compacted to at least 95 percent relative compaction as determined by ASTM D-1557.

Appropriate jointing of concrete pavement can reduce the potential for crack development between joints. Joints should be laid out in a consistent square pattern. Contraction joints formed by premolded inserts, grooving plastic concrete, or saw-cutting at initial hardening, should extend to a depth equivalent to 25 percent of the slab thickness and 1 inch or more for thin slabs. Contraction joints should be reinforced with smooth dowels placed across the joint at mid-slab height. Construction joints subject to traffic loading should be reinforced with smooth dowels as for contraction joints. Construction joints within the middle third of the typical joint spacing pattern should be reinforced with tiebars. Contraction, construction, and isolation joints should be detailed and constructed in accordance with the guidelines of the ACI (ACI, 2008) and/or recommendations for Caltrans specifications for jointed plain concrete pavement (JPCP). 723
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710

6.11 Pole Foundations
Poles for lighting, signs, flagpoles or similar ancillary minor structures may be supported on drilled pier foundations. Piers embedded 5 to 20 feet below grade may be designed for an allowable side friction of 300 psf to resist vertical loads for downward loading conditions and 150 psf to resist vertical loads for upward loading conditions. Side friction should be neglected within the upper 2 feet of the ground surface and within one diameter from the pier bottom when evaluating static capacity. End bearing should be neglected. Drilled piers loaded to the allowable capacity may be designed for total static settlements of about 1 inch. The allowable side friction may be increased by one-third when considering loads of short duration such as wind or seismic loads.

An allowable lateral bearing pressure of 100 pounds per square foot (psf) per foot depth up to 1,500 psf may be used to evaluate resistance to lateral loads and overturning moments in accordance with Sections 1806 and 1807 of the 2022 CBC. The allowable lateral bearing pressure may be increased by a factor of two for structures that can accommodate ½ inch of lateral deflection of the top of the pier foundation. The allowable lateral bearing pressure may be increased by one-third when considering loads of short duration such as wind or seismic loads.

6.12 Drainage and Site Maintenance
Surface drainage on the site should generally be provided so that water is diverted away from structures and is not permitted to pond. Positive drainage should be established adjacent to structures to divert surface water to an appropriate collector (graded swale, v-ditch, or area drain) with a suitable outlet. Where feasible, drainage gradients should be 2 percent or more a distance of 5 feet or more from the structure for impervious surfaces and 5 percent or more a distance of 10 feet or more from the structure for pervious surfaces. Slope, pad, and roof drainage (from adjacent structures) should be collected and diverted to suitable discharge areas away from structures or other slopes by non-erodible devices (e.g., gutters, downspouts, concrete swales, etc.). Graded swales, v-ditches, or curb and gutter should be provided at the site perimeter to restrict flow of surface water onto and off of the site. Drainage structures should be periodically cleaned out and repaired, as-needed, to maintain appropriate site drainage patterns.

Landscaping adjacent to foundations should include vegetation with low-water demands and irrigation should limited to that which is needed to sustain the plants. Trees should be restricted from the areas adjacent to foundations a distance equivalent to the canopy radius of the mature tree. Bioretention areas should not be located within a distance of 10 feet from structure foundations.

Care should be taken by the contractor during grading to preserve any berms, drainage terraces, interceptor swales or other drainage devices on or adjacent to the project area. Drainage patterns established at the time of grading should be maintained for the life of the project.

6.13 Construction Considerations

6.13.1 Excavation and Shoring
The contractor is responsible for shoring, excavation safety, and the protection of adjacent offsite improvement throughout all phases of construction. All excavations deeper than 4 feet that will be entered by workers will need to be shored or sloped for safety in accordance with the applicable: (1) California Occupational Safety and Health Administration (Cal-OSHA) standards; and (2) any site-specific health and safety protocols and procedures required by local jurisdictions.

We anticipate the site can be graded using conventional heavy earth-moving equipment such as excavators and dozers. The contractor should anticipate that subsurface obstructions may be encountered during excavation related to previous buildings and other onsite improvements. The near-surface materials may contain debris, wood and organic-laden materials that would not be suitable for onsite re-use. Subsurface obstructions such as old footings, concentrations of debris, or floor slabs from old basements, pits or vaults may 724
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710

also be present. Removal of foundations for existing buildings and possibly other buried obstructions will require equipment capable of breaking concrete.

6.13.2 Construction Monitoring
The contractor’s responsibilities should include: (1) documenting the condition of the adjacent improvements prior to the commencement of site demolition and excavation activities; (2) designing demolition, excavation and construction programs that will keep surface settlements and vibrations within acceptable limits; and (3) coordinating with local agencies, as needed, to assure that adjacent facilities are not adversely affected during the geotechnical aspects of construction.

6.13.3 Site Runoff and Earthwork
The contractor is responsible for managing and controlling all aspects of construction, including material deliveries and storage, mixing, spoils, fluids generated by the contractor’s activities and site runoff. Adjacent areas outside of the designated construction zone must be protected throughout the period of construction.

Other entities/agencies may have additional requirements that will affect the Contractor’s operations.

During site earthwork, the onsite soils may include materials that are wet of optimum, from an earthwork compaction standpoint. Deeper excavations at the site could encounter soils that are saturated. Soils obtained from deeper site excavations may need to be processed (e.g., by air drying) prior to being placed as engineered fill.

6.13.4 Wet Weather Construction
Although it is possible for excavation and/or construction to proceed during or immediately following the wet winter months, a number of geotechnical problems may occur which may increase costs and cause project delays. The water content of onsite soils may increase during the winter and rise significantly above optimum moisture content for compaction of subgrade or backfill materials. If this occurs, the contractor may be unable to achieve the specified levels of compaction. If utility or footing trenches are open during winter rains, caving of the trench walls may occur. Subgrade preparation beneath footings, slabs-on-grade and pavement sections may prove difficult or infeasible. In general, we note that it has also been our experience that increased cleanup costs may be incurred, and greater safety hazards may exist, if the work proceeds during the wet winter months.

6.14 Future Geotechnical Services
We recommend we be provided the opportunity to review the project plans and specifications as they are being developed in order to check conformance with the intent of our geotechnical recommendations and to provide timely input, in the event that revisions are needed. We should perform a general review of the geotechnical aspects of the final plans and specifications, the results of which we should document in a formal plan review letter.

As Geotechnical Engineer of Record, it is essential that A3GEO provide geotechnical services during construction to check whether geotechnical conditions are as anticipated, provide supplemental recommendations where necessary, and document that the geotechnical aspects of the work substantially conform to the approved Contract Documents and the intent of our geotechnical recommendations. Critical aspects of construction that A3GEO should observe include site preparation, foundation excavations and subgrade preparation, subgrades to receive new fill, fill placement/compaction, drainage installations, and finish grading.
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A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710

7. LIMITATIONS
This geotechnical study report has been prepared for the exclusive use of the client and their consultants during design. The data and interpretations presented in this report were developed in accordance with generally accepted geotechnical and engineering geologic principles and practices. The findings of this report are valid as of the present date. However, the passing of time will likely change the conditions of the existing property due to natural processes or the works of man. In addition, due to legislation or the broadening of knowledge, changes in applicable or appropriate standards will occur. Accordingly, this report should not be relied upon after a period of three years without being reviewed by this office. 726
A3GEO, Inc. • 821 Bancroft Way, Berkeley, CA 94710

8. SELECT REFERENCES
• American Society of Civil Engineers (ASCE), 2017, Minimum Design Loads for Buildings and Other Structures.
• Bakun, W.H., 1999, Seismic Activity of the San Francisco Bay Region, Bulletin of the Seismological Society of America, June, v. 89, no.3, p. 764-784.
• CSW/Stuber-Stroeh Engineering Group Inc. (CSW|ST2), Sheilds Reid Survey, Topographic Map, Survey Date: February 2023, March 7.
• Graymer, R.W., 2000, Geologic Map and Map Database of the Oakland Metropolitan Area, Alameda, Contra Costa, and San Francisco Counties, California. • California Building Standards Commission, 2022, California Building Code (CBC): California Code of Regulations, Title 24, Part 2, Volumes 1 and 2.
• California Geologic Survey, 2000, Seismic Hazard Zone Report for the Richmond 7.5-Minute Quadrangle, Alameda County, California.
• Geotracker, 2023, https://geotracker.waterboards.ca.gov/. • Google Earth Pro, 2022, Version No. 7.3.6.9345.
• Jennings and Bryant, W.A., 2010, Fault activity map of California: California Geological Survey Geologic Data Map No. 6, map scale 1:750,000.
• Tuttle, M.P., and Sykes, L.R., 1992, Re-Evaluation of Several Large Historic Earthquakes in the Vicinity of the Loma Prieta and Peninsular Segments of the San Andreas Fault, California, Bulletin of the Seismological Society of America.
• Working Group on California Earthquake Probabilities, 2003, Earthquake Probabilities in the San Francisco Bay Region: 2002–2031, U.S. Geol. Survey. Open File Rep. 03- 214 • Working Group on California Earthquake Probabilities (WGCEP), 2013, Uniform California Earthquake Rupture Forecast, Version 3 (UCERF3) – The Time-Independent Model, U.S.

Geological Survey Open-File Report 2013-1165, 97 p., California Geological Survey Special Report 228, and Southern California Earthquake Center Publication 1792, http://pubs.usgs.gov/of/2013/1165/.
727

FIGURES

SHIELDS REID PARK

RICHMOND, CA
728
Project Site
Base Map: USGS Richmond & San Quentin, CA 7.5 Min. Quandrangle (2021) 0 2000 4000
(SCALE IN FEET)
Project No. 1130-4A
FIGURE 1

SHIELDS-REID PARK REVITALIZATION

RICHMOND, CALIFORNIA

VICINITY MAP
Date: 9/23/2023
729
B-4
B-3
B-1
B-2
Kelsey Street
Cherry Street
Chesley Avenue
Alamo Avenue
Play
Area
Restroom
Sculpture Art
Gateway Art
Stage, Shade
Structure Art Wall

EXPLANATION
Location of 2023 A3GEO Boring
Project Site
Proposed Improvement
B-4
0 50 100
(SCALE IN FEET)
Project No. 1130-4A
FIGURE 2
Date: 9/23/2023

SHIELDS-REID PARK REVITALIZATION

RICHMOND, CALIFORNIA

SITE PLAN
730
Project Site
City
College
Fault
Contact; dashed where
approximately located
Fault; dashed where
approximately located
Strike and dip of bedding
Artificial Fill
Alluvial Fan/Fluvial Deposits
Basin Deposits
Natural Levee Deposits
Older Alluvial Fan/Fluvial
Deposits

EXPLANATION
Qhaf
Qhl
Qpaf
Qhb
af
Base map: Modified from Graymer, USGS MF-2342, 2000.
45 0 2000 4000
(SCALE IN FEET)
Project No. 1130-4A
FIGURE 3

SHIELDS-REID PARK REVITALIZATION

RICHMOND, CALIFORNIA

REGIONAL GEOLOGIC MAP
Date: 9/23/2023
731
FAULT
ZONE

CARNEROS
FLT.

WEST NAPA FAULT
SO
D
A
C
REEK FLT.

RODGERS CREEK FLT. ZONE
GREE
N

VALLEY FAULT
C
ORDELIA FLT.

VACA
FAULT

BURDELL
MTN. FLT.

BLOOMFIELD
FLT.

AMERICANO CREEK FLT.

TOLAY
FAULT
FAULT

MIDLAND

FAULT
ZONE
HILLS FLT.

DAVIS FAULT
RIO
VISTA
FLT.

HAYWARD FAULT
ZONE
PINOLE
FAULT

FRANKLIN FAULT

CONCORD FAULT

MISSION FAULT

PLEASANTON
FLT.

M ARSH
CREEK
F.

CLAYTON F.

MIDWAY
FAULT

WILLIAMS
FAULT

LAS POSITAS
FLT.

CALAVERAS
FAULT

GREENVILLE FAULT
BLACK
BUTTE
FAULT

VERNALIS FAULT
SAN

JOSE FAULT
PALO ALTO FLT.

STANFORD FAULT

MONTE VISTA
FLT.

PILARCITOS FLT.

CROSLEY
FLT.

SAN JOAQUIN

FL
CREEP
KIRBY
POINT
REYES
SEAL
COVE
FAULT
SAN

ANDREAS
SAN

GREGORIO
FAULT
ZONE
SOLANO
NAPA
YOLO
SONOMA

ALAMEDA

CONTRA COSTA

SAN JOAQUIN

SAN MATEO

SACRAMENTO

SANTA CLARA
SAN

FRANCISCO
MARIN

PACIFIC
OCEAN

SITE LOCATION
0 8 16
(SCALE IN MILES)
Project No. 1130-4A
FIGURE 4
Date: 9/23/2023

SHIELDS-REID PARK REVITALIZATION

RICHMOND, CALIFORNIA

REGIONAL FAULT MAP

EXPLANATION
?
??
?? ?
Historic Holocene Pleistocene
200
11,700
700,000
1,600,000*

4.5 billion
(Age of Earth)
Geologic
Time
Scale
Years
Before
Present
(Approx.)
Fault
Symbol
Recency
of
Movement

DESCRIPTION
Late Quaternary Early Quaternary
Pre-Quaternary Quaternary
Displacement during historic time
(e.g. San Andreas fault 1906).

Includes areas of known fault creep.

Displacement during Holocene time.

Faults showing evidence of
displacement during late Quaternary
time.

Undivided Quaternary faults - most
faults in this category show evidence
of displacement during the last
1,600,000 years; possible exceptions
are faults which displace rocks of
undifferentiated Plio-Pleistocene age.

Faults without recognized Quaternary
displacement or showing evidence of
no displacement during Quaternary
time. Not necessarily inactive.
* Quaternary now recognized as extending to 2.6 Ma (Walker and Geissman, 2009). Quaternary faults in this map were established using the previous 1.6 Ma criterion.

Notes:

1. Base map modified from Jennings W. and Bryant, W.A., Fault Activity Map of California, Version 2.0, California Geological Survey, 2010.

CGS website: https://maps.conservation.ca.gov/cgs/fam/
?
?
?
?
Bar and ball on downthrown side (relative or
apparent).

Arrows along fault indicate relative or apparent
direction of lateral movement.

Arrow on fault indicates direction of dip.

Low angle fault (barbs on upper plate). Fault
surface generally dips less than 45° but locally may
have been subsequently steepened. On offshore
faults, barbs simply indicate a reverse fault
regardless of steepness of dip.

Fault Symbols
732
Project Site

THIS AREA NOT EVALUATED FOR

LIQUEFACTION OR SEISMIC LANDSLIDES

EXPLANATION

EARTHQUAKE FAULT ZONES
Earthquake Fault Zones
Zone boundaries are delineated by
straight-line segments; the boundaries
define the zone encompassing active
faults that constitute a potential hazard
to structures from surface faulting or
fault creep such that avoidance as
described in Public Resources Code
Section 2621.5(a) would be required.

Base Map: Earthquake Fault Zones and Seismic
Hazard Zone, Richmond Quad., (1982, 2003)
0 2000 4000
(SCALE IN FEET)
Project No. 1130-4A
FIGURE 5

SHIELDS-REID PARK REVITALIZATION

RICHMOND, CALIFORNIA

CGS ZONES OF REQUIRED INVESTIGATION
Date: 9/23/2023
733

APPENDIX A
Borings Logs

SHIELDS REID PARK

RICHMOND, CA
734

MAJOR DIVISIONS
COARSE

GRAINED
SOILS:
more than 50%
retained on
No. 200 sieve
FINE

GRAINED
SOILS:
50% or more
passing
No. 200 sieve
SANDS:
more than 50%
passing on
No. 4 sieve
SILTS AND CLAY:

Liquid Limit 50%
or less
COARSE

GRAINED
SOILS:
50% or more of
coarse fraction
on No. 4 sieve
SILTS AND CLAY:

Liquid Limit 50%
or greater

HIGHLY ORGANIC SOILS

CLEAN GRAVELS GRAVELS WITH
SAND
CLEAN
SANDS

SANDS WITH
FINES

UNIFIED SOIL CLASSIFICATION CHART

BOUNDARY CLASSIFICATION AND GRAIN SIZES

SILT OR CLAY

SAND GRAVEL

COBBLES BOULDERS

FINE MEDIUM COARSE FINE COARSE
U.S. Standard
Sieve Sizes
No. 200 No. 40 No. 10 No. 4 3/4" 3" 12"

0.075 mm 0.425 mm 2 mm 3/16"
Modified California (MC)
Sampler (3" O.D.)
Standard Penetration Test:

SPT (2" O.D.)
Grab Sample (GB)
Water Levels
At time of drilling
At end of drilling
After drilling

HQ ROCK CORE (HQ)
Pitcher Tube (PT)

SYMBOLS

ABBREVIATIONS NOTES
Item Meaning
LL Liquid Limit (%) (ASTM D 4318)
PI Plasticity Index (%) (ASTM D 4318)
-200 Passing No. 200 (%) (ASTM D 1140)
TXICU Laboratory consolidated undrained triaxial test of undrained shear strength (psf) (ASTM D 4767)
UC Laboratory unconfined compression test
(ASTM D 2166)
psf/tsf pounds per square foot / tons per square foot
psi pounds per square inch
OD Outside Diameter
RQD Rock-quality designation

1. Stratification lines represent the approximate
boundaries between material types and the transitions
may be gradual.

2. Modified California (MC) blow counts were adjusted by multiplying field blow counts by a factor of 0.63.

3. Recorded blow counts have not been adjusted for
hammer energy.

KEY TO EXPLORATORY BORING LOGS

TYPICAL NAMES
Well graded gravels and gravel-sand mixtures, little
or no fines
Poorly graded gravels and gravel-sand mixtures,
little or no fines
Silty gravels and gravel-sand-silt mixtures
Clayey gravels and gravel-sand-clay mixtures
Well graded sands and gravelly sand, little or no fines Poorly graded sands and gravelly sand, little or no fines Silty sands, sand-silt mixtures
Clayey sands, sand-clay mixtures
Inorganic silts, very fine sands, rock flour, silty or
clayey fine sands
Inorganic clays or low to medium plasticity, gravelly
clays, sandy clays, silty clays, lean clays
Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine
sands or silts, elastic clays
Inorganic clays of high plasticity, fat clays
Organic clays of medium to high plasticity
PT Peat, muck, and other highly organic soils
OH
CH
MH
OL
CL
ML
SM
SP
SW
SC
GC
GM
GP
GW
ShelbyTube (ST)
735
>4
>4

2.5 3.5
104
101
14 21
10 10
12 MC
1 MC
2 MC
3 MC
4 MC
5 TOP-SOIL (bark, sand, gravel)
FAT CLAY WITH SAND (CH) - dark brown, stiff, moist, medium plasticity, fine sand
- below 5 feet, olive brown
- at 5 feet, very stiff
- at 10 feet, stiff
SANDY LEAN CLAY (CL) - stiff, olive brown, wet, fine to medium grained sand
LEAN CLAY (CL) - olive gray, stiff, moist, medium plasticity, few fine sand
Bottom of borehole at 20.0 feet.

1. Stratification lines represent the approximate boundaries between the material types and the transitions may be gradual.

2. Modified California (MC) blow counts were adjusted by mutiplying field blow counts by a factor of 0.63.

3. Boring location coordinates were estimated using a Google Earth application and should be considered approximate.

4. Ground surface elevations were estimated using a Google Earth application and should be considered approximate.

5. Borehole was backfilled with cement grout upon completion. 78 100
100
100
100
20 27
LL=53, PI=33
Shear Strength = 3075
psf
Gravel = 0%
Sand = 43%
- #200 = 57% POCKET PEN. (tsf) DRY UNIT WT. (pcf) ADJUSTED BLOW COUNTS (N VALUE) SAMPLE TYPE DEPTH (ft) 0 5
10 15
20 GRAPHIC LOG
MATERIAL DESCRIPTION % RECOVERED MOISTURE CONTENT (%)

OTHER LAB

TESTS / NOTES
GROUND ELEVATION 25 ft NAVD88 HOLE SIZE 4-inch
DRILLING CONTRACTOR Clearheart Drilling GROUND WATER LEVELS:

CHECKED BY TPS
DATE STARTED 9/19/23 COMPLETED 9/19/23
AT TIME OF DRILLING 12.5 ft / Elev 12.5 ft
AT END OF DRILLING --- Not measured
NOTES Latitude: 37.953917 ; Longitude: -122.363266 AFTER DRILLING --- Not measured

LOGGED BY DGL
DRILLING METHOD Solid Stem Auger
PAGE 1 OF 1
BORING NUMBER B-1
PROJECT NAME Shields Reid Park Revitalization
PROJECT LOCATION Richmond, CA
CLIENT Placeworks
PROJECT NUMBER 1130-4A
A3GEO STANDARD BH LOG - SOIL ONLY - A3GEO DATA TEMPLATE.GDT - 10/17/23 19:19 - F:\A3GEO PROJECTS\1130 - PLACEWORKS\1130-4A SHIELDS REID PARK REVITALIZATION\4. INVESTIGATION\BORING LOGS GINT\BORELOGS_1130-4A.GPJ A3GEO, Inc
821 Bancroft Way
Berkeley, CA 94710
736
>4
109
114
11 14
11 12
9 19
MC
1 MC
2 MC
3 MC
MC
4 TOP-SOIL (bark, sand, gravel)
LEAN CLAY (CL) - dark brown, stiff, moist, medium plasticity, few fine sand
- below 4 feet, olive brown

POORLY GRADED GRAVEL WITH CLAY AND SAND (GP-GC) -
brown and black, medium dense, wet, fine gravel
CLAYEY SAND WITH GRAVEL (SC) - olive brown, medium
dense, moist, low plasticity, fine gravel
- at 15 feet, loose
POORLY GRADED SAND WITH CLAY (SP-SC) - gray, medium
dense, wet, coarse-grained sand, few fine gravel
Bottom of borehole at 20.0 feet.

1. Stratification lines represent the approximate boundaries between the material types and the transitions may be gradual.

2. Modified California (MC) blow counts were adjusted by mutiplying field blow counts by a factor of 0.63.

3. Boring location coordinates were estimated using a Google Earth application and should be considered approximate.

4. Ground surface elevations were estimated using topographic maps provided by Placeworks (Shields Reid Survey dated 3-7-23).

5. Borehole was backfilled with cement grout upon completion. 100
100
67 0
67 19
18 22
Shear Strength = 4376
psf
LL=38, PI=24
Gravel = 23%
Sand = 45%
- #200 = 32%
Gravel = 5%
Sand = 84%
- #200 = 11% POCKET PEN. (tsf) DRY UNIT WT. (pcf) ADJUSTED BLOW COUNTS (N VALUE) SAMPLE TYPE DEPTH (ft) 0 5
10 15
20 GRAPHIC LOG
MATERIAL DESCRIPTION % RECOVERED MOISTURE CONTENT (%)

OTHER LAB

TESTS / NOTES
GROUND ELEVATION 24.5 ft NAVD88 HOLE SIZE 4-inch
DRILLING CONTRACTOR Clearheart Drilling GROUND WATER LEVELS:

CHECKED BY TPS
DATE STARTED 9/19/23 COMPLETED 9/19/23
AT TIME OF DRILLING 7.5 ft / Elev 17.0 ft
AT END OF DRILLING --- Not measured
NOTES Latitude: 37.953724 ; Longitude: -122.363125 AFTER DRILLING --- Not measured

LOGGED BY DGL
DRILLING METHOD Solid Stem Auger
PAGE 1 OF 1
BORING NUMBER B-2
PROJECT NAME Shields Reid Park Revitalization
PROJECT LOCATION Richmond, CA
CLIENT Placeworks
PROJECT NUMBER 1130-4A
A3GEO STANDARD BH LOG - SOIL ONLY - A3GEO DATA TEMPLATE.GDT - 10/17/23 19:19 - F:\A3GEO PROJECTS\1130 - PLACEWORKS\1130-4A SHIELDS REID PARK REVITALIZATION\4. INVESTIGATION\BORING LOGS GINT\BORELOGS_1130-4A.GPJ A3GEO, Inc
821 Bancroft Way
Berkeley, CA 94710
737

3.0 1.5
>4
107
96 11
16 8
13 GB
1 MC
2 MC
3 MC
4 MC
5 TOP-SOIL (grass and dark brown clay)
FAT CLAY (CH) - dark brown, stiff, moist, medium plasticity, few fine sand, few fine gravel
- below 5 feet, olive brown
CLAYEY GRAVEL (GC) - medium dense, brown, wet, fine gravel, few medium-grained sand
SANDY LEAN CLAY (CL) - olive brown, stiff, moist, low plasticity LEAN CLAY (CL) - olive brown, stiff, moist, medium plasticity, few fine sand
Bottom of borehole at 20.0 feet.

1. Stratification lines represent the approximate boundaries between the material types and the transitions may be gradual.

2. Modified California (MC) blow counts were adjusted by mutiplying field blow counts by a factor of 0.63.

3. Boring location coordinates were estimated using a Google Earth application and should be considered approximate.

4. Ground surface elevations were estimated using topographic maps provided by Placeworks (Shields Reid Survey dated 3-7-23).

5. Borehole was backfilled with cement grout upon completion. 100
50 100
100
100
22 29
LL=59, PI=40
Gravel = 0%
Sand = 30%
- #200 = 70% POCKET PEN. (tsf) DRY UNIT WT. (pcf) ADJUSTED BLOW COUNTS (N VALUE) SAMPLE TYPE DEPTH (ft) 0 5
10 15
20 GRAPHIC LOG
MATERIAL DESCRIPTION % RECOVERED MOISTURE CONTENT (%)

OTHER LAB

TESTS / NOTES
GROUND ELEVATION 23.5 ft NAVD88 HOLE SIZE 4-inch
DRILLING CONTRACTOR Clearheart Drilling GROUND WATER LEVELS:

CHECKED BY TPS
DATE STARTED 9/19/23 COMPLETED 9/19/23
AT TIME OF DRILLING 12.0 ft / Elev 11.5 ft
AT END OF DRILLING --- Not measured
NOTES Latitude: 37.954579 ; Longitude: -122.362586 AFTER DRILLING --- Not measured

LOGGED BY DGL
DRILLING METHOD Solid Stem Auger
PAGE 1 OF 1
BORING NUMBER B-3
PROJECT NAME Shields Reid Park Revitalization
PROJECT LOCATION Richmond, CA
CLIENT Placeworks
PROJECT NUMBER 1130-4A
A3GEO STANDARD BH LOG - SOIL ONLY - A3GEO DATA TEMPLATE.GDT - 10/17/23 19:19 - F:\A3GEO PROJECTS\1130 - PLACEWORKS\1130-4A SHIELDS REID PARK REVITALIZATION\4. INVESTIGATION\BORING LOGS GINT\BORELOGS_1130-4A.GPJ A3GEO, Inc
821 Bancroft Way
Berkeley, CA 94710
738
>4
>4
>4
>4
113
16 13
23 14
13 MC
1 MC
2 MC
3 MC
4 MC
5 TOP-SOIL (bark, grass, gravel)
SANDY LEAN CLAY (CL) - olive brown, very stiff, moist, low plasticity
LEAN CLAY (CL) - olive brown, stiff, moist, low plasticity, few fine sand
SANDY LEAN CLAY WITH GRAVEL (CL) - olive brown with white and reddish brown, very stiff, medium plasticity
LEAN CLAY (CL) - light olive brown, stiff, moist, medium plasticity, few fine sand
CLAYEY SAND (SC) - olive brown and yellowish brown, moist, medium dense
Bottom of borehole at 20.0 feet.

1. Stratification lines represent the approximate boundaries between the material types and the transitions may be gradual.

2. Modified California (MC) blow counts were adjusted by mutiplying field blow counts by a factor of 0.63.

3. Boring location coordinates were estimated using a Google Earth application and should be considered approximate.

4. Ground surface elevations were estimated using topographic maps provided by Placeworks (Shields Reid Survey dated 3-7-23).

5. Borehole was backfilled with cement grout upon completion. 78 100
100
100
100
18 Gravel = 2%
Sand = 31%
- #200 = 67% POCKET PEN. (tsf) DRY UNIT WT. (pcf) ADJUSTED BLOW COUNTS (N VALUE) SAMPLE TYPE DEPTH (ft) 0 5
10 15
20 GRAPHIC LOG
MATERIAL DESCRIPTION % RECOVERED MOISTURE CONTENT (%)

OTHER LAB

TESTS / NOTES
GROUND ELEVATION 24 ft NAVD88 HOLE SIZE 4-inch
DRILLING CONTRACTOR Clearheart Drilling GROUND WATER LEVELS:

CHECKED BY TPS
DATE STARTED 9/19/23 COMPLETED 9/19/23
AT TIME OF DRILLING 14.0 ft / Elev 10.0 ft
AT END OF DRILLING --- Not measured
NOTES Latitude: 37.953553 ; Longitude: -122.363001 AFTER DRILLING --- Not measured

LOGGED BY DGL
DRILLING METHOD Solid Stem Auger
PAGE 1 OF 1
BORING NUMBER B-4
PROJECT NAME Shields Reid Park Revitalization
PROJECT LOCATION Richmond, CA
CLIENT Placeworks
PROJECT NUMBER 1130-4A
A3GEO STANDARD BH LOG - SOIL ONLY - A3GEO DATA TEMPLATE.GDT - 10/17/23 19:19 - F:\A3GEO PROJECTS\1130 - PLACEWORKS\1130-4A SHIELDS REID PARK REVITALIZATION\4. INVESTIGATION\BORING LOGS GINT\BORELOGS_1130-4A.GPJ A3GEO, Inc
821 Bancroft Way
Berkeley, CA 94710
739

APPENDIX B
Laboratory Test Data

SHIELDS REID PARK

RICHMOND, CA
740
Liquid Limit
Plastic LimitPlasicity IndexPassing #4 Sieve (%)Passing #40 sieve (%)Passing #200 sieve (%)Maximum Dry Density (pcf)Optimum Moisture (%) B-1 3.2 - 3.7 104 19.9 53 20 33
B-1 16.0 - 16.5 101 26.7 100 94 57
B-2 5.5 - 6.0 109 19.3 38 14 24
B-2 10.5 - 11.0 114 17.7 77 61 32
B-2 18.5 - 19.0 112 21.6 95 45 11
B-3 2.5 - 3.0 59 19 40
B-3 11.0 - 11.5 107 22.3
B-3 15.5 - 16.0 96 28.7 100 97 70
B-4 3.2 - 3.7 98 91 67
B-4 11.0 - 11.5 113 17.5
Results Due By:
9/22/23
Boring #Sample Depth (feet)
Remarks
-200
DL Throw Samples Out On:

Project Name:

Request Date:

Project Number: 1130-4A
Requested By:

Shields Reid Park Revitalization
B. HILLEBRANDT SOILS TESTING, INC.
29 Sugarloaf Terrace, Alamo, CA 94507 - Tel: (510) 409-2816 - Fax: (925) 891-9267 - Email: [email protected] Atterberg Compaction
Pocket Penetrometer (tsf)Torvane (tsf)

LAB RESULTS SUMMARY FORM
Dry Density (pcf)Moisture Content (%)TxUU Shear Strength (psf) 741
Tested By: BH

LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX
0 10
20 30
40 50
60 LIQUID LIMIT
0 10 20 30 40 50 60 70 80 90 100 110
CL-ML
CL or OL
CH or OH
ML or OL MH or OH
Dashed line indicates the approximate
upper limit boundary for natural soils
4 7 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
Project No. Client: Remarks:

Project:

B. HILLEBRANDT SOILS TESTING, INC. +1 510-409-2816
[email protected] Figure
Source of Sample: B-1 Depth: 3.2 - 3.7' Sample Number: S-1 Source of Sample: B-2 Depth: 5.5 - 6.0' Sample Number: S-2 Source of Sample: B-3 Depth: 2.5 - 3.0' Sample Number: S-1 Dark brown sandy fat CLAY 53 20 33 CH
Olive brown sandy lean CLAY 38 14 24 CL
Dark brownish gray fat CLAY 59 19 40 CH
1130-4A A3Geo Shields Reid Park Revitalization
742
Tested By: BH
B. HILLEBRANDT SOILS TESTING, INC. +1 510-409-2816
[email protected]
Client:

Project:

Project No.: Figure
A3Geo Shields Reid Park Revitalization
1130-4A

SYMBOL SOURCE
SAMPLE DEPTH Material Description USCS NO. (ft.)

SOIL DATA PERCENT FINER
0 10
20 30
40 50
60 70
80 90
100
GRAIN SIZE - mm. 100 10 1 0.1 0.01 0.001
% +3" Coarse% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines Clay

0.0 0.0 0.0 1.5 4.3 36.8 57.4

0.0 0.0 22.8 8.2 7.6 29.3 32.1

0.0 0.0 5.4 8.6 41.3 33.8 10.9

0.0 0.0 0.0 0.2 3.3 26.4 70.1

0.0 0.0 2.1 3.4 3.1 24.1 67.3 6 in. 3 in. 2 in. 1½ in. 1 in. ¾ in. ½ in. 3/8 in. #4#10 #20 #30 #40 #60 #100 #140 #200
Particle Size Distribution Report
B-1 S-4 16.0 - 16.5' Olive brown sandy CLAY SC
B-2 S-3 10.5 - 11.0' Olive brown clayey SAND with gravel SC B-2 S-4 18.5 - 19.0' Olive brown poorly graded SAND with clay SP-SC B-3 S-4 15.5 - 16.0' Olive brown sandy CLAY CL
B-4 S-1 3.2 - 3.7' Grayish brown sandy CLAY CL
743
UNCONSOLIDATED UNDRAINED COMPRESSION TEST - ASTM D2850
Client : A3GEO, Inc.

Project : Shields Reid Park Revitalization
Job # : Data Reduction:

Boring # B-1
Sample # : S-2 Dial factor = 1.0 in/unit
Depth (ft) : 6-6.5 Load factor = 1.0 lb/unit
Date tested : 09/27/23
Soil : Grayish brown clay with sand Axial Deviator
Dial Load Strain Stress
Specimen: Total wt. = 880.6 gms Read. Read. (%) (psf)
Ht. = 6.000 in
Ave dia. = 2.380 in -0.002 0.00 0.0
Area = 4.451 sq.in 0.003 9.0 0.07 289.6
Volume = 437.6 c.c. 0.006 9.0 0.12 289.5
Shearing rate = 0.05 inch/min 0.009 9.0 0.17 289.3
Shearing rate = 0.75 %/min 0.012 30.1 0.23 970.5
Gs (assumed) = 2.70 0.019 51.3 0.35 1654.5

0.027 63.7 0.48 2050.8
Test Report: Void ratio= 0.490 0.034 91.8 0.60 2950.9
Ht/Dia ratio = 2.52 0.042 111.8 0.73 3591.9
Moisture = 11.0 % 0.050 130.6 0.86 4190.6
Total density= 125.6 pcf 0.057 149.2 0.99 4779.8
Dry density = 113.1 pcf 0.091 193.1 1.54 6149.9
Saturation= 60.8 % 0.103 182.5 1.75 5801.8
Chamber pressure= 1000 psf 0.133 117.6 2.25 3720.1
Max. deviator stress= 6150 psf 0.163 79.3 2.75 2494.4
Strain @ failure= 1.54 % 0.193 55.3 3.25 1732.2
1130-4A
0 1000
2000
3000
4000
5000
6000
7000
0 2 4 6 8 10 12 14 16 18 20
Deviator stress (psf)
Axial strain (%)
INSPECTION SERVICES, INC. BERKELEY, CA
744
UNCONSOLIDATED UNDRAINED COMPRESSION TEST - ASTM D2850
Client : A3GEO, Inc.

Project : Shields Reid Park Revitalization
Job # : Data Reduction:

Boring # B-2
Sample # : S-1 Dial factor = 1.0 in/unit
Depth (ft) : 3-3.5 Load factor = 1.0 lb/unit
Date tested : 09/27/23
Soil : Dark grayish brown clay Axial Deviator
Dial Load Strain Stress
Specimen: Total wt. = 827.0 gms Read. Read. (%) (psf)
Ht. = 5.620 in
Ave dia. = 2.380 in -0.002 0.00 0.0
Area = 4.451 sq.in 0.003 11.2 0.08 363.4
Volume = 409.9 c.c. 0.005 11.2 0.12 363.2
Shearing rate = 0.04 inch/min 0.008 11.2 0.18 363.0
Shearing rate = 0.75 %/min 0.011 42.4 0.23 1367.6
Gs (assumed) = 2.70 0.018 69.0 0.35 2223.4

0.026 83.9 0.49 2702.7
Test Report: Void ratio= 0.580 0.032 115.1 0.61 3700.9
Ht/Dia ratio = 2.36 0.039 132.5 0.73 4256.9
Moisture = 18.0 % 0.047 149.5 0.87 4795.1
Total density= 125.9 pcf 0.054 164.3 0.99 5263.9
Dry density = 106.7 pcf 0.074 198.7 1.35 6342.1
Saturation= 84.0 % 0.102 234.8 1.85 7458.1
Chamber pressure= 1000 psf 0.131 259.9 2.36 8210.5
Max. deviator stress= 8752 psf 0.159 274.5 2.86 8626.2
Strain @ failure= 3.37 % 0.187 279.9 3.37 8751.7

0.216 275.5 3.87 8567.9

0.238 265.7 4.28 8227.7

0.267 247.4 4.78 7621.8

0.312 203.9 5.58 6229.5

0.382 142.3 6.83 4289.8
1130-4A
0 1000
2000
3000
4000
5000
6000
7000
8000
9000
10000
0 2 4 6 8 10 12 14 16 18 20
Deviator stress (psf)
Axial strain (%)
INSPECTION SERVICES, INC. BERKELEY, CA
745

END OF REPORT

SHIELDS REID PARK

RICHMOND, CA
746

SHIELDS REID PARK IMPROVEMENTS

CITY OF RICHMOND
APPENDIX B.

CITY OF RICHMOND STANDARD DETAILS
747
-, !. .;
C.IT·Y OF R-ICHMOND STANDARD
.. .. .. j •• ~

PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
Copies of this book may be. purchased for $35.00 each.

Send order and remittance to: ·

ENGINEERING SERVICES DEPARTMENT
450 CIVIC CENTER PLAZA BUS: (510) 307-8091
P.O. BOX 4046 FAX: (510) 307-8116
RICHMOND, CA 94804-1630 www.ci.richmond.ca.us
\
PLANS
;
.. i
748
749
I
' .

I· SEQUENCE SUBJECT HO.
'
I 45 SEWER
'
·a··; ..
46 SANITARY SEWER
47 SANITARY SEWER
:I-!: 4~ SANITARY SEWER
.. I. 49 SANITARY SEWER
50 SANITARY SEWER
51 SANITARY SEWER
52 SANITARY SEWER
53 SANITARY SEWER
54 SANITARY SEWER
55 SANrTARY SEWER
56 SANITARY SEWER
57 SANITARY SEWER
58 SANITARY SEWER
59 SANITARY SEWER
60 SANITARY SEWER
61 SANITARY SEWER
62 SANITARY SEWER
o3 ·SANITARY SEWER
64 SANITARY SEWER
65 SANITARY SEWER
PlAN lJ1lE

STANDARD SEWER

SAMPUNG STATION
STANDARD COVER MANHOlE
lYPE ·ll lRUNK MANHOl£
STANDARD DROP. MANHOLE
~ MANHOLE BASE
FOR O£AD END t.IANHOLES
IN CUL-oE- SAC
PRIVAn: CONTROL M.WiOl£
MANHOlE l=RAME + COVER

BOLT- DOWN MANHOLE COVER
. . PRNAn: MANHOlE FRAU£ & COVER
PRIVAn: CONTROl loWIHOl£
FRANE & C<M:R
3ft' OIAUETER MANHOLE
FRAME lc COVER
RISER

RISER FRANE & COVER
fOR 6'. f!' AND· 1 (/' W.. PIPE
9UI.DING SEW£R Dfl'AII.S .

BUILDING SEWER· DETAILS
BUJtniNG . SEWER i\IR TEST DETAil
BUil.DIN:G S£WER a£ANour TO GRAD£
SANIIAR\' SEWER WAlER MAIN

CROSSING
SEWER PIPE INSTAU.ATIOH COVER.

SlOPE. SPEQAL BEDDING AND
ENCASEMENT REQUIREJ.tENJS
CIIY Of RICHMOND SfANPARP PRAWINGS
PlAN NUW9£R
10-M-108"4
10-M-1942
10-M-1943
10-M-1944
10-M-1945
10-M-1946
1o-M-1947
10-M-1948
10-M-1~9
10-M-1950
10-M-1951
10-M-1952
10-M-1953
10-M-1954A
. :
10-M-19548
10-M-1955
1G-M-1956
10-A,\--, 1957
10-M-1958
10-M-1959A
10-M-10598
•;
SEQU£HCE
HO.
66 67
68 69
PlHI lTJ1.E
SANITARY SEWER 1WO COMPARTUOO GREASE 10-M-1960

INTERCEPTOR
SANITARY SEWER lHREE COMPARTMEHJ GREASE 10-M-.1961 ~=
li'IIERCEPTOR "=.:

SANITARY SEWER 1WO COMPARNENT SUUP 10-AA-1962
SANITARY SEWER REPAIR COUPUNG fOR VIIRIFIED 10-M-1963
ClAY PIPE It:!' OIA. AND lARGER
750
I··
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1'1 .. i . z ..
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J . : 1 ...
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TOP Of BANK
2D
4D
SECTION AA ·N.T.S.

D "' DifFERENCE IN ELEV. GIVEN IN PLANS.
\1 = 'JIDTH OF CHANNEL GIVEN IN PLANS.
d = INSIDE DIAMETER OF PIPE GIVEN IN PLANS
FILLETS = 45 DEGREES
~.
,t-.. =-I' -t--:--------,-~...,~--A-------1
f" .L. GIVEN ON PLANS
A

SECTION ACROSS DITCH
N.T.S.

EQUALS D
------..,.--------
/
/
/
/
/
/
/
/
/
®
FOR CULVERT SPILL \JAY

INTO DITCH ABOVE GRADE
C1f7 01 RICIIIIOND

DEPARTMENT OF PUBUC WORKS

DIVISION OF ENCINEVUNC

STANDARD DETAIL

CONCRETE APRON
( 751
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TYPE N HARKER <RED>
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CUT VASHERS.. COUNTERSINK flJLL
DE.PTH f"OR 6\JARD RAILS ONLY.
6'-0'HAX

ELEVATION
SCALE• 1/2' = 1'-0'
PLAN- scALE• i/2' = 1'-0'
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Al TERNATEa METAL GUARD RAIL. SHALL CONFORM TO SECTION 83, STANDARD SPECIFICATIONS. EITHER 83-1.02A 'METAL
PLATE GUARD RAIL' OR 83-l.Ocn 'METAL BEAM GUARD
RAILING', PROVIDED IT SHALL BE INSi ALLED AT
RECOMMENDED POST SPACINGS.

RUER£HC£So 5-AI\-1148 ~tot Guard ROll.

SEE D'WG. 5-=-AA-1148.

RLVlSlDNS
POSTS 8'x8'x5'-4' S-4S
RED'!JOOD OR PR~SSURE
TREATED DOUGLAS fiR
c, . · <EXCEPT SIGN POST SHALL
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SECTION
SCALE• 1/2' = 1•-o•

GUARD RAIL OR BARRICADE TO

CONFORM TO THE APPLICABLE
PROVISIONS OF SEC. 83 OF

THE STANDARD SPECIFICATIONS
OF THE STATE OF CALIFORNIA.

CITY OF RICBJIOND

DEPARTMENT OF PUBLIC WORKS

DIVISION OF ENCINEERINC

LAMINATED
TIMBER ·GUARD RAIL
AND .BARRICADE
03-GS-92 -
S-AA-1113
-- 752
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~ ________________________ IM O~F K __________________________ I7 " ________________________________________________________________ ~ A~--.
( " ...... ,.,--......
.--1''----+--1':"--1
WfAI<£NED PlANE JOI
(See Detail 2) I .... ,,~ -- I 6' I
r
! F'OR POSmON AND I t -= =::>
CURB lr elmER z ~~ : trt~E%1'~ ! cum ~ J
1~~,~~~JI--------------,,------.....:;;:--------------------l~-4=-=RAOIUS===i=j ======i=! ==~==d~~~------~----------------------------I~ ~-'7 ===?:
o
..,
Z' xJ/tI' flAT
EACH SlO£
=====::> CRETE CURB 1 J=========={ t L---.-~--_---~-----+-c-=-=-=-==.-J=lf>=-==:::II 1-----LL~-----7_.-JJ-----t .- J ~---------i6i··-------~-~ - L. ---1-)- - L ~u.!.. - -1+ - -.J T ° I 'L' ° 'L' I 10- EN<£NED f'VoNE JOI/IIT FOR IoCONOUlHIC POUR, PlACE
2-J/lf'x2~ DOWElS IN SlDEWAU<
SlAB £A!;H SIDE OF CAmi BASIN
lr EXTENO W£AKENED PlANE JOIIflS
TO BACK EDGE Of' SlOEWAlX.
31t1' CHECKERED PlATE
STEEl.. COVER

SECTION A-A
SCALE: J/.f' - l'
c:-====
c=_====
DOWEl,;
(See Deton 3)
2 '4xlf' ANCHORS EACH SIDE.
==~=== 1 r 1 r ='==r-= (See Detail 2)
-I--TI--------.T-'-,F - r - -1-1- - ,- - - '- -1-1- - -, T I I I 2' I J :

I I I I I I
I I r I,:
: I I :
: I I I I : I ' I __ J __ ::> II 1' 1 ___ L __ --,-- ---r-- L ___ -II I.I----..J == ==::a II II c: ~
--1.------------441'-'
A~~ ------------.J,....~Ei' J ~ (See ~n 3)
P LAN SCAL£: J/4- = l'
f
ID
i
,.,
I
DETAIL 1

LOCATION OF CURB
& GUTTER DOWELS
'"'I -----tlff''-----tl
b dJ
DETAIL 2
RS INLET ANGLE (SEE SID OWG. 6-M-1079) WEAKENED PLANE JOINT DETAIL 3
DOWEL
unloss shawn otherwise on Cenend Pion
SIZE at lOCATION Of' PIPE
AS SHOWN OM CEIfERAl PlAN
NOTES:

1. POsmON OF PIPE lEAVING CATCH BASIN TO BE INDICATED IN PLANS. CATCH BASIN flOOR TO SlOPE TO END OF PIPE.

2. • WHERE TWO PIPES ENTER CATCH BASIN. THE flOOR OF' THE CATCH BASIN SHAlL HAVE A CHANNEL CONNECTING THE PIPES. °

3. RElNf. ' STEa.. fOR C.B'S WALlS SHALL BE 1/2- 012" C.C. BOlH WAYS.

4. All EXPOSED STEEL PARTS TO BE GAlVANIZED AfTER FABRICATION IN ACCORDANCE WITH , AS.T.M. DESIGNATION A-12J. AS AMENDED.

5. CONCRETE SHALl. 8E ClASS A6. PRECAST CATCH BASIN MAY BE USED IN UEU OF CAST-IN-PlACE UNIT UPON APPROVAL OF CfTY ENGINEER.. '

7. MAX DEPTH Of BOX SHALl BE S·-E1' (TOP OF COVER TO flOW UNE) • REFERENCESt CI'/T 0' RlCBJIOND
STANOAAD cONe. CURS, CUTTER lr SIDEWAlK 5-M-10S9
STANDARD CONe. DRIYtWAV' de SCORE UNES 5-M-1067

DEPARTMENT OF PUBLIC' WORKS
STANDARD ClEANOVT FRAME de COVER 6-M-1OS1
STANOARO CURB 1Nl£T ANGL£ 6-M-1079
~ O£PTH '" RElNf STEB.

ADO NOTE 7.

REVISED ' COVER FRANE
ADO HOlE 6.

SlDEWAU< oowas fOR IoCOHOUTlflC POUR

REVISIONS, -

DIVISION OF ENCINEERINC

STANDARD DETAILS

CATCH BASIN
TYPE I
GMO
KMH
tAll
07-15-92

3 753
..
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I ,
CURB It
GUTTER
DOWElS
(SEE S(C. 8-8)
W£AICEHED PlAHE JOIHI
(sa DETAIL 1)
A
,,.
( ==~ I I ,FOil_&,
dXitDt OF Pl'((lt fi&-COGAI."'Nt
I I
I I
I I
I I
BREAK IN SLOPE I I --~----------~--+- 1 I
I I
I I
.-..-sl I
I I
PLAN
1/t' - 1'-rJ'

SECTION A-A
1/'L' - 1'-rJ"
8 6'
W£AI<ElED PlAHE JOINT
(SEE OEl'Nl 1)
- - - - ..!!!,EAK_IN ~::3..... - - -
DOW£1. (stE OEI'AIL 2)
SECTION 8-B
1/t' .. 1'-e"
REf"ERENCES•
SfAHOARO QEANOUT f1WIE a: COliER
STAHOARO Cl.IRS INL£1' NfClE
'M'E m StREET INPROVOIEHJ X-sECIIOH
~ ... ,,.. _ _,_ .. _ I-- I t•~ --s .... ~ ---·- IIUIIIIPIDI R£VJS1DNS
DETAIL 1

WEAKENED PLANE JOINT
it~ d
DETAIL 2
DOWEL
vr
QwftR
~ ..
:..
'
t{j1 ...

FRONT REAR
DETAIL 3
SECTION o-o

INLET MARKER

STEEL UST
(DOES NOT INClUD£ REJNF'ORCDt£Nr FOR
C. B.'S OVER 6' IN DEPTH..)
4 - J'-ff' x 1/T o
3 - 4'-UJ" x 1/t' 0
1 - STANDARD CURB INl£T ANGl£
2 - DOWElS - C.B.. S1RUC1URE
6 - 2~ )! 3/ff o CURS a: cunm DQWELS
1 - 2" x 2' STANDARD a..fANOUT FRAME a: CCMR
1 - STANDARD INlET MARKER. COMPLETE
NOTES:
2 vr
j
1 2 vr

1. POSIJJON Of PIPE l.EA'IIING CA'Iat BASIN TO BE INDICATED IN PI.AHS.

CATCH BASIN ROOR TO SUlPE TO END OF PIPE.

2. WHERE 1WO PIPES £Nl'£R CATCH BASIN. lHE FlOOR Of 1HE CAlCH BASIN SHALL HAY£ A aWl&. C0HNEC11NG 1HE PIPES.

J. REINF. STEEL FOR OOCH BASINS OVER V DEEP SIW.I. BE 1/'L'O 0 1 'L' C.C. B01H WAYS. • 4. · AU. EXPOSED stm.. PARTS 10 BE CW..VN'GZED ll'rER FABRICA'IJON IN ACCOROAHCE WIIH A.S.T.M. OESICNA110H A-12.3. AS N.CEN,DED.

5. COHCREIE SHALL BE aASS A.
6-M-1051
6-M-1079
S-M-1085 -
10181
lilA*
aax

CITT OP RJCIDIDND

DEPARTMENT OF PUBLIC WORKS
DIF1310N 0, 8Nf:lliURlJIC

STANDARD DETAILS
CATCH BASIN . lYPE I
FOR TYPE Ill STREETS
111ft
~93
G.H.D. 5-AA-1061 -~- KMH
r 754
1 ..
·~·: 1. ::

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··l·r
1 . 1
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1:

J.;
·1:(
I·;

1.:

I: !~
1:;
-~J · 1:/
I:J
1:.
1::
~
Sl ZE 3" PIPE -3"PIPES 3 SQUARE
0' AREA PARKING LOT 2000 4000 4000
DRAINED RESIDENTIAL 5000 10000 6200
1'-rf 2'-4-
,.-
3• PIPE 2-3" PIPES
SUGGESTED ENTRANCE CONST. FOR AREA DRAINAGE
VARIABLE - 2" MIN. FROM
EDGE Of SIDEWALK ----+--""
3"x4"· .. II .. x.. X X 3 X 12
5000 6500 8000 10000 16200 20000
10000 10300 16000 20000 32600 40000
1'-T r·-··--- "S' x'S' - I' -9"
"S'xo - 1'-10" .I SxT- 1'-11.
"S'xlO" - 2'-'l'
"S'·x12" - 2'-4 •
CURS HEIGHTS PERUJTTlNG LARGER PIPES OR DUClS
W.Y BE USED. TRANSIT£ OUCTS If AVAilABLE MAY
3" SQUARE RECTANGUlAR BE USED. CJJY INSPECTORS APPROVAL REQ'D.

NOTE: FOR STEEP HilLY RESIDENTW.. AREAS DMDE RESIDENTlAI... AREA BY 2 AND USE lHIS AREA AS PARKING LOT AREA TO PICK SIZE Of" PIPE OR DUCT. .

VARIES - SEE GENERAL PlANS
TYPICAL "LIMITS OF. UNDERORAIN

BACK EDGE OF SIDEWALK
4" CONC. BOTIOM

DETAIL A

TYPICAL SIDEWALK DRAIN

LONGITUDINAL SECTION TOP OF CURB
StJ OR 2-3"11 NON-METAWC
PIPES, 3"0, 2-S0, USED STEEL PIPE;
So, 3"x4•, S'x'S', 3"xrf'. 3"x/ - 13 GA.

STEEL 1UBES; •S'X1o", ff3"xt2"
18 CA. SHEET UETAL ·DUCTS

WEAKENED PLANE JOINT
#2 REINF. BAR-1 1/'l' 4. WIDTH
FROM fACE OF CURB OR DJA.

N.T.S.
2 LAYERS Of oxb' /#10xf10 MESH,
OFFSET 3" EA. WAY SO WIRES IN EA.

DIRECTION WILl BE "S' C.C.

4. T MIN. CONCRETE THICKNESS

WEAKENED PLANE
JOINT .
<I•
SECTION THRU SIDEWALK pRAIN N.T.~.

NOT£:

REINf. MESH
TO BE J/~ FROU
TOP Of ORNN ~
NO UNDERDRAIN REQUIRED fOR
PAVED AREAS UND£R 601 SO. n.

RUERENCESt
1/'2" RADII-flNJSif OPENING
WlJH EDGING TOOL·
f2 REINf. BAR AT END.

TOP & SIDE CONJINUOUS
GUTTER Fl.OW UNE
SET All. PIPES AND DUCTS · 1/'2" FROM fACE OF CURB.
• CONSTRUCTION NOTE:

DETAIL A
USE 2-2x4's CUT INTO

LONGRUOINAL WEDGES TO
MAINTAIN SHAPE Of 18 GA.

DUCTS DURING CONSTRUCO()N ·
N.T.S. USE WEDGES IN PAIRS. ®
cnT OF RICIIJION1J

DEPARTMENT OF PUBUC WORKS

STANDARD

SIDEWALK UNDERDRAIN
ADDED-AIIIl'l. NOtES Of" N'PI.JCA1IOH OF" CONST. 04-~9J ADDED (NJL A.C. PIP£ .. SAW ~ fiOWJS. 755
I.
·I·
1:·
J· . , .
.,
.1:·
:.1· .. .
,.
'· 1:
_, .
1:
1:
1:
1:
1:
1:
1:

I.
~ : PAD LIMIT Of IIDRJ< - VARIES
JOINT rJLLER
NOTE: JOINT TO BE PLACED AT
1/3 POINTS OR 15' MAX. SPACING.
-4 BARS
16 BAR~ 13 L - 15' MAX. I /3 L - IS' MAX. I 1/3 L - 15' HAX. · J r.:_ l/2' CL- . END I. LAP s 20"
t
33' T .
m 14 BARS e 24' ~-C I .... :1£
(t: -tt-
~
r ' 1 u 1- 1-
0 z z :a I .... ....
dl u 0 0 ..._ . ""') ., 0 - ...,. w w ... ~ 1u1 ... z z ....

I I I
<t <t ::£ ' I!J J J .... ... , "' Q_ Q_
J (U (t: - ~ ~ :1£ :1£
~ /I 1-) ...,. w w ~ :a ::J". * .., '
LcoNST. JOINT ~EAK. PLANE JOINT VHEN S.V. MONOLITHIC~
...........
w "' ~XlST NG -
>
~ SIDE All<~
........

A

P L A N
SCALE• 1' = s•-o•

VARIES VARIES
VARIES 1 o ·-o· 6' VAR. VAR.

REINf. CDNC.
~ ~· .•: : _. : .. : ·. ·:: _, .. --~ ..

EXIST. SIDE\IALK
1ST. STREET SEC.

R.C. PAD LIMIT or VORK

SECTION A-A
SCALE• t• = 3'-0'

SCHEDULE OF PAD DIMENSIONS
LENGTH J tl te OF' PAD
40' & ao· I 3/4'
~ 7' 10 1/2'
2'
I 3/4'
30' 'to
2'
s· ~ 1/2'
tb = Inches of Aggregate Bnse
for Expnnslon Pressures of
140 psf 1St psf t6e psf 173 psf 185 psf 196 psf
4' 5' 6' 7' a· 9'
135 psf 146 psf 157 psf 168 psf 180 psf 1~1 psf
4' .5' 6' 7' a· 9'
NOTES•

1. tb TO BE DETERMINED
BY THE ENGINEER.

2. EXPANSION PRESSURE

TO BE MEASURED UNDER
NORMAL fiELD CONDITIONS; I.e., 300 psi EXUDATION PRESSURE. 16 BAR
.
m ,T l~ ~6 BARS - I u
I I u
. ...,.
-
Gl
"' oc
~
...,.

I L #
6' CLEA~
.

VAR.

REFERENCES•
~
lt>-~4 BARS BOTH VAYS
~ 1-e 112' CLR •
WEAKENED · PLANE JOINT
H.T.S.

J I EXIST CURB{ & GUTTER
' '-cDNST. J INT

DETAIL - A
NOTES•
SCAL[o t• = 1 •-o•

1. THICKEN All ENDS AND OUTSIDE EDGES AND REINfORCE VITH A 16 BAR AS SHOUN IN DETAIL 'A'.

2. SEE 'PLACEMENT DETAILS' DRAVING fOR .LENGTH AND OTHER DETAILS FOR EACH PAD TO BE ·CDNS·TRUCTED.

3. SEE JOB SPECIFICATIONS FOR DESCRIPTION Or MATERIALS.

4. UHERE CURB~ SIDEVALK ARE MONOLITHIC~ SAV CUT SIDEUAL~ 6' BACK FROM fACE Of CURB. ~
CITT or 1UCJDI(JltD

DEPARTMENT OF PUBLIC WORKS
DIVISION or DICINKEBJNC

STANDARD DETAILS
t-:_.:+..~_t;.a:-:-::i-::R£V= S£:AD =NO=rE""7:ND::- . -:- 4 -----=-l.rlK --I RE I NF OR C ED CONCRETE PAD 3 +-J2-i8 REVISED TITLE L.K
2 6-6-61 EliHIHATE PAVING ND10f
- 756
1:

I'
I~
J•
. ,.

I_
.I:

I'
.I_
1:
1:
1:
1:
1~-
~ I
I
I
1-
1o CURB
. rt' UNLESS

OTHERWISE

SPECIFIED
(BOllf ENDS)
6'-Cf
DOWEL
CONST •. JOINT
(OPTIONAL)
. f
WHEN V = 4' OR LESS, f = f)
V = BETWEEN 4' & 8', f = ff'
V = MORE THAN 8', f = 10"
8' -Cf
o + 3'-oLOCATION & SIZE
OF AUXIUARY PIP£(S)

WHEN SHOWN ON GENERAL
PLAN.
6'-Cf
OWEL
'B' BARS
ANCHOR

I I I I
I I 8 I ..J.-....
l I ...-c:-------;_ !_ ::J ~OCATION & PLAN
-t-_--.- ---=-..=-- .- AS PER GENERAL
PLAN
Umit of Work - 20'-Cf.' + 2f
P LAN
SCALE: 1/~ - 1·-o·
EE OWG. 6-M-1 079
, . :. :.. . .. ··.

OPENING

SECTION 'A-A'
SCALE: 1 /2• = 1 '-Cf
. ... -· ... •·· ... ..
'
. .
. ·.
.
..
. -. .. >
CONSt JOINT
{OPTI NAL}
A
B = f) WHEN OUTLET DIA. IS 24" OR SMALLER.

B = a· WHEN OUTLET DIA. IS lARGER THAN 24"
1• GALVANIZED STEEL
BAR (SEE NOTE 3)
r-r-=---,..__)E~-!~~ffi==-=~=f~~C--- CONST. JOINT
DOWEL
W£tD 1•x1·X1/4•L
TO t' x3/ff F.B.
-1 1/~ WEEP . {bf] HOLES 0 1~ · · c . c . . (J . MIN.) .•.

DOWEL
N.T.S.

MADE FROW 3/~ DEFORUED BAR

TO BE USED WHEN TOP IS POURED
SEPARAT£, ONE AT EACH CORNER.

CONS1RUCJIOH JOINT
(OP_TIOHAl)
SECTION '8-8' ---- SUBGRAOE. OPllONAl
WITH CONTRACTOR SCALE: 1/2- = 1'-Cf

STEEL LIST
•A• BARS, 8 - 4'x1/t' I:J
'8' BARS. 3 - 8'-9"x1/2" liJ
2 - 0+3'-0"xl/2" f!J
4 - D+1'-6'"x1/2" J?J
4 - DOWELS
2 - ANCHORS
1 STANDARD INLET ANGLE
1 - 2'x2' CtfANOUT fRAME
& COVER
STEEL fOR AUXILIARY PIPE(S)
NOTES:

1. ALL RElNfORCING TO BE 1 /Z' 1iJ' BARS.

2. fLOOR Of CATCH BASIN SHALL BE
· SLOPED TO PIPE_

3. 1• · GALVANIZED ST£El BAR TO BE USED
ACROSS OPENING fOR . PROTECTION
WHEN CURB FACE IS 15" OR MORE.

BAR SHAll. BE EMBEDDED s· AT
EACH END.

4. ALL EXPOSED STEEL TO BE GALVANI.ZED
AfTER fABRICAOON IN ACCORDANCE
WITH ASTM . OESJGNAllON A-123.

AS AMENDED.

5. CONCREtE SHAll BE CLASS •A•.
•4 - 0+1'-6") . •2 _ 0+3'-0"} fOR SINGLE PIPE OR PIPE ARCH. •fOR MULllPlE PIPES
NO. Of VERTICAL 1/2"0 BARS = 4 x NO. Of PIPES- -2
LENGTH Of HORIZ. 1/2"0 .BARS = SD/2 + Y-Cf (BEND~ ENOS IF NECESSARY) REFERENCES•
sm. DETAILS, CONC. CURS, GUf1£R, SIDf.WAU< 5-AA-1059
sm. CDNC. DRIVEWAY AND SCORING liN£S 5-M-1067
STO. CLEANOUT FRAME AND COliER 6-M-1051
arr ,, IUt:IDIOND

DEPARTMENT OF PUBLIC WORKS
DWtsiDII , ENf:IN8ZJUNC

STANDARD DETAILS

CATCH BASIN
REVISED CL.£ANOUT FRAME at COVER TYPE ·3
ADO WEEP HOlES-SECT. B-B
757
l .l . ., 1' I·;
' .
. 1:1:

I·!
..
.
1'1 ! ..
--,!
··, .• : '
i
--:1 --:1
.. I:L
1~ 1
.-1:1 l :l
( ,
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,
l
;_J ·,
•
•. 1 ..
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j:
.
1·1 \
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..

L
3" RADIUS
1-•4 EA. SlOE
PIPE OIA. H'·o"
ro-o·
--------~8~·-o~··~OPEM~NG~----------------------~
-STANDARD FRAME a GRATE
(GRATE OMtnED FOR
Cl.ARITY SEE NOTE 2 )
3-1·!{2" DIA.WEEP HOLES
AT 6 CTRS.
( BQ>C STEfL ... ':-RlR CLMrrY
(SEE SECTIONS)
~ ~~ ~ z'-o"
PLAN
3/4" •1'-o"
'_lli:..l------- SHAPE 80T10M TO
FLOW UNE c:F PIPE
SECTION A l/4" • 1'- o"
( '
'"D~CTION OF
WATER AJ:NI
.NOTES:
ems ANGL.E
(SEE' NOTE I)
. I
SHAPE 80TroM 10 /
R.OW LINE OF PIPE

1. • CURB INLET ANGL£." SEE DWG. NO. 6- M-1 079.

2. "STAN~O GRATE & fJW£ SEE DWG. NO. 5-M- 1061.
.J. NO CONCRETE TO BE .PlACED PRIOR TO FORM & STEEL
INSPECTION BY an' ENGINEER.

4. CONCRETE SHAlL BE ClASS. A.

5. AU. RfJHfORCElffHT SJW..L BE #4 D£FORtdED BARS
CONfORMING TO~ A-15 OR .A--408.

6. t.tAX.. WAll. 1l-ltCKN£SS SHAll 8£ 1 cf If' POURED
AGAINST NAlURAL GROUND.

7. All EXP0S£D Sf~ TO BE GALVANIZED IN ACCORDANCE
WITH ASTM A-123..
®
Cl1T liT /UICIIJIOND

DEPARTMENT OF PUBLIC WORKS
Dll'lS/ON OT DICINEEIWIC

STANDARD
CATCH BASIN lYPE 3G
X
0 Ill
0 x .
•
:I:
758
1:
·J' ;'·'
l
·. l
. . l
.,-• : ;·!
..
~-- ;t
.. ;
I> •'
l r-1 ~ .~
t
1:,
~J
CURB .t GUTTER
oowns
(SEE SEC.. B-B)·
WfAI<EHED PlANE JOIIorl
(SEE DETAil t)
A
17'
--
~-" I I
IFORPOSIJDfa:l
tW- OF PP£(~ paCD~EM.. ~
I I
I I
I I
I I
--~B~~PE ______ ~--~-
1 I
I I
I I
4" IWliUS I I
I I "'l
'(., .. ~: . .
'ID JL~---:)~\, _j
-'--++- I ~ 1--r ~ -:.:tt:- r I ti
6'
WEN<£H£0 PLANE JOIIorl
(SEE DETAIL I)
B
:::::=+t====#=
. r II . T . II rr. ~ ~
PLAN
1/t" = 1'-0"
3/11' CHECK£RED PlAT!
STm COVER
CONSTRUCllOH .IOIIorT _.-f"1rfft-...:::...::::..::~:::_~~ (OPTIONAL) • oowa
(Sff DETAIL 2)

CONSTRUCOON JOINT
(OPDONAL)
~ ~,. .
..

SECTION A-A
1/t' .. 1'-0"
: II N ~~ II :
l II l
L __ u u __ J
II II
4'
5'
A
CURB IHLD ANGt£
'(SE'E SJ'D. DWG. 6-M-1079)
1'"--t
DOW£1 (SEE DEJAIL 2)
SECTION 8-8
1/£ = 1'-0"
STAHONID QDHOUT fRAME .t COVER
STAHQARD CURB INI.D NICI..£
'hP£ II STREET IWPRO\IEIIfHT X-SECJIO!f
~ t-17-
_.._.._ .. _ I >1-&J --5 ' &-'1'-01 _.,_,_ .. IIIIJ'[ 1U£1111'1DI

REVISIONS
DETAIL 1

WEAKENED PLANE JOINT
~ t•of t1
DETAIL 2
· DOWEL
SECTION a-a

STEEL UST
;.

FRONT REAR
DETAIL 3

INLET MARKER
(DOES NOT INClUDE REINFORCEMENT FOR
c.a•s OVER 6" IN DEPllt.}
4 - J'-ft' X 1/t' 0
3 - 4'-111' X 1/t' 0
1 - STANDARD CURB INlET ANGLE
2 - DOWELS - CA STRUC1URE
6 - 2/(' X 3/1!' 0 CURB & GUTTER DQWELS
1 - 2' x 2' STANDARD ClfANOUT FRAME & COliER
1 - STANOARQ INl£T LtARI<ER. COMPLETE
NOTES:
2 t;r
j
l
2 1/t'

1. POSmoH OF PIPE lfAVINC CATCH BASIN TO BE INDICATED IN PI.AHS.

CATCH BASIN flOOR TO SLOPE TO END Of PIPE.

2. WHERE TWO PIPES ENJm CATCH BASIN, THE FtOOR OF THE CIITCH 9AS1N SHALL HAVE A CHANHEL. CONNEC11NG THE PI>ES.

3. REJNF. STEEl FOR CATCH BASINS OVER tr D£EP SJWl. BE 1/t'O 0 1 t' C.C. BOIH WAYS. · 4. · AU. EXPOSED Sl£El PARTS TO BE G.tl.VANIZEO AflER FABRICA110N IN . ACCORONICE WJlH A.S.T.M.. DESIGNA110N A-123, /IS AMENDED.

5. CONCRETE SHALL BE ClASS A.
6- M-1051
6-M-1a79
5-M-1085
..,. .. ~
IIMW
oax
. ClTT OF R/CIDIOND
DEPA_RTMENT OF PUBLIC WORKS

DIVISION OF ENCINEERINC

STANDARD DETAILS
CATCH BASIN .lYPE 1
FOR TYPE Ill STREETS
G.H.D.

KMH
•• 04-2D-93
.-wc..-
5-AA-1061
r 759
"1·1 - .. l
1-i· .. · . . ;
. If_
I • \
:1 :( ~ ~ :.
:: 1-• :('·': !
I • '
.• 1. .,,l
,. _

DETAIL A
® ®
*NELSON" STUD OR" ANCHOR
OPTlONAL IN PLACE Df" ITEM 4. INSTALL 2 EACH SIDE, 8 TOTAL.

UD •• X DR •• EQUAL ~,LroN L!~ STL .

I
6' .
•pETAIL B
DRILL L TAP fOR 3/S'-16 N.C . THD 2 PLACES
3/B'
I
I
I
I
I -..,.
' C') ' ..,.
ru ru I (\J
I
I
I _j,..._
..... __J
<< 1-Z
wo
~-1- WQ.
wo
cnv
NOTES•
1 . TOLERANCES •
A> All VELDHENT I ! 1/16'.

B> All TAPPED HOLES± 1/64'.

2. GALVANIZE FRAME 7 COVER
ArtER F"ABRJCATlON IN ACCORDANCE VllH ASTH A-123 .

GD 3/8' CHECKERED Sll PL.
-..,.
' C')
..,.
(\J
1-----12 3/B''----l

GRIND TOP FLUSH
TYP 4 PL'S
~-------------~4 3/4''----------------~
~------~--------24''---------------~
3/8' CLEARANCE ALL AROUND
2' HINI~Hr------1ic~~:;~~~~~~~~~~~~~.w ·CLEARANCE
FRAME
SCALE• 2' = 1'-0'
ITEM
1 2
3 4
s
6 •7

MATERIAL

DESCRIPTION
liAR 2' x·J/8' x24'
BA~ 2' X 3/8' X 24 3/4'
ANGLE l' X 1' X 1/4' X 24'
ROD 1/2' B ~ 14'
3/8' CI-ECKER[]) STL Pl 23 3/4'x23 3/4'
F"LT HD SCRV 3/8-1~ NC x ~/4'
_ROD l/2'B x 8 OR 1/2'x4' NElsON STUD
23 3/4'
7/16' DRILL THRU
& C'SNK FOR ITEM
@ 3/8'-16NC nr
HD SCR\1.

MAT'l
HR Slt
.
.
.
.

BRASS
STL
1/2'
. ..,.
'
C')
C')
(\J
tii.REQ
2 2
4 -4
1 2
9 COVER
SCALE• 2' = 1 '-0'
Clf'T or lUCIDIOND
DEPARTJ{ENT O.F PUBUC WORKS. ·
DIF/SION or ZNCINEEBINC

STANDARD CLEANOUT

FRAME -& COVER
06-22-92 -·
·:
r. 760
I . .
-- : ' .
:."ll; • ' I
~11~ .. ;
:·I·P
• t ., :
,:1 :
:,l.i . . I
. ~ ];.: .. ·
-~l
~,-r ;-. )
. ,.! ~ - :-,,,I
L . , 1
,.,_: . >.:I s . ,. v : i~
.. , : .
1 -
,.:

I>
,.~
- j ,,; ' I
. ;i '·
. I ''! •'
,.:.
'::.
j _'-coNCRETE . r CURB,-
1 / J
' /
~-l ___ J ___ J~ ___ L ___ ~ __ J_J -;-,--,--~--r- r-rt .... : · ~ ,4xr< o B"r.c._ T---..1 : ~ 1 I I 1/4., PLATE'l I I I
1•0 BAR_/
"'--,., ... ~: 1 .I
A<
PlAN
SCALE: f -1'-o"
,.,. 2'-1/2• DRILL & TAP FOR 3/8" BRASS SCREWS,
2 1/2'"0 x 1/ 4• STEEL TUBE
REMOVABLE STRUT""'
/
~~~ 3/16V
8-8
SCAL£: ,-=0'-6"
(COVER NOT SHOWN)
NOTE:

COVERS MADE FROM 3/8.

CHECKERED STEEL PU.TE2 REQUIRED. SEE DRWG.
6-AA-1051 .
3-,/-16'T"7"' V--o'"\ 2'-o" r3/8" v16 N.C. THREAD
"\ _.....-lWO 3/8" COUNTER SUNK BRAS;lscREW~ / f 4x14• 0 8" c.c .. (ONE SIDE) . \. . • , _.-CURB INLET ANGt.E.
·- : .'A.\ / ~ t 4 ·· · ·y . · ~ .· 4 -. ~ SEE DWG. 6-M-1079 .

STANDARD

CLEANOUT COVER
_, • l/8VCONT.:( 1•d"xl/4"LJ _7 . . . . . > . "~ "
·""-. ~ . (4 SIDES) 3/16V2".:..6" ./ ~ . 4 · 'l: '/' .
.· ~- ~ .· ! : . ~ ~ 1/4.x4 1/2". STEEL PLATE (4 SIDES) f4x4'-1o"_/ . . ~ #4x~ 0 8" c.c. (3 SIDES)
' A
. Y4
NOTE: SEE DRWG. NO. 6~M-1 032 FOR STD. DETAILS
OF lYPE 1 CATCH BASIN.

SECTION A-A
SCALE: 1"=o·-6'"
(COVER NOT .SHOWN)
NOTE: USE THIS FRAME & COVER WHEN INLET OR JUNCOON BOX IS tESS THAN 4' -rf' IN DEPTH.
. ., 41~ ..
. ·4
:.,
-'lr .
.HQIE; AU STEEl. PARTS TO BE GALVANIZED

AFTER FABRICATION IN ACCORDANCE
WITH ASnl DESIGNA110N A-123.

AS AMENDED.
®
CITY or JliCIDIOND

DEPARTMENT OF PUBLIC WORKS
DIVISION or ENr:IN8/UUNt

STANDARD

DOUBLE CLEANOUT

FRAME AND COVER
761
I ·;
~· .,
' I '
'l ·t I I
.1:{·:· . . '' ..
liP .,
[
':f.
'' . . '
1·1
:. I l • •
1·L
' J
l'r.I - ,J
'~{:

It ' ..
~:
1:1
I·
i1
I I
I I
lol
1~1
I~ I. ~~I II/) I ,~,
1 I~ I . 131
I I

VARIABLE
(~' TYPICAL)
J I I
I I WJ I J."• ·--.:.:·.··--;·:<·i·.··.··.-·.--:::\ C_''f~ SLOPE27. ~~ r • · · ~- ·· ... :-.:-ry--.,·:::-10...__ ••••• · •• ~ /L PLANT UllC SURF'ACING (2" MINIMUM)•
AGGREGATE BASE (6" MINIMUM)•
J l SLQPf 22! _
0 • '·· .. 1- I ~: .... ·:'· . ·"-~ ..
ffi I I
~ I I
ILII
I I ~ I ;g~co/r~~~1~N L - - - J OWG. #4-AA-1007.
)
I 8' lYPICAl

TYPICAL MONOLITHIC
CURB. GUlTER & SIDEWALK
SCALE: 3/ff' = 1' ...,()"

VARIABLE
•THESE ARE MINIMUM AlLOWABLE. DIMENSIONS. ACTUAL 'tHICKNESS OF SUB-BAS£, BASE, AND SURFACING SHAll BE IN ACCORDANCE WITH 11-IE CALTRANS

HIGHWAY DESIGN MANUAL
NOTE: .

FOR D£TAilS OF CURB, GUTTER &c SJO£WALK
SEE DWC. fS-M-1059.

REFERENc£S•
· DWG. NOS. M-1007 k 5-M-1-59 ORO. NO. 1478
l tO:+« M1x ThiCkness S/W . Width, Note .
r9
I I
I I
I I
Ia I 1~1
1~1
1~1 2" I{/) I
i~l
I !i.l
IQ I
I_JI
I I
I I
VARIABlE
(4'-6" TYPICAl)
I I
I 1' .·:'······ ·.:-·.·:. · :.· :.'·.·: >.· ;;. :·:. ~
I I ~
I I ~
I I ~ I I ~
: ~ CONC. FOUNDATION I
L ___ J OWG. #4-M-1007. I I FOR DETAILS SEE I
VARIABt.E
TYPICAL CURB.

GUTIER & SIDEWALK
SCAlE: J/f!' = 1'-0"
@
cnT OF /UCilJIOND

DEPARTMENT OF PUBLIC WORKS
DIVISJON OT EiiCJNEKRINC

STREET IMPROVEMENT

TYPICAL

CROSS SECTION
(i 762
l
·i
I . • . . . ;
l·t... :
-1\j
- '
. '
., ...
..
,~
1:
1:~ ... ~
1::

I~,. !
1:
..
wi~:========P==================h=================g===:~:,==,===================~'=================~~~ ~·r-----<=---,-----t-, ~-____;:.!.___ __ +,--....li....------f-------1/2 ·-------11 1-~~- / . TREATE~ SHOULDER ~ORTLANO ~~Mm~ CONCRETE . £PLANT HIXED SURfACING <1 V2' MIN.> I~ . 1'-6' 2'-6·. . LAGGREGA_ TE BASE (6' HIH.> f!}t--- -6-:!-----4-- ~1 ~ O..f 67.~ . /""T~R=2-4' N' -2".1. ~ ~o...-f'"~- ·w· "'""" ....... " '''""~ ~~ ~ · · o.~ ~z
L n'!Oo :!'N'l. •·. •. 4• . . - n...o 0 On o 0 • ~~---,-- .. --r-·.:·:t::-··J_:•- / ~ ~ 0 • o-. 1· AG6REGAT< BAS[ (4' HJN.) --.' , , , • • ' ':· •• ,. -~ • • I AGGREGATE BASE (3' MIN.> 1----!-
CLASS B ..,..
· .STREET
r w p
MINOR 50' 22' . 5'
COLLECTOR 60' 24' 9'
TYPICAL . HALF S-ECTION

SYMMETRICAL ABOUT CENTER LINE
SCALE• l/2' = 1'-0'
TVPE ·lii

DIMENSIONS
h s 9 REFERENCES.·
5' - 4' Drdln11nce No. 1478
5' - 4'
@)
CJTT or RICIIJI(JND

DEPARTMENT OF PUBLIC WORKS
DIVISlON or Ellf:INEERINC

CLASS B - TYPE III

STREET IMPROVEMENT

TYPICAL CROSS SECTION
( 763
VARIES
(5' MIN.)

PLANTER STRIP

BACKFILL WITH

CLEAN NATIVE SOIL
VARIES
6"

DETACHED SIDEWALK WITH
TYPE •A• CURB AND GOnER
N.T.S.

VARIES
( 4.5' MIN.) 2'-6"
6"
2'-6"
1"
1'.
18"
3" MIN CL II AB J
SEE NOTE 14 SEE NOTE 10

MONOLITHIC SIDEWALK WITH
TYPE •A• CURB AND GOnER
N.T.S.

CITY OF RICHMOND ENGINEERING SERVICES DEPARTMENT
SfANDARD PLAN
APPROVED BY:
/
ED~~~R SIDEWALK, CURB AND GUTTER
DATE: SEPTEMBER 2010 DRAWN: CHECK: SHEET NO.
~----------------~ REVISED: GAR EK 1 OF 5
DRAWING NO.

ST-1A
764
6"1-t , .. 6"
18"

FULL STREET SECTION
6" MIN CL II AB J SEE NOTE 10
TYPE •c• CURB
N.T.S.
18"
1"
6" MIN CL II AB T
SEE NOTE 10
TYPE •o• CURB AND SPILL GUTTER
N.T.S.
~ CROSS SLOPE TO MATCH
\OJ ADJACENT PAVEMENT SLOPE
\

CITY OF RICHMOND ENGINEERING SERVICES DEPARTMENT
STANDARD PlAN
APPROVED BY:

ED~CrrvENGINEER ~~ CURB AND GOnER DETAILS
DATE: SEPTEMBER 2010 DRAWN: CHECK: SHEET NO.
~----~----------~ REVISED: GAR EK 2 OF 5
DRAWING NO.

ST-18
765
(/)
w
0::
""'-Ex.
~ DRIVEWAY"'\.
12'-20' ~ r RETAINING CURB
r-rt---------h (IF NECESSARY)
"""'-DRIVEWAY
CONFORM~
o<
-
\ SID-EWALK ~
---R/W ·'t &'eX~ r-:::E
z
~
--R/W-- -

8.3r 8a~3~ "'--WEAK~ED Ill~ MA ' PLANE JOINT
/ I
WEAKENED_/ 6' MINV ~ 12" BORDER WITH J
PLANE JOINT · 1/4" GROOVES_/
DEPRESSED CURB APPROX. J/4" O.C.
6" MIN

CL II AB
•

AND GUTTER

D/W CONFORM
10% MAX
---
PLAN
N.T.S.

EXIST. STREET PAVMENT

DEPRESSED C&G
T
S/W (5' MIN)
2% MAX
-- SEE NOTE 5 FOR DOWELS.

REQUIRED IF CURB, GUTTER,

AND ORIVEWA Y ARE NOT

PLACED MONOLITHICALLY

CITY OF RICHMOND ENGINEERING SERVICES DEPARTMENT
STANDARD PlAN
APPROVED BY: L
~~ CITY ENGINEER

CONCRETE DRIVEWAY WITH
SIDEWALK WIDTH LESS THAN 9 FEET
DATE: SEPTEMBER 2010 DRAWN:
~~~-:--~~~~----~ GAR
SHEET NO.
3 a: 5
DRAWNGNO.

ST-1C
766

DETACHED
SIDEWALK cr ~EX. DRIVEWAY~

MONOLITHIC

SIDEWALK

RETAINING CURB
(IF NECESSARY)
R/W. BACK OF WALK
\__DRIVEWAY
CONFORM~ R/W, BACK OF WALK
12'-20'
z
5i ~ ~ z
':.t 5i
WEAKENED • ·m

PLANTER PLANE

WEAKENED

PLANE JOINT

STRIP JOINT
C&G

WEAKEND PLANE JQINT

TO FACE OF CURB
6" PCC
S/W (4' MIN)
2% MAX b
PLAN
N.T.S.

EXIST. STREET PAYMENT

DEPRESSED C&G
RAMP (5' MIN)
10% MAX
- SEE NOTE 5 FOR DOWELS.

REQUIRED IF CURB, GUTTER, AND

DRIVEWAY ARE NOT PLACED

MONOLITHICALLY AC CONFORM
SEE NOTE 10
@,__-=S=E~.::;.,:.J:.;.:.!~=N=---

CITY OF RICHMOND ENGINEERING SERVICES DEPARTMENT
STANDARD PlAN
~OA;_,;;JE~:~......;:SEPTEMB;;..;,;;;;,;,;;;;;;,ER;.;;20;.;,;10;...... __ --I DRAWN:

REVISED: GAR

CONCRETE DRIVEWAY WITH

SIDEWALK WIDTH
GREATER THAN 9 FEET
SHEET NO.
4 OF 5
DRAWING NO.

ST-10
767
NOTES:

1. All CONCRETE SHALL BE MINOR CONCRETE IN CONFORMANCE WITH SECTION 90 OF THE CALTRANS STANDARD SPEOFICATIONS.

2. CURB, GUTTER, SIDEWALK, AND DRIVEWAY CONSTRUCTION SHALL BE IN CONFORMANCE WITH SECTION 73 Of THE CALTRANS STANDARD SPECIFICATIONS.

3. WEAKENED PLANE JOINTS SHALL BE CONSTRUCTED TO A DEPTH Of ONE (1) INCH WITH A SCORING TOOL, WHICH WILL LEAVE THE CORNERS ROUNDED 'MlH ~" RADIUS. WEAKENED PLANE JOINTS SPACING SHALL NOT EXCEED 20 FEET UNLESS OTHERWISE DIRECTED BY THE CITY ENGINEER. SAW CUT SCORES WILL t:iQl BE ACCEPTED.

4. SCORE MARKS SHALL CONFORM TO EXISTING ADJACENT PATTERNS, OR SHALL BE PLACED AS DIRECTED BY THE CITY ENGINEER. SCORE MARKS, EXPANSION JOINTS, AND WEAKENED PLANE JOINTS SHALL BE STRAIGHT AND TRUE.

5. 'M-IERE NEW CONCRETE SHALL, BE PLACED AGAINST EXISTING CONCRETE AND AT CONSTRUCTI&N (COLD) JOINTS IN NEW CONCRETE, THE TWO SHALL BE JOINED WITH DOWELS OF CLEAN AND DEFORMED #3 X 12" EPOXY BARS @ 24" O.C., OR AS DIRECTED BY THE CITY ENGINEER. All HOLES SHALL BE DRILLED INTO THE EXISTING CONCRETE WITH 6" EMBEDMENT. NO NEW CONCRETE SHALL BE PLACED AGAINST DEFECTIVE CONCRETE.

6. All EDGES SHALL BE TOOLED WITH A .)S" RADIUS EDGER.

7. SIDEWALKS AND DRIVEWAYS SHALL RECEIVE A MEDIUM BROOM FINISH AND SHALL BE BROOMED TRANSVERSELY TO THE LINE OF PEDESTRIAN TRAFFIC. CURB & GUTTER AND VALLEY GUTTERS

SHALL RECEIVE A LIGHT BRUSH FINISH WITH BRUSH STROKES PARALLEL TO THE LINE OF THE CURB OR GUTTER.

8. PIGMENTED SEALING COMPOUND SHALL BE USED FOR CURING CONCRETE.

9. All CONCRETE (EXCEPT MEDIAN CURBS AND TRAFFIC ISLANDS) SHALL BE COLORED BY ADDING TWO (2) POUNDS OF BEST QUALITY LAMPBLACK EQUIVALENT TO EACH CUBIC YARD Of CONCRETE.

10. SAW CUT AND REMOVE EXISTING PAVEMENT 18" OR AT THE DIRECTION OF THE ENGINEER FROM THE UP OF GUTTER AND REPLACE WITH A MINIMUM OF 6" OR EXISTING FULL STREET SECTION OF HOT MIX ASPHALT, WHICHEVER IS GREATER.

11. REFER TO THE CITY OF RICHMOND MUNICIPAL CODE 1236.161 REGARDING ALLOWABLE TREATMENTS BETWEEN THE BACK OF CURB AND THE SIDEWALK.

12. EXPANSION JOINTS SHALL BE THE BITUMINOUS FIBER TYPE • .)S" IN THICKNESS, IN ONE PRE-MOLDED PIECE. EXPANSION JOINTS SHALL BE FILLED WITH )f THICK PRE-MOLDED JOINT FILLER CONFORMING TO SECTION 73 OF CALTRANS STANDARD SPECIFICATIONS. EXPANSION JOINTS SHALL BE SPACED A MAXIMUM OF 50' APART AND SHALL BE CAST INTO FRESH CONCRETE. "CUT-IN" EXPANSION JOINTS WILL NOT BE ACCEPTED.

13. CLASS II AGGREGATE BASE SHALL CONFORM TO SECTION 26 Of THE CALTRANS STANDARD SPECIFICATIONS.

14. MINIMUM CLASS II AGGREGATE BASE SHALL BE PLACED WHERE REQUIRED BY SOIL CONDITIONS AS DIRECTED BY CITY ENGINEER.

CITY OF RICHMOND ENGINEERING SERVICES DEPARTMENT

STANDARD PLAN
APPROVED BY:

EDRIC ~~ KWANCrrv ENGINEER
~OA.;.;.JE;..;,;:_......;S~EPT...;EM.;.;.BER-.,;.;201~0 ---.....f DRAWN:

R~~: GAR

NOTES FOR SIDEWALK,

CURB I GUTTER

AND DRIVEWAY
SHEET NO.
5 OF 5
DRAWING NO.

ST-1E
768
1 .•
·'.!
.. . ... l -"
.1·1. l . I
-
.-1: I .
. . 'j '
•· .. .. I .
5/16" x 7 .1/4" BENT PLATE
TO B£ SHAPED AS SHOWN.

GALVANIZE ArTER FABRICATING
(SEE NOTE 1 B~OW).----....
.<J
A • • • LS

TOP OF EXTENDED CURB

ROUND OFF
CORNER TO 1 /E!' R.

I
. . . . . . .. . . . . Ll ..
. . . . . · ..
. . . . . .
- .
. L . . . - -. . . . . . . . ;
. . . • . <1
. <!
' .<1
- Ll -
-. : ·.· ; . .... . . ~;) . . - - . .. -.. . .. . .
. <J . ·
. - . . . .
--
.WAll OF cATCH -BASIN
. <i .

TOP OF CATCH BASIN
t
.- .---- :_ ·>:. ·_ ·.·_. -~ : -~ • - .. • ..... ~- •• "# . , "Jl -~ ~: · . . · ~ .. - .
<r . - : ' : . . . ~. :<1 .

NOTE 1;
GALVANIZE AFTER FABRICATION IN ACCORDANCE WITH ASTM DESIGNATION A-123 • SCAlE: 1" = 2 ..

REFERENCES• CI7T DP IUCHJIDND

DEPARTMENT OF PUBLIC WORKS
DIFI$/ON OY ENCINEERINC
STANDARD DETAIL .

CURB INLET ANGLE
2 5-67 Colv. note re-iscd
1 5-67 Omitted end bevel on It
REVISltm - otl'or KMH
769
.1:r:
:1· ·r: . I
.. .
. . i
1 '1
.. ,'l
0 X 'f) X
Mesh
Notu'rol Ground or Firmly Compacted Material
w.s.
. .

SUPERELEVATED SECTION

USE ON OUTSIDE OF CURVES
WHERE DIRECTED BY CllY ENGINEER
Natural Ground or Firmly Compacted Mqterial
·w·
w.s.
~ 0
-
r
z
w
0 a:
w

0..
~
w

0..
0 _J
(J)
lip on Uphill Side
x o x 10 Ga. Mesh
C.C. County 8-58
1t' Min.

NORMAL SECTION
SCALE: 1 1/t" = 1' -0"

REVISIONS
3 2
.8
.6
_5
·"'·
.3
.2
QUANTITY IN C. F .S. ( Q)
em DF RICJDIOND

DEPARTMENT OF PUBLIC WORKS
DIVISioll OF ENCIRERINC

STANDARD
P .C. C. LINED 'V' DITCH
- 770
. i 11 - . . . r
1 ..
r . .-
·1r . . J
, r ,
I~ .\.. .

NlJTEr
A
~
( -
0 ·-
-
DD\INSTREAM CHANNEL TO BE BUJL T UP \liTH RIP-RAP TD
CDNF'DRM \o/ITH END DIMENSIONS Of DlSSIPATDR.
6' B
6'

SECTION A-A
'2' ct.
!I .....-
II
t

II - II I
'2' ·ct.
6' tPLAN
:

I
I
I
I
I
I
I
I
I
I
I
1--
en j
1-
I
I
I
I
I
I
' I
!
I
!

DESIGN PROCEDURE

1. DETERMINE HAXIHUH r.LDV CONDITIONS EXPECTED AT Cut. VERT OUTFALL • &~ w 2. DETERMINE h2 IN fT. -BY f'CILLD\IING_ EQUATIDNa h;?=0.08dt V

3. DETERMINE hJ AS F'DLL-0\IS• h1=0.Sh2.

4. DETERMINE LA IN fT. AS F'DLLD\IS: LA=3.5h2•

5. DETERMINE LB IN FT. AS flll..,LD\IS• LB=l.6LA.

6. DETERMINE· H JN F'T. AS f'DLLD\IS: H=1+2Jh2; DR H=l.5D. \IHICHEVER IS LARGER •

7. DETERMINE h AS f'DLLD\o/Sa h =0.07D •

8. STEEL RElNFORClNG ~L BE DESIGNED IN ACCORDANCE \liTH GOOD ENGJN£ERlNG PRACTICE. ,_
' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' =----~--= --- --- ' . hs ~---------------

END ELEVA TIDN

SECTION B-B
REFERENCES• UNJV. OF' CALIF. l.£.R. REPORT SOlES
ES $795.

REVISIONS -

NOTATION

D - INSIDE DIAMETER OF CULVERT
IN FEET.
d1 - DEPTH OF FLD\1 IN CULVERT
AT DliTJ"ALL IN FEET.
d2 - DEPTH OF UNIFORM f'LDV _.IN
DO\INSTREAM CHANNEL IN FT.
hj - HEIGHT OF INTERMEDIATE
BAF"nE IN FEET.
h2- HEIGHT .OF FINAL BAf'HE
IN f'EET.
hs- HEIGHT Of STILLING BASIN
SILL IN FEET.

LA- LE~ OF ~PPRDACH
BASIN IN FEET.

L8 - LENGTH OF STILLING BASIN
IN f'EET.

V - VELOCITY Of f'LD\ol lN CULVERT AT DUTF"ALL IN
f1./SEC.

H - VERTICAL HEIGHT OF SIDEVALLS ABOVE BASIN flOOR
IN. FEET.
t:ITY or RICHMOND

DEPARTMENT OF PUBLIC WORKS
DIVISION 01' E!iCINEBR/Nt:

STANDARD ENERGY DISSIPATDR
FOR

STORM CULVERT OUTFALL
771
_ ..___ -_-I __
FRONT ELEV. DOUBLE HEADWALL FRONT ELEV. ·SINGLE HEADWALL SECTION 'A' FRONT ELEV. 'L' HEADWALL SECTION '8'
NOTE:
1 . Concrete shall be Closs A.

2. Wingwolls shalf l>e constructed where required.

Oia.
l/2
Steel Cone.
of l Lbs. C.Y.

Pipe
0 Single Double 't• Single Double Single Double
12" 4·-o- 6·-o· 2'-0" 17 26 0.44 0.65

15. 5'-{f 7'-o· ·2·-6" 20 30 0.58 0.78
18" 5'-6" 8'-{f 2'-!f 22 34 0.66 0.93
24'" 7'-6" 1 0' ..:_6" 3'-!f 29 43 0.98 1.33
3C1' 9'-fi' 12'-9. 4'-6" 35 51 1.27 1.73
30' 10'-6" 15'-o· 5'-S 40 59 1.60 2.17

42. 12'-0" 17'-S 6'~ff 46 67 1.96 2.67
48'" 14·-o· 20'-ff 7'-ff 52 77 2.43 3.27

54. 15'-0' 22'-3'" 7'-!f 57 85 2.85 3.84
Note: Where D>54" use standard wingwoll design
'l' wall quantities ore variable
Quantities ore based on the use of C.M.P.
@·
C1TT Dr RICllJIOND
DEPARTMENT . OF PUBUC WORKS

STANDARD DETAILS

PIPE CULVERT

HEADWALLS
772
A
L c::::

PLAN. SCALE• 31'4 ... l'-0"
SE.CTIDN A
SCAt.£• 3/4• "' J' -G"
,. 2'-IY 6'
6'-IY KIN.

C1RNIS1Tllll0
~ I I ! I
--- -L~ I..-
;.' ...:..--1-- \ . ~:QI. r 3' RADIUS
<GRA STANDARD T'E lllllllDI f'RAHE fliR .. GRATE~
Cl.NUTY $AI([. SEE IIIJT£ J) I I
I I
---r-+ ~
I I I
I I I
I I . I
---r--- A ..... ,'
7- ~ _'T
. . . ~---'v ' ·~-~.w~, ~ ll(]lif'QRC£D
p IP£ ($([ BQ.D\1) 0
BOX MOUND ~
STANDARD f'RAHE t. QAT£ <GRATE IIIIITTED F1IR ClARITY. SEE 141TE 3> Z-14 TOP I. BUT. PIPE DIA •t'-o'
~
~
m·
~
...--
~
A
~ ~
•
..
•
2-14 AT 2'-6· CTRS.
3- 14 AT 1'-3• CTR.t.
2-14 AT 2' ~· CTR.t.
1-14 EA. SJIIE. PJP£ .lilA. •1'-G"
l -28-81 ADAPT TO CURRDf1 GRATE I. V-DllOI DP
.... - REVIS~ -
NOTES•
l. 'D" VARIES, SEE STANDARD P.C.C. LINED
'V' DITCH. D\JG. NO. 6-AA-1135. .

2. \JHEN 'D=8' DR GREATER, INSERT <2>
SAFETY BARS INTO CONCRETE 3' MIN.

EACH SIDE. BARS TO BE #4 MIN.

3. 'STANDARD GRATE & FRAME• SEE
D\IG. NO. 5-AA-1061.

4. · HAXIHUH VALL THICKNESS SHALL BE
10' IF ·POURED AGAINST NATURAL GROUND •
~. FOR DROP INLET OMIT SIDE OPENING
AND PROVIDE REitFDRCING STEEL SAME
AS ·OPPOSITE SIDE.
-
CITT OF JUCIDIOND .

DEP.ARTMENT OF PUBLIC WORKS
DIVISION OF ntCINEKIUNt:

STANDARD

JUNCTION BOX

V-DITCH TO PIPE CONNECTIDN
773
i . .

I·
I .
; ~, I .

If~ '. I .
-I-f~ . • .l r .
.. ,.:
..
:.1: .. i 1 _ ..: . .
.1 ·~ : I" ' - 0
...
a
..

MAST ARM WfG'IHS
BAS£ AD»&atr TO CURB - 11~6' LOH6
BASE NEAR PROPERTY UN£ - W•lr lONe
~ COVER PlATE ~
NOTSHOWH \
PROWl£ CIRCUft

PROTECTOR OM EACH
STREET liCHTING"

CONDUCTOR
-_ .... .,_ i

BASE DETAIL
6 SAC1C a.tiX
. STATE TYPE 15

TYPICAL STANDARD
OR .N'PROIIED EQIML
IWIDHOl£
BASE COVER PlATE
l•x36"•4" NICHOR BOLT
(BOO AS SHOWN)
f'OUNQAlJOtt DDifJIS!QNS
A I
e 36" OIA. .. .
a 3rJ' SQUARE .. .
~ 3rJ' 1M. s·
8 36" SWARE Y

ANCHOR HUT
CROUT "r-S'
Lf.VEl.lNG NUT

ANCHOR BOLT

COHOUIT
-
REFERENCES~
7 6 Add c;ireuil protector
70 watt,. 150 watt.
120 volt
Redrawn
I.
. t"'J
l

UGHI STANDARD LOCATIONS
I..I.DONA!RE
fDR A11H0R SJREEJS US£
70 WATT HIGH PR£SSURE SIOiliUW VAPOR. 120 volT
UNLESS 01HERWISE SPECIF1£D.

UGHJ DIS1RIBUnOH SIW.l. BE u-s
1't'P£ I UNUSS OIMERWISE sPEaflm.
~ ~ SJJIEEJS USE tso wm liCit PRESSURE SOOIUII VAPOR.
120 wt.r t11USS OIHERWISE SPE1:1RD.
.sEE DRAWING MO. 4-M-1024 fOR loDOCIIONAl O£JAIS.
f10 WIRE .. POlE
f6 -f8 f10l I'Ol£ lO S£RVICE
CIJT or IUCIIJIOND ·
DEP4RTMEm OF PUBLIC WORKS

DIVISION OF ENGINEERINC
STANDA.RD

ELECTRDLIER DETAILS MR
04-15-93
:
774
1':
; . ...
·I·
l .
·I !l I . ' !
'
.

I·
•
I-j .

I . .
··1: • I
J
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,.:1': .. . .. I :-·
C)
z
.
~ 11)0 .. .JtS
~
--------~-T~~
:i
::>
0 0
.,
...
a: . ::>
l- rn
(f) t3
u:

D..
:J:

C)
:r
:t
0 II)
TYPICAL PLACEMENT --~
AT INTERSECJlON

1. · SEE DRAWING NO. 4-M-1007 FOR ADDmONAL DETAILS.

2... • All COND\JITS FROU PG&E SECONDARY SERVICE BOXES TO STREET UGHlS loiUSJ BE SHOWN ON IUf.'ROVEMENT PLANS..

3. CONDUIT SJRE"f;T CROSSINGS MUSJ BE RADIAl OR AT RIGHT ANGlES TO 'JH£ STREET.

4. A CI1Y STREET UGtffiNG SPUCE BOX UUSJ BE PLACED AT EVERY RIGHT NICLf; BEND .

IN CITY STREET UGHllNG COHDUIT RUNS •
I
I
MINOR l
1YPICAl. a• UASTARU, 1owl HIGH PRESSURE SODtUIA, 12ov I . : . cnY STREET UGHTING

I SPUCE BOX
ST.

REFERENCES. Sec. 15.08.610 R.N.c.

I 5-S ADD "STREET (JGHTINS AT CUL·DE· $AC END
--
SM
-
. czrr or arr:pwnm
DEPA/lTMENI' OF PUBLIC WORKS
DlmliDN or~~&
STANOARD-·.

STREET LIGHTING DErAILS
- G.HJ),
- KMH
775
I<
I .

I·<
-· ~
r= l l
I . J
:-.··
c
Manhole frame to be bedded 'in mortar.

For Std. Manhole frame, ·
See Dwg. 10-AA-1017
2' [f'
Watfrtight key ay
4'- 0"
A A

SECTION 'C-C'

SECTION

CONCRETE
'D-D'

MANHOLE
SCALE: 1/t' = 1'-0"
Ground or street surface
c
~
0 >
Ill
:D
0 ·;:
0 >
..
:D
0 a::
0 >
_ Auxiliary pipe
NOTES:

1. Top elevation of manhole to be determined in field.

Top of manhole to fit Standard Cast Iron Manhole
Frame and Cover. (See Dwg. 10-M-1017).

Minimum 3" grout to be used.

2. Form a smooth shap.ed channel with streamline
junction.

3. Use . 5'-0" dia. M.H. -for sewers 48". 54". & 60"
In diameter.

4. Outside of bose to be a m1mmum of 5'-0" square
but may assume a shape other than a square
provided the standard barrel. rests at all point_s
upon the surface of the concrete base.

5. · Concrete wall construction inoy be pre-cost or. cast-in-place. Steel- #5 bars @ . 12'' c.c. both ways, center of wall or approved equal if ptecast
manholes ore used.

6. Wall thickness - Pour in place, 6" min.;
48" precast manhole, 4 1/8" min.

7. O.R. - Outside radius of pipe.

8. Dimensions A:

9. PIPE DIA. A-CONC. M.H.
39" or less 2' - f)
more than 39" O.R. + 8"
Polypropylene rungs are required on manholes 3 feet
or more in depth. Rungs to face East or West.
when shown on plans
location ond ( as shown.

REFERENCEs.

1. Standard Manholes Draw. No. 10-M-1018

2. Std. Manhole Frome de Cover de Shallow Uonhole
Frome ·oraw. No. 10- M-1017. ·
ClTT OF RICHJIOND

DEPARTMENT OF PUBLIC WORKS
DIFJSIO/t OF EJI(;JN8ZRJNrJ

STANDARD STORM SEWER &
~--.--~---------.-~ SMALL DEFLECTION MANHOLES
1 t' TO 60" DIA. SEWERS
3 2 1 ~ ~n _ ......
~-:L:•~~~----~~m~~~·~·~----------~~~~----~G=·=M=.D~-~-~~~~~~~~~ 6-AA-1~ REVISIONS - KMH --=-,. ~-ur. 776
I;
. . . -
-· 1· ' ; . ;
'.

I
!' . . :
'I'.! .,. . 1 . . .. ·i . -
: IJ ; . I ' .'
t lr . • J
i . J
I
-. ' ·:.
" t ' .....
~ . ' :· l _.-;
:,,;
_I·J
l '
~
l j
NOTE:

Install Pre-Cost Concrete
48"x24 Reducer Slob
Instead of Cone.--------..
z
0 1--

0..:
:::>o
oc>
l:-
(/).
z
0 0
1--
~ 0
w
oc
(L
_.
<S . (L
l:
c
Manhole frame to be bedded in mortar.

For Std. Manhole frame.

See ·owg. 10-AA-1017
"..t
+
0::
0 A A

SECTION 'C-C'

SECTION 'D-O'

CONCRETE MANHOLE
SCALE: 1/t" = 1'-(f
Ground or street surface
c
..:
0 >
II)
:0
0 ·;;:
~
z
0 to
:::>
oc
ti
z
0 0
w
0 :s
CL
z
1--
~
NOTES:

1. Top elevation of manhole . to be determined in field.

Top of manhole to fit Standard Cost Iron Manhole
Frome and Cover. (See Owg. 10-M-1017).

Minimum 3" grout to be used.

2. Form a smooth shaped channel with streamline
junction.

3. Use 5'-0 .. dia. M.H. for sewers 48", 54", & 60"
in diameter.

4. Outside of base to be a mrmmum of 5' ~0" square
but may assume a shape other than a square
provided the standard barrel rests at all points
upon the surface of the concrete bose.

5. Concrete wall construction may be pre-cost or
cast-in-place. Steel- #5 bars @ 1_2" c.c. both
ways, center of wall o·r approved equal if precast
manholes ore used.
. --.. 6. Wall thickness - Pour in place, o: ril_in.;
48" precast manhole, 4 1/8" min. ,_ ,

7. O.R. - Outside radius of pipe.

8. Dimensions A:.

PIP£ OIA A-CONC. M.H.
39" or less 2' - f)
mor.e ttion 39. O.R. +8"
Auxiliary pipe
when shown on plans
Location and It:. as shown.

REFERENCES•
I. Standard Manholes Drow. No. 10-M-1018

2. Std. Manhole Frome & Cover & ShoUow Uonhole
Frome Orow. No. 10-M- 1017.
-
CJTT or JUCII110ND

DEPARTMENT OF PUBLIC WORKS
JIIA\IJI G.M.D.
- KMH
DIVISION er ZJICI/aERIJR:

SHALLOW STORM

DRAIN MANHOLE
777
1··.: l ..
l
r:
, .. • ,.1
l
eI·
'.I
If
'~ ' I:,
i
·-
...
~~
• tS A . '-:=f . .:. ! ~ . r\ r-- --7 .t ... .. .- ":!!:
.. iE ! I : '>"'- 10 ••
.. :: o.-.1 ....... [ .. --, ~~ . . = + 1r \ ~ f::"J· ~---:;; r.:- -: "' ~ ~
a•$45•1'-Z" • • I I • .

D.F Illocb~6'-3"CioC. I 6'-!J'CioC I i
....!... 6·l'C•cC
- ...-- T -f ~- . . •.. -...1" :-: n .== · ~== =~- . -- . ' . --- -; "b . f- .... ~ ~ 1 , t · _. f :m:· . 6"n a.z• at2'·6·- .. . I t ~- ~ r""·- ~ ' >-~Lop .......... _"' hoiJoe
. ~---· Gn>und line Shouldar Surloc;na "'
-- ' f;.' -~ S.. De_. A P" topol Cuotl- reltlfto
... [.......--
.. D' ~
hat L--: .'!! l
_____ [J. 0
:;:'" .. "':'.!:.:".:'..-.. ... ~~ •. DOUBLE BLOCKED-OUT METAL BEAM BARRIER I
___ J . N
------- -~__._l __ .... t.....L,.C)
6"n e.z
DETAIL ~· OF BOTTOM RAJ~ SPLICE
Top., ..... _

POST DETAILS
I • t"'
... I ... '--
·1
...., ~
L...--::
0 BASE PLATE PLAN
CENOIAl. HOT£S!
l Cvl-~· ,_..... ot oii-IMtol .......
l"al"a i-Z"$45
O.f:INoctDETAIL 8
. _.-•• -.(-Z"$45
DE Biotic.

Ill•• S.llcM to etcw Gl Poth ..,., I DOUBLE BLOCKED-OUT METAL BEAM BARRIER ON BRIDGE (P
BLOCKED-OUT METAl BEAM BARRIER f'\.AN AT IIIGG£ I'I(M OR loi£OIM OISTIIUCTIONS RAIL SPLICE AllftUh ............. ........ Mf'!AL BEAM GUARD RAILING AT DIKE (For DIU Deloit- 5-d ,._ &73)
TERMINAl SECTION
REFERENCES•
SECTiON THRU

RAIL ELEMENT
SUPPLEMENT TO sTANDNU> DWG. NO. 5-M-111J
--
Mo. IIIII[

REVJSIDNS -
... _..... ...........
2-~~ ........ lolla
..... -·"" "'"'-..... aN l [--Uooilo ........
- ..fo:<M
;~L

REFLECTOR ASSEMBLY
--o_____._ =·
~
I
METAL BEAM GUARD RAI..tfG
sr.-n: OF c:auPOIII&&
MI'MhiENT OF fiWUG ...._
DMSIOfl OF MICIIfU'IS . liS'
GUARD RAJLiNG 8 \!::::)
BARRIER ~AILING A77-9
CJJT DT /l1CI1JIOND

DEPARTMENT OF PUBLIC WORKS
DIVISION bP -ENCINEERING

METAL -GUARD RAILING

AND BARRICADE
... . 04-G'J-9.3
778 5-AA-1148 --
I
.e·
·' I
.,:l·
1·.(
., .(
; ' \ '.
~,
l·t; I •
l·t\ , . :

J-r· t .
c
e
2 •-4 Rebor·Totol-4
IO"'IIInsJ
TYPE A
KrOio Uln
f.llt.ernotlvet
U~t moy .be
either square or rOt.IOd
steel
TYPE D
.llternotlve No.I
NOTES
L The confiQtrotlon of the ·cost Iron or cost steel· 'frome and cover moy vory from thot Shown.

2. Fr0111e Sholl be embedded In the concrete o ~- of 3".

3. Type 0 monument shall be either Alternative Ho. for
.lltel'"r>Otlve 11o. 2 ot the contractor-s option.
..f. All portland cement concrete :sholl be Doss 8 or minor concrete wttn r moxfiiiUIII oooreoote.

Bose Uoterfol
REFERENCES•. CALTRANS STD PLAN A74 DTD 7-1-92
llo. MTI.

REVISIONS
Rec~ oreo for Dfttng bolt
Coat Iron or ~t steel
frame ond cover
~~4-r.::=~~I----Golv bolt
lpeen to prevent
nut renaovoD
J -o'16"11ki) I vz-UOii
. 10 cover frome • Jr./. See Note 2
Pavement
TYPE 0
Alternative HIJ. 2
2" Uln dear all cround
, •• Olo by 12"" lllfnr- non.._tolllc
for• tube lmoy be left 1n plocel
C/TT OF RlCiDioND

DEPARTMENT OF PUBLIC WORKS
DlYISlOif OF ENCINEBRING

STANDARD DETAILS

SURVEY MONUMENTS
GMO
l<MH
-""!'IUGCII
3G-AA-1045
( 779
I· I
'. :··.·
:: ,
l·t ;
i··i
J·l;
l
.r
I : ·- I I .
l
l!
•'
. j
l >
I·!
l ;
I·!

MONUMENT DISC TO BE MADE OF
BRONZE.

R=B"

RJLL SCALE
Oio.
3/4" .

CASTINGS AVAILABLE AT EAST BAY
BRASS FOUNDRY. 13TH & CHESLEY
STS. SAN PABLO. CAUFORNIA.

CflY OF RICHMOND HAS PATIERN
FOR CASTING.

REFERENCES• . Dwg. 30-AA-1045 (Shows details
of entire Monument other than
disc).

Cl7T OF RICIIJI.l)ND
DEPARTMENT OF PllBUC WORKS
DIYISJON OF 8/ICINEERJJI()

RICHMOND STANDARD

CONTROL SURVEY

MONUMENT DISC
accx KMH
780
1!. : ! ..
1·--. t -:

I I.-.

I:L
' '
1·1·
l..l
1·!.
1·1.
-_j
l ';
I ,.
l·t l ,·
WALL
I. 8
/
.I.
!
<(.
0 c .I
NOTES:

1. 8.5-FT. WIDTH STALLS TO BE USED FOR INDUSTRIAL AND
COMMERCIAL EMPLOYEE PARKING ONLY.

2. 9.0-FT. WIDTH STALLS TO BE USED FOR INDUSTRIAL AND
COMMERCIAL CUSTOMER PARKING ONLY.

3. 9.5-FT. WIDTH STALLS TO BE USED FOR MARKET AND
SHOPPING CENTER PARKJNG AND MULTIPLE . RESIDENTIAL
PARKING.

4. 10.0-FT. WIDTH STALLS TO BE USED fOR SINGLE FAMILY
RESIDENTIAL PARKING.

5. COMPACT STALLS SHAlL BE 8.0-fT. WIDE BY 16.0-FT. LONG.

ONLY THOSE STALLS IN EXCESS OF THE NUMBER REQUIRED
BY THE ZONING ORDINANCE MAY BE COMPACT.
lYPICAL PARKING DIMENSIONS IN FEET
A 8 c D
PARKING ANGLE STALL WIDTH STALL DEPTH STALL DEPTH AISLE WIDTH•

PARALLEL TO AISLE TO WALL TO INTERLOCK

45. 8.5-ft. stall 12.0 17.5 15.3 13.0

9.0-ft. stall 12.7 17.5 15.3 12.0

9.5-ft. stall 13-.4 . 17.5 15.3 11.0
6()"' .

8.5-ft. stall . 9.6 19.0 17.5 18.0

9.0-ft. stall 10.4 19;0 17.5 16.0

9.5-ft. stall 11.0 . 19.0 17.5 15.0

75. 8.5:--ft. stall 8.8 19.5 18.8 25.0

9.0-ft. stall 9.5 19.5 18.8 23.0

9.5-ft. stall 9.8 19.5 18.8 22.0
go·

8.5-ft stall 8.5 18.5 18.5 26.0
9 o-tt.- stall 9.0 18.5 18.5 26.0

9.5-ft. stall 9.5 18.5 18.5 25.0
1 0.0-ft. stall 10-.oo 20.00 20.00 25.0
* MEASURED BETWEEN ENDS Of STALL LINES
?.EFERENCESa
Added NQte No.5
CCIT or RJCBJI(JND

DEPARTMENT OF PUBLIC WORKS
DIVISION or ENCINEER/NC
STAN·DARD

PARKING DIMENSIONS
781
l.
-1·': . , - ·!
I. 4' lAHOING
. ;~:-__ :..;:~:=; .. ~~= r . ; ,_ :-... : :·-~ :·
i~Z:lf r- ~/?~-~~_;;~ ~.:.: \-:=·· .... ,.. .. ~
~t~:-~=~:~~-~:~:f L==t~ ~:t=;a==l===t I=!=F====11=:::!::======~:!l:F===~~ t=:f====f=:!=l HO. .J • 3ft' c.c.

NO. 3 0 lit' c.c.

PLAN
SCALE: 3/ff = 1•-o" .

ELEVATION

STEP DETAIL

STAIR- DETAILS
SCAlE: 3/fl = 1·-o"
NOTES:

1. UGHTJNG TO BE PROVIDED IN ACCORDANCE WITH SEC. 15.08.610 R.M.C. 2 • . PATH FENCE TO B£ CHAIN UNK TYPE OR EQUAL; Y IN HEIGHT FROM SIDEWAU< TO BUILDING SET-BACK UNE. 6• IN HEIGHT BEYOND SET-BACK LINE.

3. MAXIMUM PATH StOPE TO BE 15%. STAIRS TO BE USED WHERE StOPE WOUlD BE OVER 15%.. ·

4. ONE -4• LANDING TO BE PROVIDED fOR EVERY 12• OF RISE. tANDING{S) TO BE EVENLY SPACED IN STAIR.

5. IWIDRAIUNG ON STAIR TO BE OF 1 1/40 WELDED STEEL PIPE AS SHOWN OR EQUAL UPRIGHT MEMBERS TO BE EQUALLY SPACED AT s• C.C. MAXIMUM. PIPE TO BE GALVANIZED.

6. PI..ANT1NG TO BE AS DIRECTED BY SUPT. OF PARKS.

REFERENCES•
_.£ ...
z
::;
...
~ II.
0 "' II.
u
f
- VARIES
10' MINIMUM
5'-ff" I.IINIMUM
......... _ -- .. · .. -- ..

SECTION 8-8
8 3 1/'r ClASS 8 CONCREl£
S U.R.B. (WHERE SPECIAEO
fr( ENCIN£Ell)

CONCRETE WALK

SECTION A-A
~PROPERlY LINE- ----

SCDRING
011 3' c.c.
(aiHCREK)

PATH DETAILS
N.T.S.

CJTT 01' RJCBJIOND

DEPARTMENT OF PUBLIC WORKS
DIF/31DJI or ENCINEERINC

STANDARD DETAILS

PEDESTRIAN PATH

AND STAIRS
782

1.1 .;. I -
·. . ..
' . ". l ·l ! . i . I
NOTES:
/JS IUUSTRATED IN

TYPICAL DETAIL
SMOOTH
___ AU.;·_ .. r ___ _

ALTERNATE DETAIL

TO BE USED WHEN

SPECIFIED
SCALE: 1 /'.t' = 1' -(j

1. Shaded Area indicates Concrete &: Mortar.

Fillets and Edges to be Rounded with _Mortar.

2. Ratio of Small Pipe Diameter to Lorge Pipe; .

Diameter shoJI be 1:4 Maximum.

3. CoUar shoJI be Closs 'A' Portland Cement Concrete
or better.

4. Invert of smaller pipe shall not be lower than the
spring line of the larger pipe.

5. This type of connection shall only be used when
approved by the City Engineer.
2 - 1/4
lYPICAl..

EXIST. REINF. CONC.

STOR~ SEWER
SQUARE CONC. COllAR

CUT PIPE HOOPS ON ALTERNATE SIDES AND
BEND UP INTO . WORK /JS SHOWN.
lYPICAL DETAIL
SCAlE: f/2" .;, 1'-<f
CJ1T 01' BICBJIOND

DEPARTMENT OF PUBLIC WORKS
IJIY/310N 01' ZNClNEVUNC

STANDARD DETAIL
~-...----------r---t CONNECTION OF SMALL R.C.P.

TO LARGE R.C.P.
( 783
1-L ( . j
.I :[
~ .·~:
~
I !,
1~----------c----------~-l
.J - · - - --'- .
--- f-------- . ---- ~---f----~-~ ~ . .L
~;~: 1#~~-~~~ ~~:
""";,.....·1 __ + _......,....\'t--&Q...L..I
•. 1 . r .... . ·:-o::-~:
•.:....::~- ..•
A_j

ELEVATION
SCALEr ,. = 1'-0'
NOTE a
INSTALL CONCRETE CRADLE VHERE ONE PIPE <CONCRETE OR CLAY> PASSES' OVER DR UNDER ANOTHER PIPE <CONCRETE DR. CLAY) VITH IMPAIRED CLEARANCE.
...
r-: 1 \1":
~' ., ~ \.. ~ + I~' :j
r-.-. _..~;_ -.• -.~- . . '~--.• ....,._.-. -. .,...-..... _ · • .. 1'-0' - • -"'• •..,'"':: . ~- • . · _ .1'-IY- --· .. . -MIN. ••.. I . - ~ ••• : - .• · . I .. - MIN.· ; . . .. . ~ .. . . ,. . . . . -· . "' . . -. . . . - ... c:::

SECTION 'A-A'
SCALE• 1' = 1'-0'
A = 1/4 OUTSIDE DIAHEl£R Of UPPER PIPE.

B = 114 OUlSIDE DIAMETER Dr lD\I[R PIPE.
®
ClfT IJP RICIDIDND

DEPARTMENT OF PUBLIC WORKS
DIVISION IJP ENciNEERINC
STANDARDCONCRETE CRADLE
& SADDLE III(Sla
- !<'1dA.tuu .lJtllirJt~. os-1r-9z
REVISirtfS - omc
- GILD.

KMH
-~y~
-.:1111 II' lllaJC -
......
&I:L
L ......... ,
5-NH074
----
I
I
, 784
I
I . ..; . .

It· t .. ..
1 .:, : t . .3 ; ::

W37 (3!fxJO")
+
W6(15) llrx18"
SECTION 8-8
NTS

SIGN DETAILS
NTS
GE~ERAL NOTES:

1. Undulations shoJI not be placed over manholes, wotergotes. etc.

2. Edge of undulations shoJI be at least 1 0' away from edge of any driveway.

3. Whenever possible undulations should be placed at property lines instead of mid-lot.

4. Whenever possible undulations should be placed adjacent to street lights.

5. 6.

7. 8.

9. 10.

All markings and signs shall be reflective.

Undulotions must be installed with exceptional accuracy and attention to detail
W37 /W6 signs must be installed prior to constructing undulations.

Striping and pavement legends m·ust be installed immediately after constructing humps.

City Traffic Engineer must approve layout prior to construction and verify installation upon completion.

Centerline should be used only where the resulting curb to centerline lone width would be a minimum of 18 feet where parking exists and 12 feet where there is no parking.
10' 40' 12' 40' 10'
:
~-~ A
~ ~ "'-£DC£ OF PAVEWENT c:::l.-
~
PAVEMENT MARKERS~ :::=::>
TYPE "0" cx:::::l
,; .
~8' HIGH WHITE
-c:::J PAVEMOIT MARKING
,
SEE "SIGN" DETM.S (TYP.)
co N - ,.... co II) "" ,.... ...,. OJ "! ~ "! ... ...,. co 0 0 - - .,; ..,; ..,; TYP
~L .

REFERENCES•

REVISIONS
. . . DOUBLE YELlOW CENTERUNE _/
+100' EACH WA.Y (SEE NOTE 10)
m ~WHITE STRIP£S - 1' WIDE. J' SPACE
c:
m-.J
PLAN
ms
N co 0 MIN.

CD OJ OJ 0
..< ... .,; ,.;

SECTION A-A
NTS
-
crrr ·or RICJDIOND
OFFICE OF COJIJIUNITY & .CULTURAL SERVICES
l1flllUC rt~R/~3-ZNC/NIIIUNC

SPEED CONTROL

UNDULATIONS
- GONZALO
Ot(CX GRM
785
I
('
-'
' . ;,
·-· .. .-; ~·
.. , : ·
: ..
1-·1 :
t . ' .,
.. ITI • j
~- ~of~ . : _J, '
NOTES:

1. All street name signs shan be made frol!l aluminum blade.

The langU, Ot eaeh blade wlll be dictated by the
contained message with special consideralions to ·layout.

Blade thickness shaH be .080 wilh 112" i:omen radii.

Applicable items shaQ conlorm to Caltrans specifiCations.

2. AU street name signs shall be· 9" high and shaD have a 1/4" border encasing the entire sign. There shaH be no
recession space between edge of plate and border.

3. Background shall be approved green reflective material • 4 . letters and numbers shal be approved silver refleelive material. ·

5. Names of all major" streets, shan consist of upper and lower case letters. Uppercase letter and number size
shall be 6" series 8 or C. lowercase letters wil be 4
1/2" series 8 or C.

Ol
'!-. t -:::-
0 1o

6. 7.
8 1/'r R
(ttP.)
24" - scr
SCALE: 1/4" - 1"
~~-~--------------------~24~·~·~3~0'"~o~r~3~~~------------------~~~~ t Names of al other streets shaH consist of upperc:ast!
letters only. letters and numbels shall be 6" serie$ 8 or c.

All address numbers and abbreviations such as SL, Ave., Blvd., Pl., Ct., er-.; Ln, Cir •• Rd. and Hwy. shall be 3" 8 or C series. DirectloMI anows shall be installed on an sveet name.signs and size and design of arrow shal be as pic:t)lled.
llo. MJt

REVISIONS

8. 9.
-
AI street name aigns shal be c:onstnJCUtd of a single
blade wi1h street names on both sides. The minimum
length ot Blade c1amp har~ shall be s·.

The street name shall be centered verticaliV on the sign plate. However, in no case shill any portion of any letter be "Closer 1han 1/4" from 1he sign border.
em OF IUCBJIOND

DEPARTMENT OF PUBLIC WORKS
DW1310N or ZNCINUJUNC

STREET NAME
SIG.N
786
I !
i ' .
1 .··-·.: I ·.
. I
'
I ;-:
r '! . ' \J' \ .
. l :r . L.;
I f ': . I ' I ' t ••
I; ·1 I ~ . · •.
l l
. . l i ,
I ;
t )
1 ,,
. '
. l /.
.. r 1,: '.: t ,'
. .I
•
VARIES
TYPICAL· PLAN
SCALE 1
1 . - 20'

SECTION A-A
N.T.S.
1/6 THICKNESS
Of CONCRETE
(t• MINIMUM)

WEAKENED PLANE JOINT
N.T.S.
~OTE: VALLEY GUTTERS SHALL BE CONSTRUCTED OF
CLASS •A" CONCRETE ·HAVING 1112: MAXIMUM

EXPANSION JOINTS
AT RET\J~S
SIZE AGGREGATE. .

DETAIL
N.T.S •
fUJIWEAI<ENEO-PLANE
JOINT
UINIUUM 1 1 /T
PlANT-'MIXED

SURFACING
UINIMUt.t f)
AGGREGATE ~E
;now
JUNCTION. PLAN ·
SCAI.£ t• .. 20'
EXPANSION JOIN1

JUNCTION PLAN
SCAlE
REF"ERENCESt Supersedes Dwg. No. 5-A-tO.

1. ""' 20'
crrr OF JUCIDIDND

DEPARTMENT OF PUBLIC WORKS
DIVJSIDN or 8JICJNBRINC

CONCRETE

VALLEY GUTTER

STANDARD DETAILS
DUX .KMH
787
1·:,"
' .
··I· ..
ll. l . }
;I :f.~ ~ ..
:·a •• 1 r; 0
; : tl ' 1. ~
-. ' I·'· ! . '
--~• :'1
·~··. : ... . , .. . ··
:·.a~: i :''
P.C. CONCRP£
WHEN- O'IHER 1lWf
IN ROADWAY SI.Df'E
CONCRE!t AWAY
fR()W CASJlNC:.
. . UNDISJ\J~ FARJH
10 5/lf'

RISER ASSEMBLY
N.TS.

WHEN OTHER THNf RONYNA'f SLOPE
CONCR£1£ AWAY FROM FRANE.

PRECAST OR CAST IN PlACE loWIHOL£
I
...
:1.' ± ASPHAI.nc CONCRETE
ur

SECTION THRU MANHOLE
SCAU: I t/T ~ 1'-o"

END OF UNE
llo. Mlt
SKID RESISTNff
PER ASIN SP(CW.. PU8l.ICA110N

1.162-1962
SIDE PR'f HOU:

CURVED PICIC HOLE
26 31

CAST IRON MANHOLE FRAME AND COVER
REViSlDHS -

CITT OF RJCBJ/OND

DEPARTMENT OF PUBLIC WORKS
DIVISION OF ENClNEERINC

STANDARD RISER FRAME & COVER
STANDARD MANHOLE fRAME & COvER
-

MDI KMH
788
·I
':1· ·:·\~
.!:> ••
··.1
I:V
~ c~ }
•r
i~C: .• 1
.,., •... . :1
:·: t
i '"J
.
"1'-i I : . . i
li:.C ;
l[f
:"1 f!'
·,. ·~
:If
-1 rr· . I J j
l
,j
I
:l
-·
6'-ff'·
B
\~~PW£ . GRATING
-k - f..l.--;9o---J 11,-1.1
~-
· f) 1'-f> 3'-ff'
PLAN
SCALE: 1·=1'-ff'
.. - c.o. FlUSH CHECKERED P' A"JE L WllH FlOOR / Ll' . /GRAliNG ./
. .. .. . . / 7 . :- . t . , f -.
.. :~· :~:. I / .. - C.l. .={ ~ ~- ~ L LEDGE c!c FRAME/ -~ Tl[_l__ - -1'< ---T .-:-:---: . i'.-4- C.l. .
--r ~? ~= :" ·=·-·.: r-i ...,.- ...... ~ -··
DIRECTION ., • : : ri"J'l 4 · · .: · . •
OF FLOW : · •• • if=~ til- . · : - . . · . ·-·.a· ·.-.•. a . .. . · .. .. : .. .. . :· . : · .. ., ...... -... ·(
. ..;· . . .. ~
_.w . ·-. zJ. · .. -~-- -.... I.&.::> • • • oo : .·.·· ~I.&. ·;t-., . . oo · .. l:o.. .... ~~- g~ :·· .: • A ., . .
·.~---

SECTION A-A
SCAlE 1!' = 1'-ff' ·
'b
I
h
\cr
A
t ..
-~. _.,_-_·vcONC. WALLS
.. _. /. . ~ . .. ., ..
6 .. · . . . . .
-- . .. . . .. . 4 ... _
.· 4 _ .

REFER£NC£S•
.......

A: r
-4
I .

I ., .

I. 4'" C.l. . ~ .; .. -
• (t
- 4
rN .
tt ... _-.... .!~~ --~-
'
~ -4
. I ;, •• .,
I l 4
·I It·.
-:

I ~
~-.. . ~~--r--~----'~f--1 .., I . A.
• -- •.•. . ., . 'to ": .. . - I ... ., - . :
. . J'-ff'
SECTION B-8
SCAlE: 1• =" 1'-d .

Approved By Plumbing lnsP.ector
ISgdJ George W. Ooll

REVISIONS -
C1TT DF RICIDIOND ·.

DEPARTMENT OF PUBLIC WORKS
Dl'IISJON OF BNCDIBEIUNC

DETAILS OF STANDARD

GREASE & SAND TRAP

FUR AUTO WASH RACKS
- KMH
789
:·1 ,: ~ ~ -: . !._
:
u·' .. I.J
.
.1 :;
I i
A + J'-Ci
-1 I ~~4,----~~--------------------------~4~--;~~
II --
1 ~ I~~ ~ ~ ' 7' VENT' TO 1" ABCNE ROOF
~ OR 10' ABOVE FlNISHED GRADE.

CONNECT 4• (MIN.) TO OILY WASTE
Cl.P. TO TRAP COLL£CTOR . CLEANOUT, VENT, PlpAN THEN TO SANrTARY SCALE: 3/~/' = 1'-Cf' z
~
b
_.
~
~
0 w_.
gw
wZ
. b 3:~
I \,5 .., )(
bh
~x
ol-1
,.,
...

SEWER.
b
I
N
J" x3" CHANNELS Willi SMOOlH
STRAIGHT, .LEVEl EDGES.

UQUIO lfVEl
. ·. • · ..... "' SCREEN BAFFLE - TO BE . I CONSTRUcTED Of PERFORATED ';.~- ;_ SHEET WITH 1/Z' HolEs 0
.. 2 1/4" SPACING :.... 3/1ft' ... . TH!CK.

NOTE 9
-0
• -.,
#4 RElNFORClNG STEEL 1 Z' O.C. ----<'
LAP 17' AT CORNERS.
3- #4 8" O.C. BENT o INTO SIDEWALLS.
.# . . . . . ··.··:~. ·-·· .- · . ·~.. . . .. : .. . 1/'r PER FOOT:---- .-. ·: · • "" ... : .. .. . .. •-- . ... .. .. . .. ._.__ -• a · .... ., . . . .. .. . . . .· . .. - ±J .. ·.· .... ~ .. ~ -~~~ . .. ..... ~ . . . . ... . . . ·~ . ·.: •;;-:--·. ··~ =. . :. : ; ~ :·. ~ .. :. : i

SECTION
scALE: :s 1 4· = 1· -cr

DIMENSIONS
CAPt\CmEs · A . 8
FOR lARGER CAPACITIES. DETAilED
PLANS OF SEPARATOR SHAll SE
SUBMftTED TO THE DIRECTOR OF
PlJBUC WORKS.
10 GPM
20 GPM
40 GPM
DETAIL
N.T.S.

S xff BAAS BEN'r

AS SHOWN IN

PLAN & WELDED
TO SCREEN.
1'-6'" 3/ff
3'-rf 1/2.
6'-rf 3/i;
1 I I( fillETS

CONNECTING

CENTER PLATE
TO 7'x2"x1/4"L
NOTES:
t' \lENT

COLLECTOR
N.r:s.

COLLECTOR
PIPE .

1. J"x 3" CJ-WINEl. SHAll. BE 14 GA. METAL OR THICI<£R OR MAY BE FORMED WITH CONCRETE.

2. All METAl PQRTJONS ARE 10 BE OF stta. WHICH stW.1. BE GALVANIZED AnER FABRICATION.

J. THE CENTER UNE Of lHLET SHAll NOT 8£ CONSTRUClm LESS 1lWI 1Z' FROM mH£R SlOE.

4. 1HE COVER PlATE SHALL BE 1/.f' CHECKERED P.WE AND THE loiAXIMUY a.£AR SPAN SHALL BE Y-ff. · ..

5. WALlS AND BOTTOM SHALL BE REINFORCED CONCRETE.

6. Oll & SILT SEPARATOR. SHALL BE ENClOSED N;NNST RAINS. 7 •. VENT SHAlL BE IN ACCORD WITH PlULCBINC COO£ SECJIONS 310, 506; 708 & 709.

8. SEWAGE AND WASTE OU11EJS MAY BE ON El1HER SIDE -of SEPARATOR. . 9. SEPARATOR• SHAll BE RAISED ABOVE GROUND TO PREVENT VEHICl£S FROM CROSSING EXCEPT WHEN AlTERNATE DESIGN IS APPROVED Bf . DIRECTOR or PUBUC WORI<S.

APPROVED CONTINUOUS OILY WASTE SEPARATOR
MANUFACTURED BY PLUMBING fiXTURE CO.

MAY BE USED IN UEU OF lJ-fiS DESIGN. @
R£FERENC£S• CJJT OF R/CHJIOJ{D.
-
DEPARTMENT .OF PUBLIC WORKS
DIFISIOlf OF ENr:IJIBERIJir;
OIL & SILT.

SEPARATOR

STANDARD DETAILS
790
.I .. ,·. . . I
l ~.!
. -~{ ' . i
• • •.J
..

I
f.
. ~
:I J
!J
WfAKENEO PlANE
JOINTS
. /
I
{
SE£ NOT£. 6-7

DETAIL OF CIRCULAR
SCAIL:
:-
CORNER ,. = 20'-0'"

STANDARD CURB RETURN
SCALE: ,. = to·-o·

ABBREVIATIONS
CONC. - CONCRETE
RAO. - RADIUS
PROP. - PROPERlY
r--
1 co
NOTES:

TYPICAL STREET

CUL-DE-SAC
SCAlE: . ,. = 20'-((

1. SHADING INDICATES CONCRETE CURBS. Gt1TTERS AND SIDEWAUCS.

2. 25' fAIN. PROPBUY UNE RADIUS IN INOUSTRIAL SUBDIVISIONS.

3. SEE STAHDARP cONcRm WHEn.OWR RAMP; DRAWING NO. 5-M-1345 • lYPE OF RAMP TO BE DETERiotiHED BY CJJY.

4. CURB ON INSIDE OF CURVE TO BE POSTED NO P.ARI<ING.

PROPERlY LINE

5. MININUN FOR t.tltroR STRE£1S = 40'; MINILIUN FOR MINOR JNbuslRw. STREEJS = 50'.

6. UINIWULI FOR t.m«>R STR£ETS = 40'; MINIMlAI fOR MINOR INOlJSJRIIIl STREETS = 42'•

1. FOR SPECIAl. CASES SEE R.IA.C. SECllON 15.08.540 "DESIGN STNmAROS-SIREETSCROSS SECT10t4' AND ORDINANC£ 1 tO N.S. __ "SJANDNIDS FOR HillSIDE St.iBDMSIONS.:"' '·
REFERENCES. CITY OF IUCBJIOND .

REVJSIDNS -
·DEPARTMENT OF PUBUC WORKS
DIVISION OF ENt;/NEERINC

STANDARD

STREET DETAILS
G.M.D.

KMH
IJII1l
01-26-93

IMVMIUCII
5-M-1071
791
l 'f • . 1
I
:.:. ' ~ .. :
·;
,i:
l'f ~ ·. :I •
·.. -·· ~
:·-r: " "j I
1·r l .•
.. ..• '{"
It l . ;.~
-I:
,It:
'II-· ...
~· .
. ~
1:. I .I
1:
1:.. .

J
..

I
1:
__,
X
~
~ 0 : iii
15'
I
a. c.. c.. c..
0: o:· a: ir 1- . Vl' Iii ti ti X t-' t-' )C
__, X __, ~ <.:> X
z z __, __, z z
~ ~ ~
~ ;::: ~ ;::: ;:::
z ::=
w w z z w 0 ~ o · 0 ~ ' 0
Q. 40' c.. jjj jjj c.. 42' c.. iii
s·
IT 1"1 5' I I
s·
, •. 1 I'T· I -- --....

I I ~
56' . 60' I

RESIDENTIAL RESIDENTIAL
<.:> <.:> X
__, __,
X C> . <.:> X
~a. ~e, _, ~a:. ~c..
~ ~ ~ t-- t--
~~ t-- zO::
~~ zO:: w :sln :slli 0 0 0
iii c.. jjj 32' 14' 32' c.. .u; 42' c.. a.
, .. [ 14'15' I I 5'14. L I I ] .. ,
5'
I c:::z:= lRAFFIC ISLAND I I I OR lEFl lURN LANE
60' 96'

INDUSTRIAL INDUSTRIAL

MINOR STREETS COLLECTOR STREETS
X
__, <.:> <.:> X
~fl.
__,
~ ~a.
~ t-- . t-o: zO:: zt- 0 ~IIi ::s(l) a
iii a. 32' 14' 32' 0.. in
I 6'
I~ [ I I ]5' I 6. I
"'""""""TRAFAC .ISLAND I I - OR Lm TURN J,.ANE
100'

ARTERIAL STREETS
®
SCAlE: 3/3-r = 1'-d' ~DICES• ern OF RJCHJIOND .

DEPARTMENT OF PUBLIC WORKS
DIVISION OF ENr:IN8ERJNG
NOTE: FOR SPECIAL CASES SEE R.M.C. SECTION 15.08.540 •oESIGN STANDARDSSTREElS-CROSS SECTION" AND ORDINANCE 110 N.S ..... :sTANDARDS STANDARD STREET FOR HllllSIDE SUBDMSIONS: DIMENSIONS
- - f'rlA!l,tdJ'tJJnr~ .os-~1-aJ - IIIIAVM,._.
.... "'11 liUUII'TIIII
-- G.U.D. ,_..~~~:) 5-AA-1598 RtVISJONS i:N:Dt KNH ~!IT NU;'-IIU. 792
-~ I ,1.
! •
·1· ·-·::_ • ~ l
!
I··
.. lj '
1 ~r; ~ . '1 . . .
,l·-h
I .I i .

SEE NOTE 1

TROWELED AND TOOLED
FlNISHED TO MATCH SIDEWALK
"fiAITEN BOTTOM 1Z'
Of THE PIPE TO PREVENT

TURNING
20TH SJ 4¢0 .--- STANDARD STREET NAME SIGN ·· 0 I. ~__,.. (SEE NOTE 2-.3 AND DWG. NO. JO-B~ 1 086) ,. .
. · . .. ..
4· .
... . .
7' GROUND ClEARANCE
Z' .DIAMETER -;- SCHEDULE 40

GALVANIZED PIPE
.------ PORn.AND CEMENT CONCRETE
I ... ·-~ff-...~.1--.__ 3. MIN.

NO SCALE
NOTES;

1. SIGN PANElS si:wl. BE CONSTRUCf[D FROM 0.080 GAUGE NEW SHEET ALUMINUM ALLOY 5052 HJ8· OR 6061-T6· CONFORMING TO lHE
REQUIREMENTS OF A.S.T.M. DESIGNATION 8209. SHAPE. COLOR. lEGEND AND S12E SIWJ.. CONFORM TO THE CURRENT CAl.lRANS SIGN SPECIFICA110NS.

2. IF STREIT NAME SIGNS ARE THE ONLY SIGNS ON THE POST, lHEN THE GROUND CLEARANCE SHALL BE ·g•-s-.

3. WHERE NO ·STREET NAME SIGN IS SPECIFIED, USE A SUP ON AlUMINUM CAP ON POST TOP.

4. FOR Rl (STOP SIGN): MINIMUM DIMENSION IS J(f •
. REFERENCES•
OWG. I .8-A-1136.

DWG. I 30-B-10-86
ClJT OF JqCIDIOND

DEPARTMENT OF PUBLIC WORKS
DIYIS!IJN OF ;NCJNnRJNC

STANDARD
STREET. NAME
SIGN POST & SIGNS Jo\lE
. 04-15-93
~~~---K~--------~----------------+-_.--~-w ~D
.REVISIONS accx KHH
-VMIUGill
8-A-1145
793
.
1~ .
;
I· .. . ,
..

STREET SIGN

STREET SIGN

LOCATION AT INTERSECTIONS
SIDEWAlK
CURB .RETURN PlANTlNG AREA
LOCATION IN PlANTING STRIP
1 o· SIDEWALK

CURB RETURN
LOCATION IN 10 Fr. MONOLITHIC SIDEWALK
2• GALVANIZED PIPE
'·
'CURB REJURN

LOCATION IN NARROW SIDEWALK

ADJACENT TO CURB
DWG. NO. 8-A-1145
NOTES:

1. CORNER FOR INSTAllATION SHALL BE AS
DESIGNATED BY THE CflY ENGINEER. .

2. SAWCUT REQUIRED IF SIGN IS INSTAlLED
AFTER THE SIDEWALK IS POURED.

3. WHEN PLACED IN SIDEWALK. POLES WIU BE
SET PRIOR TO SIDEWALK C<tiCRETE PLACEMENT

4. UTIUZE SAME PIPE FOR STOP SIGN
AND STREET NAME SIGN WHERE POSSIBLE.

C1TT OF RICHJIOND
STANOARO STREET NAME SltN POST. DEPARTMENT OF PUBLIC WORKS DIVISION OF ENClNnRINC

STANDARD
STREET SIGN LOCATION .
794
·1.1 I !
l : !
If: . :· . '
.... · ..... .. · ..
,---~Tree
t=~9~*}=~r=r==T.::7.~.§:~: .·~:~§:~ Planting Strip
·. . · · 3"'-r. 'Qiarnder Paforated Pipe : • •• with Crak Cap, Typ. ~........,lh>-." .-'-· . ....,·-. BUdc Rubber HoR
. ~]§~~~!~~-~--~-~-·~:·=·.Lodgepole Stake. Typ. 1:: : : :. liDOt Ball J.... '~H~. ~:-.· .PiarltPit
; ....... - g;....;.....-·=-l!DOt Burler, Typ.
~ . .. ., . Sbed---1
Sbftt
Curb_.
------
Gutter ---=--:--+-'-:'- OubudGu~~==~~~~==~J!t=~==~~~:~·-~· ~ r Mulch Layer _ _ __ ........._
. 3• Waterinc Basin-- ---.
3" • 4• Diameter Perforated Pi ,
filled with Oe.an, Crushed Rock.
3/4··or GreateT. W.rap Pipe with
Filter Fabsic: a.nd Cover with Grate
Cap, Typ.

Curb and Cutter---......

Root BanieJ; TJP- ------A
~------ ----~
Undistwbed ~te Soil ----~....c!~
,...----15 CaDoo CanT""'
'l r--r .Diimcler Loclsepole Scakc.
~~Lsqnching.
2/3 Hoght to Branching
24"
r Mulch Layu ------..
3'" Watering Bo.sia---- - 3'" -4• Diazndu Perforated pjpe with" Cnte Cap, 1YJ>. . · Wrap ...,;lh Fruu fa"l.ric.

Curb and G111ter ---.......

Sbeet
Root &nil!!; Tjp. -----¥-1 ~------------J
lh>distmbedSikSoil-----~~~
,.---- -15 GaBon Call 1m
IIY..t~-- r Diamdu LDclgcpole SbU.
~~Tm_Bnnching.
1/3 Height to Branddng
2/3 Height to !lmlchlnt;
Section· PlofP!t: 2 :r DWnetcr of Root Ball

TREE PLANTING DETAIL- TREE WELL TREE PLANTING DETAIL- PLANTING STRIP NOTES:

I. BACKFILL MIX SHALL BE SITE SOIL REMOVED FROM PLANT PIT. INCORPORATE TWO POUNDS Of BROAOl.,EAF P4 PER CUBIC YARD PRIOR TO PLACING BACKFILL IH PIT. .

2. SCARIFY SIDES AND BOTTOM OF PLANT PIT.

3. PRIOR TO INSTALLATION. SOAK ALL PLANTS IN CPNTAINERS WITH WETTJNG AGENT, SUCtt AS AOI!A-6RO.

BE CERTAIN THE· ENTIRE'~OOT BALL IS SATURATED BEFORE REMOVING THE TREE FROM CONTAINER.

4. REMOVE ROOTBALL FROM CONTAINER CAREFULLY, SUPPORTING JT FROM BELOW. SEVER· ANY CIRCUN6 ROOTS 3/16• DIAMETER OR GREATER USING A SHARP KNIFE OR SHEARS.

5. USE BACKFILL TO FILL HOLE ONE HALF FULL. PLACE 1/4 POUND OSMOCOTE St.OW RELEASE FERTIUZER ON SOIL SURFACE PRIOR TO FILLING HOLE TO FINISH GRADE. PACK SOIL AS FILLING TAKES .PLACE.

6. WATER TREE THOROUGHLY AFTER PLANTING BY FILUNG BASIN AND ALLOWING WATER TO PENETRATE. REPEAT TWICE.
....
~ D
~~~---B~~H~
~~~~~g2;~-- Lodt;q>Oie Stake. Typ .
j ...
"' Root Banil!r -+~-il
Sidewalk ---~ .
--Planting~
u..~--- Root Ball
\1>,..!---- PlanlPit
-.f----:-;---i'--'--.t'-Ler Line of lift
r Mulch Layet --------..

T Watering Basin-----.,
Planting Ala---.......
. , ~--~lSQ&nCannft
·---r Diameter Lodsqx>~e Stab,
&~LBrancbing.
1/3 Hoight to Bm.ching
2/3Hoipt to lira~
~~j~~~~~==~&am
·Iii:=---- VndistaJbed Site Soil
Secllon

TREE PLANTING DETAIL- PLANTING AREA
BEHIND SIDEWAl-K
CJTT OP RICIIJ!OND

DEPARTMENT OF PUBLIC WORKS
lJlYlSJON OF ENCIUERINC
795
CASE 0
(
,,.ont ec~eof al-..olk
1/""'H.-t ••• ,. to z.l5" I rO 0 0 ~:~ ::oc,ll9_,;-, 0 0 0 000
CASE
rv!il~ .. ~ 2:::2, eo~ ~1o~
\ • 1.3llC Uox '2X Uo11
' s.e Note 9 SECTION 8-B
()epr'ft• entire •ldewOik 01 required
Limit of PGl' I --J 1·-o: llin j =· 14, ~,-~~~!'--·--------= r .\. - ~ I ~ s.. ... _ Note 9 ' RETROFIT Q£TAIL
Existmo curt> ond aidewalk
BAIS£Q TBYNCATED DQME PATTERN !IN-LINE)

DETECTABLE WARNING SURFACE
AAI5ED TRUNCATED DOME
REFERENCE:

CAL TRANS REVISED STANDARD PLAN ASP ABBA DATED 9-1-2006

CITY OF RICHMOND ENGINEERING SERVICES DEPARTMENT
SJANDARD PlAN
APPROVED BY:

EDRJCKWANCi1Y ~0 ENGINEER
DATE:· SEPTEMBER 2010
REVISED:

DRAWN:

GAR

CURB RAMP DETAILS
SHEET NO.
1 OF 2
DRAWING NO.

ST-2A 796
NOTES:
t. Aa aite conditions dictate, Coae A ttrough Coae G curb romps moy be uaed for earner lnatollotlona aimllor to thOae llhOWn in Oetall A ond O.toil a. The coae or curb romps uaed In Detail A dO not hOve to be the aome. toae A through Case C curb rompa otao may be uaed ot mid block locations, oa aite conditions dictate.
z. If diatonce from curb to back of aidewolk i& too ShOrt to occOIIImOdate ramp ond 4'-0" platform (londing} aa ahown in Cose A, the aidewalk may be depreeaed tongituctinolly aa in eoae e. or c or may be widened oa in case o.
l. When r011p ia located In center of curb return, crosswalk configuration muat be aimllor to that ahOwn for Detail a. •· As site conoitiona dictate, the retolnint curb aide ono the flareo aide of the Cose G r011p aholl be conatructed in reversed position. s. If located on o curve, the aldea of the romp need nat be parallel, but the minimum width of the ramp Shall be 4'•0''.

6. Side aiOPe of ramp flor-ea var;c uniformly from o maximum of 10~ ot curb to conforll'l with •ongituchnal sldewolk alope aojocent 1'o tcp of the romp. except in Case C and Coae F •
' l. The curb ra~~R ehOII be outlined, oa ~. with a t'·o· wide bo.-der with •It grooves approximately f•w on center. See grooving detail.

1. Transitions fr0111 romps ond landing to walks, gutters or atr-.. ta DETAIL A ahOII be flu.h and free of abrupt cnongea. TYPICAL TWO-RAMP COAN£8 INSTALLATIQN

9. Yaxiii!Um slopea of adjoining guttera, the rood surface immediately adjacent to the curb romp or accessible route anal I not exceed 5 percent within 4'-o" of the tcp onct baUOII'I of the curb r-omp. to. Curb rom~ Shall have a detectat>le warning aurfoce thOt extencla the full width ond :r-o" depth of the romp. Detectable lforning Surfacea aholl confOt'm to the detoll• on tnla pion ond the requirement• in the Special Proviaiona.
1 1. fhe edge of the d•tectOble warning surface neoreat the street sholl be bet.een 6• ond e· ft'OIII the gutter flowline. u. Sidewalk and romp thickness. "Tw, aholl be 3\la" minimum.

13. Utility pull baxea1 manholes, voulta and oil other utility foci lltiea within the bOUndaries of the curb r-omp will be relocated or odjuated to grode b)' the owner prior to, or In conjunction with, cur'b romp construction.

14. For retrofit conditions, removal and replacement of curb apron will be at the Contractor-'s option, unleaa otherwise shown on projec1' pions. -re o florecl
8CR
see HDte 1
-.-e o flored tide occur~
provide 2'-fl' atrolght curb
aide occura provllle :r·-o· atrolgl'lt ~
DATE:

REVISED:

REFERENCE:

Crouwolk If

DETAIL B

TYPICAL ONE-RAMP

CQRNER INSTALLATION
SH Not.. I ond )
CAL TRANS REVISED STANDARD PLAN ASP ABBA DATED 9-1-2006

CITY OF RICHMOND ENGINEERING SERVICES DEPARTMENT
STANDARD PlAN
SEPTEMBER 2010 DRAWN:

GAR

CURB RAMP DETAILS

AND NOTES
SHEET NO.
2 OF 2
DRAWING NO.

ST-28 797
II.
i
3 ~
..

Stope posso9ewoy 10 drain zx 110• "\,
C11•1> romp, See Note 9
See Note 4
" ' !
&
._ ..

Raised lslon
TYPE A
Detectable
warnlnv
SurfOCI,
s .. Note
Stre Note
i
" i ..
/Raised Island
/
Det.c:tQble
wo-"f\ino eur foct. See Note l
..
i
1 ..
~
0 ._ .. ;'

PASSAGEWAY
, ..

CUt"b romp, See Note 9

TYPE B PASSAGEWAY
O•tcctollle
llarnlng
sur roc•. See Hole )
11 • i
0 L.
..

TYPE C PASSAGEWAY
- CUrb rontp. See Note 9
II.

I
G,.oovlng,
••• Note 2
;;; Oetec:tollle .oorl\ing surface, See Notea l -!'..----- NOTES: CASE CM CURB RAMP
1, SICiewolk, romp onct possogewoy ·mic:kness, "T", Sholl be 3Yt" minimum.
\ \

2. For <letoiiS of oroovi"9 used with Cose Cw curb t'omp, see St~CI Pion A88A.

J. For c;tetolll of detectoble warning surfocea, see Stondord Pion A88A.

4. Where on islond posaoge '<~oy length Is leq than 6'-o", the Cletec:tOble warning surface $hall extend tne full wiot!'\ onct full oepth or. the possooe .ay 1en9th. Where an Jstonct possoge way length is greater than or equol to 6'-0", but 1eaa than I'·O"heOCh oetectol:lle warning surroc:e snail edend the full wlot ond 2'-o~ depth of the passage way length. Where on islon<l posaoge woy
~
tf.J> /
~/
length ia greote,. ti'IOn o,. equal to a·-o~, eoch detectable worning svrfoce Sholl exteno tt>e full width ond J'-0"
ctePth or the possoge woy length.
s. ror Cose till curb romp, the e<lge of the detectable worning surfoce neore•t the street shall be between &" onct 8" frota the gutte,. flowline •

6. Transitions from romps to woucs, gutte,.s or streets ShOll be flush onct free of ol:lrupt c:nonges .
l. Maximum slopes of oojolniog gutter-s, the ·rooo surroce immediately odjoc:ent to the curD romp o,. accessible ,.oute ShOll not e"c:eect 5 pee-cent within 4·-o~ or ihe top ond bottom of ihe curb romp.
a . Utility pull bo"es, manhOle&, vovlu ono oil otne,. utility focllities within the bounctoriu of the cvr-b romp will be reloc:otect or adjusted to grode b~ the owne.- prio,. to, or in conJunction with, curb romp construction.

9. ror additional curb romp ctetoils, sue Stonooro Pion A88A.

REFERENCE:
(
Culre,.
ftOlllllM
---,-G:J \. 5ee Nate l
SECTION A.-A ~ CltfOr Pd$aOI)e'WOJ1
~I r ~ rr~~ 1 s.. .. roc:• of ,.o,., • ., 1s1ona
--'-~...,.,( ~ ,. ~ j.J. r
J ;""" .. , Retolnlnv N,.D~

SECTION B-B
CAL TRANS REVISED STANDARD PLAN ASP A88B DATED o-1-2006 Cln OF RICHMOND ENGINEERING SERVICES DEPARTMENT

STANDARD PLAN

APPAOVEO
~~
BY' ru ~ ~rTYENGINEER
DATE: SEPTEMBER 2010
REVISED:

CURB RAMP AND

ISLAND PASSAGEWAY DETAILS
DRAWN: SHEET NO.
1 OF 1
DRAWING NO.

GAR ST-3 798
-
:,
H
:; - ! ' .
~ 1:;·
P_C_ GROUT
P_C. CONCRITE

CONNECT

TO LATERAL

LAMPHOLE FRAME
& . COVER CAStiNG
0'· VcP TEE
MATCH EXIST. ASPHALT CONCCOJIISTRUCTION JOINT
o UJN_ P _c_ CONC~ETE

CALDER COUPUNG
REFERENCES• C1TT OF RJr:liJlOJID

DEPARTMENT OF PUBUC WORKS
DIVISION OT JtNCINEDUNC

STANDARD SEWER

SAMPLING STATION
799
1! ..
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:· ar~ I •
··ar·
.II. I.
l~ i
CAST IRON FRAME '\_ /RIM ELEVATION
AND COVER \ (SEEt PLA~?)
:; -==-.r.:===~~= l-.1 ~ ~I RING

IN UNPAVED AREAS (BEFORE BACKFILLING) FORM CEMENT MORTAR SHALL BE

USED BETWEEN GRADE RINGS

CONCENTRIC CONE
(VARIABLE LENGTH)
& PLACE 4 ·fOOT DIAMETER CLASS .. A.. CONCRETE
COLLAR CONCENTRIC WITH CONCRETE GRADE RINGS.

PRE-CAST REINFORCED

CONCRETE SECTIONS
BARREL SECTION :~:
(VARJABLE LENGTH)
PRE-CAST MANHOLE BAS£

BLOCK REQUIREMENTS
THIS SIDE {SEE NOTE 1)
fiRt.t UNDISTURBED SOIL
s•-f) I CAST

IN PLACE BASE BLOCK
s•-t" DIAMETER
PRE-CAST BASE .BLOCK
IN PAVED .AREAS REPAVE AROUND MANHOLE IN
ACCORDANCE WITH . CITY REQUIREMENTS.

WATER-STOP
(SEE NOTE N0.2}
NOTES:

1.PRE -CAST MANHOLE BASE BLOCKS SHALL

BE AS MANUFACTURED BY HANSON
CONCRETE PRODUCTS, INC. ONE HANSON
COURT, MILPITAS, CA 95035 OR EQUAL
PRE-CAST MANHOLE BASE BLOCKS SHAll
ONLY BE USED AFTER .PRIOR APPROVAL
HAS BEEN RECEIVED FROM CITY fOR
EACH LOCATION.

NO. 4 REBAR AT s·· ON
:.l.t-. CENTER BOTH WAYS ELE.VATION SECTION
SCALE: NTS
2--.:Fl:EXIBLE PIPE ONlY - AN APPROVED

WATER STOP SHALL BE INSTALLED ON ALL

FLEXIBLE PIPE ENTERING OR LEAVING A
MANHOLE11 AND CENTERED UNDER THE
.I}) MANHOLE WALL AS SHOWN.
~
1:;.

CHANNEL AS DIRECTED

BY THE CITY

3.1NSTALL "RAM-NECK" BETWEEN EACH
JOINT Of T~E CONE AND BARREL
SECTIONS TO MAKE A flEXIBLE WATER
TIGHT JOINT. AnER JOINT IS MAOE, TRIM
JOINT SMOOTH ON INSIDE Of MANHOLE.
1: REMOVE TOP HALF OF PIPE 4.FLEXIBLE COUPUNG NOT REQUIRED IF ~ THROUGH MANHOLE MANHOLE IS INSTALLED OVER EXISTING
., SANITARY SEWER.

I
. --~i· .· flEXIBLE PIPE COUPLING CI1Y Of RICHMOND@ REQUIRED ON o' ,~, 1 0", & 12" DIAM. RIGID PIPE ONLY. REFERENCE: (SEE NOTE 4) oEPAJfll,tENT or Puauc woRKS l PLAN SECTION 110. Al£ PRO ;;;,~~:~~
I.
· .... ~~~~~~~~AA)------------------s-C_A_LE_:_N_T_s DWG. lfAW£:.,..OPoot..DYta ______________________________________ ]o~AA~W~N~BY]:~]EA~· nS~S~UB~M~II~IEBD~:-----J~OA~JEE:KIIE/~18~/]9~1~ 112, 1 ., (ABOUt.) CHECKED BY: KMH APPROVED: ---~D~WG.~I ~-~AA*-~t~9.4~2=-' 74i' 800 I. ..
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CAST JRON FRAME &. COVER
1 ,_6 .. MAX. . RIN-G SECTION
f' /RIM ELEVATION (SEE PLANS)
I~ -
I . 1 '-6" MAX.

CONClNTRIC.

PRE-CAST CON[
DIA~L
REINFORCE-D . SECTJ'O_NS
CONCRETE 1~~----~----~------L-----~ SECTIONS
s·--o"
INSiDE DIA.

CEMENT MO_RTA.R WILL BE USED
BETWEEN GRADE RINGS •.
·tN UNPAVED .AREAS (BEFORE BACKfiLLING)
FORM & PLACE A 5 FOOT DIAMETER CLASS
"A" CONCRETE COLLAR CONCENTRIC
WITH CONCRETE GRADE RINGS.
-IN .PAVE-D .ARE-AS , REPAVE. AROUND MANHOLE · NOTES.·
BARREL SECTION IN ACCORDANCE WITH· CJTY REQUJREMENTS.
(VARIABLE LENGTH)
I. ~1 ~ SLOPE OF PIPE - USE URAM-NECK"<>R APPROVED £QUAL. - l.PRE-CAST MANHOLE BASE BLOCKS SHALL

BE AS MANUFACTURED BY HANSON
CONCRETE PRODUCTS, INC. ONE HANSON ;.:· J :6 -~':;.---USE PRE.:..·FABRICATED FORM. RING.

OUTSIDE TOP. OF . HIGHEST . _/ f
PIPE IN MANHOLE ~

OUTSIDE -BOTIOM OF -
LOWEST . PIPE IN -MANHOLE
BASE BLOCK CLASS "A'' CONCRETE --./
~ , '

INVER'( PIPE (IN)
NO. 4 REBAR 12"·--oN
CENTER (BOTH ·wAYS)
~FIRM UNDISTURB-E-D SOIL

ELEVATION SECTI-ON
SCALE: NTS

PLAN SECTION

CHANNEL AS DIRECTED

BY THE CITY

REMOVE TOP HALF OF
PIPE THROUGH MANHOlE

DIRECTION OF FLOW
. COURT. MILPITAS, CA 95035 OR ·EQUAL

PRE-CAST -MANHOLE BASE BLOCKS SHALL

ONLY BE - USED AFTER PRIOR APP-ROVAL
-HAS -BEEN "RECEIVED FROM CITY FOR
. EACH LOCATION.

2.FLEXIBLE PIPE ONLY - AN APPROVED
WATER STOP ·SHALL BE INSTALLED ON ALL
fLEXIBLE PIPE ENTERING OR LEAVING A

MANHOLE, AND CENTERED UNDER THE
MANHOLE WALL AS SHOWN.

3.1NST ALL ... RAM-NECK" BETWEEN EACH
JOINT Of THE CONE AND BARREL
SECTIONS TO MAKE A FLEXI13-LE WATER
TIGHT JOINT. AFTER JOINT IS MADE, TRIM
JOINT SMOOTH ON INSIDE OF MANHOLE.

4.TYPE II MANHOLES ARE REQUIRED FOR
SEWER LINES 24" OR. LARGER IN
DIAMETER.

REFERENCE: . ·
®
r. ----:--------------------sc_A_L_E_: _N_T_s-------------------~~~...2!::..__J!ll!!J~!...!.!!~~=--;;;;;J.::::.:.:.:::~...:;:::;:~~ 801

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1::.

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1.:

CEMENT MORTAR SHALL

BE USED BETWEEN
GRADE RtNGS
0 w
UV>
o::z
00'
~-zt--
--U
ww
0::(/)
t-w
VH--
<(W
oo::

JU
wz
a:::o
a_o

RING SECTIONS

CONCENTRIC CONE
(VARIABLE LENGTH)

OUTSIDE TOP OF

HIGHEST PIPE IN

MANHOLE

BARREL SECTION
(VARIABLE LENGTH}

CAST IN PLACE BASE
BLOCK {CLASS •• A"

CONCRETE)
t.

OUTSIDE BOTTOM- Of
LOWEST" PIPE IN MAN'HOLE.

RIM ELEVATION
(SEE PLANS) . IN UNPAVED: AREAS (BEFORE BACKFILLING) FORM & PLACE 4 fT DIA. CLAss· "A" CONCRETE COLLAR
CONCENTRIC VfiTH CONC.RETE. GRADE RINGS. IN

PAVED AREAS REPAVE AROUND MANHOLE IN
ACCORDANCE WITH REOUIREMtNTS OF THE . CITY

FOR RIGID PIPE SPAN OPENING
WITH DUCTILE IRON {CLASS 50) ·'
OR P.V.C. (A.W.W.A. C-900}
INVERT
TEE FITTING NOTES:
]__:~~~~L~:Z::=uJ~...:JJ!:l<-=---- BANDED RUBBER COU PUNG l.PRE-CAST MANHOLE BASE BLOCKS SHALL BE · AS MANUFACTURED BY HANSON.

CONCRETE PRODUCTS, INC.. ONE HANSON
COURT, MILPITAS. CA 95035 OR EQUAL
- 5'-6"
DIAMTER 'OF BASE BLOCK ~ .:

AND/OR WATER STOP
- \ (SEE NOTE NO. 4) TYP.
~IMPORT CLASS 2·A.B.
. 1'-0" MIN.

CUT PIPE TO LENGTH
. CO~STRUCTION JOINT TO
INCLUDE #4 "REBAR 6'' O.C.

BACKFILL WITH IMPORT
CLASS 2 A~~- oR-CONC~ETE
1/4 BEND
FIRM· UNDISTURBED SOIL

PRE -CAST MANHOLE BASE BLOCKS SHALL
ONLY · BE USE"o . AFTER PRIOR APPROVAL

HAS B-EEN RECEIVED FROM CITY FOR
EACH LOCATION .TO BE USED.

ELEVA ltON SECTI-ON

2.FLEXIBLE PIPE ONLY - AN APPROVED ·

WATER STOP SHALL BE INSTALLED ON ALL
fLEXIBlE PIPE ENTERING OR LEAVI_NG A

MANHOLE, AND CENTERED UNDER THE
MANHOLE WALL AS · SHOWN .•
OWC. NAMr: IHIOOUJIMJ 7 /21/tt (AIDUl)
SCAlE: NTS

CHANNEL AS DIRECTED

BY DISTRICT
WIDTH
MIN.

REMOVE TOP HALF or

PIPE THROUGH MANHOLE

PLAN SECTION
SCALE: NTS

3.1NSTALL .. RAM-NECK" BETWEEN EACH
JOINT or THE CONE AND BARREL

SECTIONS TO MAKE A FLEXIBLE WATER
TIGHT JOINT. AFTER JOINT IS MADE, TRIM
JOINT SMOOTH ON INSIDE Of MANHOLE.

4.FLEXIBLE COUPLING NOT REQUIRED IF

MANHOLE IS INSTALLED OVER EXISTING
SANlT ARY SEWER.

R(FERENCE:

CHECKED. BY:

COY Of RICHMOND
DEPARTMENT OF PUBUC WORkS

DIVISION OF' ENGINEERING

STANDARD

DROP MANHOLE
___ DATE: 11/18/91
DWG. 10·- AA-19.
802

1.1 ..
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ll:
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1. ~ PIPE INSIDE
j DIAM. . --USE PRE-FABRICATED

FORM RING
~--- WATER STOP
(SEE NOTE NO. 1) TYP.
..__ ___ FIRM UNDISTURBED
SOIL

DIAMETER OF BASE BLOCK
ELEVATfON SECTION
SCALE: NTS
FLEXIBLE PIPE ~
COUPLING REQUIRED !~
ON RIGID PIPE ONLY------..""' . so·
6' MIN., 12' MAX. ~- ! \
CHANNEL AS . J
DIRECTED BY CITY---...
t
SEWER MAIN~
. BUILDING LATERALS
(TYPICAL)
PLAN
SCALE: NTS
, ; __ oWG._NA_W£:_·_w-_O£TOO.&JIW8 __ 7_12_•1tt (AIIOUl) NOTES:
l.FLEXIBLE -PIPE ONLY. AN APPROVED

WATER STOP SHALL BE 'INSTALLED ON ALL

FLEXIBLE PIPE ENTERING OR LEAVING A
MANHOLE.AND ·cENTERED UNDER THE
MANHOLE WALL AS SHOWN.

2.ALL PIPES IN MANHOLE BASE BLOCK
SHALL MATCH TOPS.

3.MAXIMUM NUMBER OF LATERALS TO BE

CONNECTED TO A DEAD END MANHOLE IN
A CUl-DE-SAC IS (4) FOUR.

4.1NSTALL "RAM-N~CI\ BETWEEN EACH JOINT

OF' THE CONE AND BARREL SECTIONS TO
MAKE ·_A FLEXIBLE WATER TIGHT JOINT.

AfTER JOINT IS MADE, . TRIM JOINT
SMOOTH· ON INSIDE OF MANHOLE •
DRAWN BY: EAS
CHECKED BY: KMH
803
1 .. . . .
- ... ··'
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---SEE STANDARD DETAIL SHEET NO. 10-AA-1950

FOR FRAME AND COVER DETAIL-----
·x r
I NOTES:
~-t 1
USE ,. RAM-NECK'• OR
APPROVED EQUAL _ __,
------ FIRM UNDISTURBED
• 4'-f> DIAMETER . -1 eo 1 .INSTAll "RAM-NECI\ BETWEEN EACH JOINT or THE CONE AN:O BARREL
3'-E) DfAM. CONCRETE BASE B.LOCK
-------· SOIL ----------
C NCRETE BASE BLOCk TYPE "B'~ MAN HO-LE SECTIONS TO MAI<E A FLEXIB~E WATER TIGHT JOINT. AFTER ~OINT IS MADE, TRIM .

JOINT SMOOTH ON INSIDE OF MANHOLE. Ty ·- PE , A" MANHOLE SCALE: NTS SCALE: NTS

FLEXIBLE PIPE

COUPLING FOR

RIGID PIPE ONLY

TYPICAL PLAN SECTION
SCALE: NTS
UNPAVED AREA THIS. SJDE PAVED AREA THIS SIDE
-#4 REBAR HOOPS
#4 REBAR AT 18,. O.C.

FIRM UNDISTURBED
SOIL
s•-(j- OR s•-Q"' SQUARE IN UNPAVED AREAS. ONLY
4'-cr - IN PAVED AREAS
CONCRETE COlLARS
• 4' -f> DIAMETER I

CONCRETE BASE BLOCK
-I Cll
o ·w I X- j.,l ;:.. ~~
TYPE "C" MANHOLE
SCALE: NTS

2.COLLAR AND BASE BLOCK SHALL. BE
CLASS "A" CONCRETE POURED JN PLACE.

3.1NSTALL PRIVATE CONTROL MANHOLE
. FRAME AND COVER AS SHOWN ON CITY OF
RICHMOND STANDARD SPECIFICATIONS.

MAX. 4.ALL CONCRETE GRADE RINGS~ . CONES AND
BARREL SECTIONS SHOWN_ ABOVE _ARE

PRECAST AS MANUFACTURED BY HANSON
CONCRETE PRODUCTS INC. ONE HANSON . .

COURT, ~ILPITAS, CALIFORNIA OR AN

APPROVED EQUAL
S.FLEXIBLE PIPE ONLY - AN APPROVED

WATER STOP SHALL BE INSTALLED ON ALL
flEXiBLE PIPE ENTERING OR LEAVING A

MANHOLE AND CENTERED UNDER THE
MANHOLE WALL. @ .

REFERENCE: CJ1Y OF RICHMOND
DEPAR'I\IENT OF PUBUC WORKS
DIVISION OF ENGiNEERING
NO.

DRAWN BY:

CH~CKED BY:

PRIVATE

CONTROL MANHOLE
---DATE: U/18/9l
OWG. IO~A"A-1946 804
1 ., -

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COMBINATION VENT & PICK HOLES
( 4 Required Locate:d At go· Intervals}
PLA.N
SCALE: NTS
2'-1 3/5'

PICK HOLE
(See Detail)

ELEVATION SECTION
SCALE: NTS
PICK
1 1 t•

ELEVATION
SCALE: NTS
PLAN

HOLE DETAIL
SCALE: NTS
NOTES:

1.MINOR MO.DIFJCATIONS IN ABOVE

DIMENSIONS AND MANUFACTURING

CONFIGURATIONS ARE PERMISSIBLE
SU.BJECT TO " CJT.Y' APPROVAL.

2.CAST IRON FOR FRAME AND COVER SHALL
BE CLASS 30 MINIMUM AS PER A.S.T.M. A48 •

3.BEFORE LEAVING THE FOUNDRY, THE

FRAME AND COVER SHALL BE PAINTED OR
DIPPED IN ASPHALT PAINT. ®.

CRY ·OF RICHMOND
DEPARTMENT or PUBUC WORKS
DIYISION OF ENGINE£RJNC
N MANHOLE FRAME + COVER
805
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1/2" HEX-HEAD STAINLESS STEEL BOLT
WITH 1 /8" THICK NEOPRENE GASKET
(4 REQUIRED LOCATED AT 90· INTERVALS)
PLAN
·SCALE; NTS

PICK HOLE
(See Detail)

BOLT HOLES IN COVER

TO BE COUNTER SUNK

FOR BOLT HEADS

BOSSES FOR BOLTING
1 1 /8"
-
1 1 2''
EL·E-VATION
SCALE: NTS
~-- J ---
3/8'. J --- . t
2,-0 ..
2'-7 1/2" PLAN

ELEVATION SECTION PICK HOLE DETAIL
SCALE: NTS SCALE: NTS
~
NOTES: . .., ... . . .

1.MINOR MODIFICATIONS IN ABOVE
DIMENSIONS AND· MANUFACTURING. CONFIGURA TJONS ARE PERMISSIBLE SUBJECT TO CITY. APPROVAL

2.CAST IRON fOR fRAME -AND COVER SHALL
BE CLASS 30 MINIMUM As · PER A.S.T.M. ·A-48.
·3.WHEN VENT HOLES ARE SPECIFIED FOR

THE BOLT -DOWN MANHOLE COVER ON
PLANSb THEY SHALL BE DESIGNED AND

SPACE AS SHOWN ON STANDARD
MANHOLE COVER DETAIL S~EET NO. lO·AA-1947
F

4.BEFORE LEAVING TH£,FOUNDRY\ THE
RAME AND C.OVER SHALL BE PA1t•ITED OR ~ DIPPED JN ASPHALT PAINT. . ~ DESCRIP110
DRAWN BY: EAS
CHECKED BY: K MH
PRO
806
If -
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PICK-HOLE
(S~e Detail} 1 ·1 2''
PLAN.

COMBINATION VENT .AND PICK-HOLE
' ( 1 Required)' ELEVATION
SCALE: NTS
2'-2 1/4"
2'-1 3/8"
2'-1 5/1 b
--t.G 1 1 /2"1...£ I ~-, r 1 1/8"
~~. · _,. cJU[d~ ~%~ t
9/1 f) J I. z·-11' •
2'-7 1/2 ..

ELEVATION SECTION
SCALE: NTS
SCALE: NTS
PLAN
PICK-HO.LE DETAIL
SCALE: NTS
NOTES:

1.MINOR -MODIFICATIONS IN ABOVE
OJMENSIO~S AND MANUFACTURING

CONFIGURATIONS ARE PERMISSIBLE
SUBJECT TO CITY APPROVAL.

2.CAST l~ON FOR fRAME AND COVER SHALL
BE CLASS 30 MINIMUM AS PER A.S. T .M·. A- ·

48. 3.RAISEO LETTERS 1 / 4" HIGH TO BE CAST IN
CENTER OF MANHOLE COVER.

4.8EFORE LE.AVING THE FOUNDRY, THE
FRAME AND "COVER SHAll BE PAJNTED OR
DIPPED IN ASPHALT PAINT. @
REfERENCE:

PRO

CITY OF RICHMOND
OEPARTJoiEHT Of PUBliC WORKS
DIVlSiat Of ENGINEERING

PRIVATE MANHOLE

FRAME AND COVER
DATE: 11/18/91 ---. DWG.IO~AA~I949
807
l
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.
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IJ: ·.
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It: :

IJ, . I :
in _._ I
__
PLAN
SCALE: NTS
. 2'-6 3/16'" .
2'-3 7 /8"
2'-3 3/4'
1/8"
9"
2'"-o" 5 t ;t•,___, ____ _.
2'-11 ..

PICK-HOLE
(See Detail)
r 1 1 ;a"
t
VENT HOLE .
( 1" Oiam. 1 Required} ·
1''

ELEVATION
SCALE: NTS
1 1
ELEVATION . SCALE: NTS
PLAN
PIC K~HOLE DETAIL
SCALE: NTS
NOTES:
l.MINOR MODIFICATIONS IN ABOVE
-DIMENSIONS AND. MANUFACTURING
CONFIGURATIONS ARE · PERMISSIBLE
SUBJECT TO Cl TY· APPROVAL. . .
2·.CAST IRON FOR FRAME AND COVER SHALL
BE CLASS 30 MINIMUM AS PER A.S.T.M. A48.

3.RAISED 'LETTER t /4'" HIGH TO BE CAST IN
CENTER Of MANHOlE COVER.

4.BEFORE LEAVING THE FOUNDRY THE

FRAME AND COVER SHALL BE PAINTED OR
DIPPED IN ASPHALT PAINT. ®
808
:I
:I
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j:
t
i
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I ' .:
a· ; .'
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I
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PLAN
SCALE: ·NTS
1 5/8'! l
1 '-1 o"
3'-0"
3'-8"

ELEVATION SECTION
SCALE: NTS
~ IWIE:N-D£1010.~ 7/H/t1 (DtltN)
f' DIAMETER VENT "HOLES IN OUTER COVER
{8 Required.Loca.ted at 45· interval's and
on a 31 1/ 4" Diameter· Circle Tha.t Is Concentric
about the Center of the Covi!r)
1" DIAMETER VENT HOLES IN .INNER COVER
{ 4 Reqtifred Located at 9(T Intervals ·and
on a 14 3/ 4" Diameter Circle. That Is Concentric .
abou·t the Center of the Cover}
NOTES:

1.MINOR MODIFICATIONS IN ABOVE

DIMENSIONS AND MANUFACTURING

CONFIGURATIONS ARE PERMISSIBLE

SUBJECT TO CI-TY APPROVAL

2.CAST IRON fOR FRAME AND COVER SHALL
BE CLASS 30 MINIMUM AS PER A.S. T.M. A40.

3.BEFORE LEAVING THE FOUNDRY, THE
fRAME AND COVER SHALL BE PAINTED OR
DIPPED IN ASPHALT PAINT.

EFERENCE: CI1Y Of RICHMOND
DEPARTMENT Of PUBUC WORKS
OIVlSIO"N OF ENGINEERING"
36"' DIAMETER F==-==~~~~-----------RD.-.., MANHOLE FRAME AND COVER ___ DATE: 11/18/91
owe. 10 ~ AA.;.I951 809
IWC1 • <N.W£:411 . -DET01 1.DWG 7/21/11 (DEF'EN)
SEE DWG. 10-AA-1956
FOR BOX 8 COVER REQUIREMENTS.

CAST ·IRON COVER/CONCRETE BOX

CAST IRON FRAME & COVER
PAVEMENT SURFACE AS REQUtRED BY CITY
CLASS "A" CONCRETE

USE FLEXIBLE COUPLING WHEN--,
JOINING V.C.P. TO FLEXIBLE PIPE -
MIN.
(TYP.)
~NO DEFLECTION PERMITIED AT

INTERMEDIATE JOINTS

FIRM UNDISTURBED

RISER STATIONING

ELEVATION
SCALE: NTS
CLASS 2 A.B.

BEND 'FITIING
REFERENCE:

NO. DATE DESCRIPTION

REVISION
DRAWN BY: EAS
CHECKED BY: K M H
CfTY OF -RICHMOND

DEPARTMENT OF' PUBUC WORKS
DJVISlON OF ENGINEERING
APPRO RISER -""'2_
j SUBMITIED: #(VJ() . I DATE: II/ 18/91
!APPROVED: ~~ .l DWG. t0":'AA.;.;1952 810
I ;_
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1:~ I
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.·.s 1::
1:1
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f
PICK
' t

COMBINATIION VENT & PICK HOLE
PLAN
SCALE:. NTS -- -
,·:.:..4 5/811
1'-4 11~11
+1/2-
'

ELEVATION SECTION
SCALE: NTS
NOTES:

1.MINOR MODIFICATIONS IN ABOVE

DIMENSIONS AND MANUFACTURING

CONFIGURATIONS ARE PERMISSIBLE
SUBJECT TO Cl TY APPROVAL

2.CAST IRON FOR
·FRAME AND COVER SHALL
BE CLASS 30 AS PER A.S.T.M. A-48.

3.8EFORE LEAVING THE FOUNDRY, THE

FRAME AND COVER SHALL BE PAINTED OR
.DIPPED IN ASPHALT PAINT.

EFERENCE: CITY OF RICHMOND
DEPARTMENT Of PUBUC WORI<S

DIVISION OF ENGINEERING
___ OATE:II/18/91
owe. Jo·-AA-1953 811
.

STANDARD
STANDARD CLEANOUT BOX (TYP.) _
(See Sheet No. IO AA-1956) _(See. Sheet No.to-~~~~:.---,r:±:?T~rt w
z
_j

SANITARY SEWER

INSTALL CLEANOUT
GRADE

CLEANOUT
C_OUPLING
6" ±fLEXIBLE----'

STUB WHEN FLEXIBLE-
'~TWO WAY" CLEANOUT IS USED
TYP·ICAL CONNECTION TO BUILDING

SEWER TO EXISTING LATERAL
SCALE: NTS
C)
z
lo
._j
::)
m

BUILDING

PLUMBING
"KICK-OUI"
NOTES:
1 .CLEAN OUT BE INSTALLED BEHIND THE
fACE Of CURB.

2. THE SEWER SHALL BE LAID ON A

STRAIGHT GRADE- BETWEEN THE MAIN

SEWER AND THE PROPERTY LINE AND

BETWEEN THE PROPERTY LINE AND THE
BUILDING PLUMBING. @
REFERENCe · CllY Of RICHMOND
OEPARn.tEKT Of PUBUC WORKS
DIVISIOtt OF ENGINEERING

BUILDING
NO. DATE OESC RIPllON ~PRO

REVISION SEWER DETAILS
DRAWN BY: EAS I SUBMITTED: JOATE: 11/18/91
CHECKED BY: KMH I APPROVED: .towc.ao~AA-1954A 812
1·1,-
. .
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D ETA I L - BUILDING

SEWER ADJACE-NT TO

BUILDING FOOTING
NOTES:

LCLEANOUT BE INSTALLED BEHIND THE
FACE OF CURB.

2. THE SEWER SHALL BE LAiD ON A . .

STRAIGHT GRADE BETWEEN THE MAIN

SEWER AND THE PROPERTY LINE AND

BETWEEN THE PROPERTY LINE AND THE
BUILDING PLUMBING.

STANDARD CLEANOUT BOX

ALL CLEANOUT MUST BE

BROUGHT TO GRADE AND
PROTECTED WITH APPROVED BOX.

IQ
z
0 l_j
....____..........----~ =:J
~----~~~~~ 00
IF BUILDING PLU.MBING IS LARGER
THAN 4 INCHES IN DIAMETER
USE A STANDARD 6 INCH WYE IN PLACE
OF TWO-WAY FITII NG.

BUILDING

PLUMBING
"KICK-OUT~

TYPICAL CONNECT-JON OF BUILDING
SEWER ·To EXISTIN-G LATERAL
SCALE: NTS
~HED GRADE ~ "'V>>TDEPTH OF COVER "TWO-WAY"

MEASURE HERE CLEANOUT
(SEE. SHEET N·o. .-J"\.-.L'~
10-AA -1959 A 8 B) _..>I,J'-LJ----'---...._,__
I z
0 ~ BlHLDING PLUMBING
... KICK-OU.I
~ESS THAN ~.'I ~
LONG-RADIUS FITT.INGS
.( 1/8 BEND MAXIMUM)
TYPICAL CONN-ECTION TO BUI.LDING
SEWER FOR SHALLOW BUILDING ~
PLUM 8 IN G " KICK·- 0 U T" r.::o=R£FER~EN~cE:-----.---==~~~ SCALE: NTS

0. DATE PRO
813
I:
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1:;··.
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1·. ' !

LAY PIPE FROM SADDLE TO PROPERTY LINE, INSERTING HOSE INSIDE AS JS BE'ING LAID· TO THE W'(£ BRANCH AT CURB CLEANOUT. INSTALL TEST EQUIPMENT AND . PRESSURIZE LINE IN ACCORDANCE WITH STANDARD SPECIFICATIONS. IF TEST IS SATISFACTORY REMOVE PLUGS AND CONTINUE PIPE LA YIN G.

TYPICAL -

BANDED RUBBER COUPLING
AIR rEsT PLUG

ROAD SURFACE - EXISTING ROADS

ROAD SUB-SUBGRADE - NEW ROADS
SEWER MAIN -------t-..u
IT
t-
::)
0 z
-<(
w
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(J
Ol . ac
=>
0 I.&..
0 ~
(.)
<(
m

CLEAN OUT

AIR TEST FITTING

AIR TEST PLUG
LATERAL SEWER TEST 1/4n NEEDLE VALVE 5 lb. GAUGE
INSTALL TEST PLUGS AND TEST FITTINGS AS SHOWN AND . .

PRESSURIZE LINE IN ACCORDANCE WITH STANDARD
SPE:CIFICATIONS AfTER APPROVAL TEST EQUIPMENT
MAY BE REMOVED AND CONNECTION SHALL BE MADE.

BANDED RUBBER COUPLING

AIR TEST PLUG
SEWER MAIN-------+~
w
z
_J
>- ...._
ac
laJ
Q..
0 ~
a..

SCALE: NTS
w
z
_J
J--,
z
w
~
w
(I)
<( AIR TEST FITTING L&J
0!
0 INSTALL AIR TEST
-41
ATTACH AIR HOSE -4

TO TEST FITTING

INSTALL AIR TEST PLUG
AIR
PIPE PlUG\

PLUG COCK WITH SIDE -OUTLET QUICK CHANGE FITTING

AIR TEST FITTING
SCALE: NTS

FITTING SHOWN ABOVE CONSISTS OF THE MINIMUM HARDWARE

REQUIRED AND SUGGESTS A RECOMMENDED CONFIGURATION ONLY

BUILDING DRAIN AND

STANDARD CLEANOUT
REfERENCE:

HOUSE SEWER TEST

CIIY OF RICHMOND
DEPARJ)IENT OF PUBliC WORKS
DIVISION Of ENGINURING
SCALE: NTS NO PRD B~ILDING SEWER
AIR TEST DETAIL ___ DATE: 11/18/91
814 DWG. IO-:AA~I955
11 __ f _
' .

IL
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Ji

CAST I RON COVER
SURFACE AS REQUIRED2'" MIN. j

CONCRETE BOX CONCRETE COVER

IN PAVED AREAS OR TRAFFIC AREA

BOX AND COVER -SHALL BE SUITABLE
FOR AASHTO H-.in LOAD

FINISHED GRADE
BONDED RUBB(R COUPLING AND ·cLAY

CAP OR APPROVED EQUAL
. /.PAVING
rr-----1111'"""""""7''-Tr!>ir7m=i..

CLEANOUT BOX {SEE NOTE)
HAND· TAMPED BACKFILL TO

90.% RElATIVE COMPACTION

INSTALL VERTICALLY

AND- CUT TO LENGTH
1----- 1 /8th BEND
BUILDING SEWER \

BEND AT TERMINUS ONLY
FOR .INTERMEDIATE CLEANOUTS

ELEVATION
SCALE:NTS

TERMINATE CLEANOUT AT CLOSEST JOINT TO SURFACE WITH
TEMPORARY PLUG. AFTER All BACKFILL IS COMPLETE AND
SUB-GRADE M~DE IN AREAS TO BE PAVED, THE FINAL
RISER PIPE AND BOX SHALL BE INST A~LED AS SHOWN.

NOTE:
l.A RECTANGULAR BOX AS SHOWN ABOV-E
SHALl BE USED fOR CLEANOUTS _THAT

ARE CAPPED USING A BANDED RUBBER
COUPUNG.

2.CIRCULAR BOXES ARE PERMITTED FOR
CLEANOUTS THAT ~RE CAPPED WITH A

SCREW TYPE CAP OR THE APPROVED TOP
OPENING CAPS. TYPE AND MANUFACTURE

SUBJECT TO APPROVAL

3.CIRCULAR BOXES INSTALLED IN SIDEWAlK
AREAS SHALL HAVE A SOLI_D COVER
WITHOUT HOLES.

4.APPROVED RECTANGULAR BOXES ARE:

A)CHRISTY CONCRETE PRODUCTS 83 .

BOX WITH A 83D CONCRETE LID OR
·83C METAL LID OR
B)BROOKS. PRODUCTS INC. NO. 3
METER BOX WITH A NO. 3 HEAVY
DUTY CONCRETE LID OR A · NO. 3

CAST IRON TRAFFIC UD OR AN

APPROVED EQUAL

5.CONCRETE LIDS ARE ACCEPTABLE fOR

USE IN NON-VEHICULAR TRAFFIC AREAS,

WHILE METAL LIDS MUST BE USED
ELSEWHERE •
G.ALL CLEANOUT BOX LIDS . SHALL B~
MARKED WITH A LETIER "S' OR THE WORD
"SEWER" • .

REfERENCe CITY Of RICHMOND
D£PARntENl OF PUBLIC WORKS ·
DIVISION Of ENGINEERING

BUILDING SEWER
CLEANOUT TO GRADE ___ DATE: 11/18/91
OWG· 10.- AA-1956 815
·1r ~ ~oT-Es: .
' · · ' . 1.THE . ABOVE DETAILS ARE TYPICAL FOR .
' . MAIN AND BUILDING SEWERS WHEN RI.GID
; .· · PIPE IS USED.
:1 t: ZJF CLEARANCE BETWEEN PIPES IS LESS
. .. _, THAN 6.. DUCTILE IRON OR PVC PIPE, OF ~ r, ,. _ :1 : · THE T'(PE SHOWN SHALL BE USED. \ . ;·1·r: 3.THIS TYPE OF CROSSING MAY ALSO BE
• · . REQUIRED BY THE CHY OF RICHMOND
:1·1. WH.EN CROSSING CERTAIN OTHER
, . · UliLITI~S.
. ' ~ J
It ,

EXISTING

LONG RADIUS FITTING----------
(1/Bth. ~END MAX.) .

BA~DED RUBBER COUPLING_//
OR APPROVED EQUAL (TYP.) I
ONE lENGlH OF
& GUTTER
SOIL
3" MIN. CLEARANCE

BETWEEN PIPES
~I r: i . ;
SANITARY S[WER MAIN TYPICAL CROSSlNG OVER STORM SEWER
J·C
l
;1-r.·' 1 :
.I ,.' I 1
: •' J
.
._, .
'
, '
E.XISTING . ~AVEMENT ~
_£6Jif! . .nrr€i!W
3" MIN. CLEARANCE

BETWEEN PIPES
SCALE; NTS

LONG RADIUS
(1/Bth. BEND
·FITTING
MAX.)
:._--r---~""F-::,.......:::::~-I_f DEFLECTION IS GREATER THAN MAN-UFACTURER'S SPECIFICATIONS USE 1 j 16TH BEND FITTING.

SANITARY SEWER MAIN
SEE NOTE NO.1
ONE

LENGTH OF

DUCTILE IRON
PIPE {CL 50-51)
OR
BANDED RlJBB.ER COUPLING
OR APPROVED EQUAL (TYP.)
P.V.C. {AWWA C-900) PIPE
{SEE NOTE 2)

TYPICAL CROSSING UNDER STORM SEWER
SCALE: NTS
REFERENCE:
@
Cl1Y Of RICHMOND
OEPARn.t£NT Of PUBUC WORKS
OIVISIOH Of EN~G
816
a-i ..
:·J·.··. I •
I
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l~r I . .
-r~
.. ·
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..
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_, :.

I.

EXISTING GRADE ~
ONE 20' -0" LENGTH Of DUCTILE IRON PIPE
(Cl 50. OR 51) OR P.V.C. (AWWA C-900) DR-14 .

SANITARY SEWER MAIN~ PRESSURE PIPE CENTERED OVER THE WATER MAIN OR LATERAL · · ~
. . f [1j . ~"""' -:-7'1. BANDED RUBBER COUPLING ·
4 .. MIN. Cl,EARANCE BETWEEN PIPES OR APPROVED EQUAL (TYP.} TYPICAL CROSSING ·ovER W-ATER MAIN
NOTE: .

IF CLEARANCE .BETWEEN PIPES IS LESS THAN 1,
DUCTILE . IRON OR PVC PIPE, OF ' THE TYPE SHOWN,
SHALL BE USED.

SCALE: ·NTS
EXISTING ~RADE. ~
~--~-------~~~~----~~~~~t~---~ ~J~;;::JI•
1 _4_' _o_" _M __ IN_. __
1 4 • -0" MIN.
4'" MIN~ CLEARANCE BETWEEN

SANITARY SEWER MAIN ONLY
TYPICAL CR.OSSING UNDER WATER MAIN
SCALE: NTS
OWC. .lf4M£: N-00017 .DWG 7/le/'1 (CAM)
•
REFERENCE: Cf1Y OF RICHMOND
DEPI-R'NOO. OF PUBUC WORKS
1 v OF' ENGINEERING

SANITARY SEWER
~~---~~~__,L.:-:.,,.;PRDI WATER MAIN CROSSING
---DATE: 11/18 91
OWG.IO-AA-195
817
.I .I
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.
•
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BEDDING COVER AND SLOPE REQUIREMENTS

FOR SEWER INSTALLATION

PIPE COVER LIMITATION TABLE
PIPE SPECIFICATION - SEE SEC. 5 COVER IN FEET
MIN - MAX* *
MATE.RJAL
TYP.E AND
MINIMUM ClASS DETAIL A DETAIL 'S

BUILDING SEWER

FROM PROPERTY LINE TO BUILDING

IN UNPAVED PRIVATE PROPERTY
4-fJ VCP - 2 -.30
4'~ -617 ABS. SOLID & COMPOSITE WALL - 2 -30
4" -fJ' CIP SOIL PIPE - I -30
4 17 -6" DIP DUCTILE (50 & 51) - I -30

4.' -f!' PVC CLASS SOR 18 - I -30

MAIN & BUILDING SEWERS

IN PUBLIC UTILITY AND CITY EASEMENTS

STREET RIGHTS OF WAY AND PAVED PRIVATE PROPERTY
4'' -6~ VCP 2-19 - 8" VCP 3-16 -
1 o·· -LARGER VCP . 3-14 -
4" -LARGER ··GIP SOIL PIPE I -30
4" -LARGER DIP DUCTILE IRON {CLASS SO . &. 51) I -30 - 8"-LARGER PVC COMPOSITE WALL 3-30 - 4~ -LARGER PVC SOLID WALL· (ClASS SDR 14) I -30 -

WHEN MAXIMUM COVER IS EXCEEDED, APPROVAL
BY CITY OF SPECIAL BEDDIN.G REQUIREMEMT IS NECESSARY
NOTE: ABS PIPE CANNOT BE USED IN PUBLIC UTILITY AND CITY EASEMENTS, STREET RIGHTS OF WAY AND PAVED PRIVATE PROPERTY.

TRENCH
WIDTH

IMPORTED BACKFILL
(SEE NOTE)

STREET SUBGRAOE
-=--~---r-~=--::~- IMPORT CLASS 2 A.B.

NOTE:
0 Vl ,.,., -~
Vl
wz
_l<(
I
fPIPE BELL
PIP£

REPLACE WITH IMPORTED BACKFILL AS REQUIRED BY CITY

SPECIAL BEDDING DETAIL
SCALE:. NTS.

TRENCH
WIDTH
PIPE

CONCRETE CLASS
A OR C

SEE PLANS FOR

DIMENSIONS
SEE NOTE BELOW·
NOTE:
· SOLID SUPPORT ON FIRM UNDISTURBED GROUND IS

REQUIRED BEFORE CONCRETE ENCASEMENT IS POURED
CONCRETE ENCASEMENT DETAIL . SCALE: NTS
IO·AA-IoS'lA
REFERENCE:
818
1 -r ... . I .. , I .
.',1 . ... .. _
.-, ;- ' 'I :, ~
:) :["1 .. . ' . .
-If : \ . ":-
:.-.·f:
, __ j:
. .
-----------,,----------·- -- ·· . .

MINIMUM SIZE AND· SLOPE

LIMITATION TABLE
SPECIFICATION - SEE SEC. 20 & 21 * *

MINIMUM MAXIMUM

PIPE SLOPE COMMENTS FIXTURE
-DIAMETER (FT/FT) UNITS
B·UlLDING SEWER

FROM SEWER MAIN TO BUILDING
.. IF MAIN IS NOT ADEQUATE 4" 0.02 DEPTH 0.01 FT /FT IS MINIMUM 200 6" 0.01 600
MAI.N SEWERS
a"· .003 -
1 o" 0.0015 -
12" .0010 -

LARGE PER PLANS AND ENGINEERS REQUIREMENTS
SPRING

COVER (SEE PIPE

COVER LIMITATION
TABLE)
t

FLEXIBLE PIPE

MATERIAL THIS
SIDE OlY
~--~~~~~-
. PIPE: BEDDING
(SAND)
3" PLUS PIPE
O.D./2

PIPE FOUNDATION
(IF REQUIRED)

TRENCH WIOTIJ
I· -

ALL PIPE MATERIALS

EXCEPT FLEXIBLE
PI.PE FOUNDATION
(I_F REQUiRED)
BEDOI·NG (SAND}

SEWE-R SUBGRADE
BALLAST . ROCK . (IF REQUIRED)

TRENCH WIDTH
MAIN BUILDING SEWERS IN PUBLIC UTILITY AND. CITY ·
EASEMENTS, STREET RIGHTS OF WAY AND P.AVED PRIVATE PROPERTY NATIVE BACKFtLL

COVER (SEE PIPE

COVER LIMITATION
TABLE)
I · I
SPRING (ALL PIPE) ·
LINE
,.------IMPORT CLASS 2. A. B. (OR SAND)
--=-----"""T"-------.-r----.,t-. ...-r----- TRENCH BACK FILL --:---------~--+-~--
t·. § 1ot w~
FLEXIBLE PIPE . CL 8
MATERIAL THIS CL ~ ~--=--
SID.E OlY '"' ~------+---~~--
PIP£ BEDDING
3• PLUS PIPE O.D./2
PIPE FOUNDATlON
IMPORT CLASS 2 A. B. (OR SAND)
A_LL PIPE MATERIALS

EXCEPT FLEXIBLE

PIPE FOUNDATION
(IF REQUIRED)

BEDDING (SAND)

SEWER SUBGRADE
BALLAST ROCK (IF REQ~IREO)
* UNLESS OTHERWISE REQUIRED BY CIT'( OF RICHMOND BUILDING SEWER IN UNPAVE.D PRIVATE PROPERTY FROM BACK OF CURB TO BUILDING

DETAIL A
SCALE: NTS
-.
1 ~ 1 DETAIL B DESCRIPTION
819
BOLT DOWN {TYP.)
{SEE NOTE NO.7)
~--r-- POUR CONCRETE

COLLARS AROUND

CAST IRON FRAMES
BOX
NOTES:

1.ALL CONCRETE SHALL HAVE A MINIMUM
COMPRESSIVE STRENGTH OF 3000 P .S.I.

AT 28 DAYS.
.2.CIRCULAR LIDS FOR NOTIINGHAM SHALL
BE SOUTHBAY .FOUNDRY 1900 - BD .OR
APPROVED EQUAL. WITH RAISED "SO OR
THE WORD ·" SEWER:•
MAIN TANK---~

PLAN VIEW

SAMPLE BOX
- 10"x10" CAST

IRON -COVER
(HEAVY TRAFFIC)

3.TANK TO BE PLACED ON CLASS 2 A. B.

E \
F
VENT TO ROOF SCALE: NTS

AND INSTALL AS

REQUIRED BY

UNIFORM PLUMBING
CODE
NOTE: TO ENGtNEER OR
ARCHITECT PROVIDE 4 ..

ELEVATION DROP BETWE.EN

INLET AND OUTLET PIPES

THROUGH BOX SHOW PIPE

INVERT ELEVATIONS AT INLET
AND OUTLET ON PLAN. ~-VARIES 2'-o" 1
1/2"(TYP) -, ~~~~~~ r~~~~~~~~~~~~ u•--VENT TO ROOF H

CAST IRON

PIPE FROM

BUILDING TO

INTERCEPTOR
OR AN

APPROVED
EQUAL----l

WATER J

SURFACE
c
D

ELEVATION SECTION
SCALE: NTS
CAPACITY q.t.FJ.GREASE A - B c D E
1000 67 4'-4 .. . 1'-o'" 2'-0 .. 8'-o'" 5•-11·
1250 -75 5'-Cf 1'-Cf' 2'-Cf' 8'-(/" 5•-11'"
1500 83 5"-<f· 1'- ff 2'-0 .. 8'-o'" s'-11·
f
4'-3'"
4'-3.
5"-3'"

AND INSTALL AS REQUIRED

BY UNIFORM PLUMBING CODE
L STANDARp CLEANOUT

TO GRADE

GROUT ALL AROUND AS

REQUIRED
BANDED RUBBER COUP~NG
(TYP.)
CAST IRON LONG 1/ 4" BEND
4"x12" OR APPROVED EQUAL
.EXCAVATION SpECIFICATION

END VIEW
SCALE: NTS
G . H LENGTH WIDTH DEPTH BELOW INLET
REFERENCE:·
5'-3'" 4'-1. 9'-{} 7 • Cf' 4' 4 .. ·-
5"-11 3'-11 9"-(/" 7'-<i 5'- (j NO. DATE
5'-11 4'-1 t 9'-o'" 6'-o'" 5'- <f
DRAWN BY:
-· .. --··

4.HEIGHT OF TANK ABOVE fiTIINGS
VARIABLE, 6 OR 12 INCH S~CTlONS MAY BE

ADDED TO REACH THE REQUIRED

FINISHED GRADE MORTAR AND BAND
BOTH SIDES IN fiELD.

5.ALL CONCRETE JOINTS SHALL BE CLEANED

WETTED AND MORTARED PRIOR TO
SETIING NEXT SECTION. THE JOINTS
SHALL BE - PA<;KED TROWELLED AND

BANDED SMOOTH ON BOTH SIDES OF THE
BOX.

6.ALL PIPING IN THE- BOX TO BE CAST 'IRON
OR APPROVED EQUAl.

7.BOLT EACH OF THE THREE COMPARTMENT
COVERS DOWN TO FRAME _WITH NOT
LESS THAN JWO 7/1 fr HEX. HEAD STEEL
BOLTS.

8.JOJN (ENTIRE SURF ACE) SAMPLE BOX TO

TANK WITH FACTORY INSTALLED BOLTS
OR EPOXY IN FIELD.

9.UNLESS OTHERWISE APPROVED BY THE
CITY Of RICHMOND A VENT WILL BE

REQUIRED ON THE INLET SIDE OF THE

INTERCEPTOR WHEN ITS DISTANCE FROM

THE VENT SYSTEM WITHIN THE BUILDING
IS GREATER THAN 10 FEET. VENT PIPES

ON THE INLET SIDE AND THE OUTLET SIDE

MAY BE INSTALLED SEPARATELY OR

COMBINED IN CONFORMANCE WITH
UNIFORM PLUMBING CODE.
1 O.STRUCTURE SHOWN IN PRE -CAST

REINFORCED CONCRETE AS
MANUFACTURED BY M.C. NOTTINGHAM OR
AN APPROVED EQUAl. @

CITY OF RICHMOND

DEPARTMENT OF PUBUC WORKS
DIVISION Of ENGINEERING

TWO COMPARTMENT
DESCRIPTION ~PRO GREASE INTERCEPTOR REVISION
EAS ISUBMrTTED: .!DATE: 11/18/91 . . '.~ ..... ··----··-- .-,...,.,....,. t.n- A A • &NCI"\ I
I
i
:

I
.I
820
JLT DOWN (TYP.)
)EE NOTE N0.7)
,------,,..- POUR CONCRETE

COLLARS AROUND

CAST IRON FRAMES

CLEANOUT BOX
NOTES:

1.ALL CONCRETE SHALL HAVE A MINIMUM
COMPRESSIVE STRENGTH OF 3000 P .S.I. .

AT 28 DAYS.

2.CIRCULAR LIDS FOR NOTIINGHAM SHALL
BE SOUTHBAY FOUNDRY 1900 - BD OR
APPROVED EQUAL, WITH RAISED "S" OR
THE WORD 11 SEWER':

BOX 3.TANK TO BE PLACED ON TYPE "B" IMPORT.

VENT TO ROOF

AND INSTALL AS

REQUIRED BY

UNIFORM PLUMBING
CODE
MAIN TANK __ ___,

PLAN VIEW
SCALE: NTS
VARIES
WATER

SURFACE
SEE NOTE 4 c8"(TYP.)
1 /2" (TYP I 1-
6" (TYP.)
r=!l-1'' MAX~
NOTE: TO ENGINEER OR
ARCHITECT: PROVIDE 4"

ELEVATION DROP BETWEEN

INLET AND OUTLET PIPES

THROUGH BOX SHOW PIPE

INVERT ELEVATIONS AT INLET
AND OUTLET ON PLAN.
l==,....-t.-11

1..-==!n'l'"f F VENT T 0 R 0 0 F
~--+----i-t-~ f 1 AND INSTALL AS REQUIRED
..:....____ ~-r=.:l==::j~==::::t==:::t:t:::t:~ BY UN IF 0 R M PLUMBING C 0 DE

CAST IRON

PIPE FROM

BUILDING TO

INTERCEPTOR
OR AN

APPROVED

EQUAL E

ELEVATION SECTION
SCALE: NTS
[

STANDARD CLEANOUT

TO GRADE

GROUT ALL AROUND AS

REQUIRED

BANDED RUBBER COUPLING
(TYP .)
CAST IRON LONG 1/ 4" BEND
4" x 12" OR APPROVED EQUAL

EXCAVATION SPECIFICATION
F
G
I 2'-o" I
H

END VIEW
SCALE: NTS
REFERENCE:

CAPACITY A B c D E F G H I LENGTH WIDTH DEPTH BELOW INLET 1000 4' 4" 2' 8" 1. , 0" 1'-10 8'-0" 5'-1 1" 4'-S' 4'-1" l 5'-3" 9' 0" 7' 0" 4'-4" 1250 5' o" 2' 8" 1. 1 o" 2' 2" 8'-0" 5'-11" 4'-3" 3' , 1" 5' 1 , .. 9' 0" 7' 0" 5' o" 1500 5'-o" 2' F: 1 ·-1 o· 2' 2" 8'-0" 6'-1 1" 5' 3" 4' 1 1" 5' 11" 9' 0" 8' 0" 5' o"

4.HEIGHT OF TANK ABOVE FITIINGS
VARIABLE, 6 OR 12 INCH SECTIONS MAY BE

ADDED TO REACH THE REQUIRED
fiNISHED GRADE MORTAR AND BAND
BOTH SIDES IN FIELD.

S.ALL CONCRETE JOINTS SHALL BE CLEANED

WETIED AND MORTARED PRIOR TO
SETIING NEXT SECTION. THE JOINTS

SHALL BE PACKED TROWELLED AND

BANDED SMOOTH ON BOTH SIDES OF THE
BOX.

6.ALL PIPING IN THE BOX TO BE CAST IRON

OR APPROVED EQUAL

7.BOLT EACH OF THE THREE COMPARTMENT

COVERS DOWN TO FRAME WITH A NOT
LESS THAN TWO 7/1 b' HEX. HEAD STEEL
BOLTS.

8.JOIN (ENTIRE SURF ACE) SAMPLE BOX TO

TANK WITH FACTORY INSTALLED BOLTS
OR EPOXY IN FIELD.

9.UNLESS OTHERWISE APPROVED BY THE

CITY OF RICHMOND A VENT WILL BE

REQUIRED ON THE INLET SIDE OF THE

INTERCEPTOR WHEN ITS DISTANCE FROM

THE VENT SYSTEM WITHIN THE BUILDING
IS GREATER THAN 10 FEET. VENT PIPES

ON THE INLET SIDE AND THE OUTLET SIDE

MAY BE INSTALLED SEPARATELY OR

COMBINED IN CONFORMANCE WITH
UNIFORM PLUMBING CODE.
1 O.STRUCTURE SHOWN JN PRE-CAST

REINFORCED CONCRETE AS
MANUFACTURED BY M.C. NOTIINGHAM OR

AN APPROVED EQUAL
821
SEE NOTE NO. 3
.......... . b a_
>-
I ~
..

I'()
1o
t
SEE NOTE NO. 3
b
I ~
..

L(') b
I ..
"o::t
4" CAST IRON PIPE

OR APPROVED EQUAL
SEE NOTE NO. 4
..
..--
PLAN
SCALE: NTS

SEE NOTE
NO. 2

SECTION
SCALE: NTS

CLEANOUT BOX WITH

CAST IRON LID
~
SEE NOTE NO. 4

CAST IRON WYE BRACH

COMBINATION OR

APPROVE EQUAL
oz.
1-
.. ~
N
4" CAST IRON NO HUB PIPE

OR APPROVED EQUAL
----- CAST IRON LONG 1/4 BEND SIZE
4X12 OR APPROVED EQUAL
----4"X4" 6/6 WELDED WIRE MESH (TYP.)
NOTES:

1.DIMENSION AS SHOWN UNLESS
OTHERWISE SPECIFIED.

2.TWO (2) U-32 CATCH BASIN BOXES AS

MANUFACTURED BY CHRISTY CONCRETE
PRODUCTS INC. 44100 CHRISTY STREET,
FREMONT, CA. 94538 OR AN APPROVED
EQUAL.

3.0NE (1) U-32 CATCH BASIN GRADE RING
WITH A FRAME NO. 71 W432 CAST IN PLACE
WITH A WELDED STEEL GRATE NO. 71 W432

AS MANUFACTURED OR SUPPLIED BY THE
COMPANY IN NOTE NO. 2 OR AN

APPROVED EQUAL

4.0NE (1) U-32 CATCH BASIN GRADE RING
WITH A FRAME NO. T32-51 JF CAST IN
PLACE AND A STEEL LID NO. T32-51 JF (H20) BOTH WITH BOLT DOWN PROVISIONS

AS MANUFACTURED OR SUPPLIED BY THE
COMPANY IN NOTE NO. 2 OR AN

APPROVED EQUAL
S.EPOXY BOTH BOXES TOGETHER IN THE
FIELD WITH "THORO BOND" CONCRETE

EPOXY AS MANUFACTURED BY THORO

SYSTEMS OF NORTHERN CALIFORNIA,
36403 CHERRY STREET, NEWARK, CA. OR

AN APPROVED EQUAL
REFERENCE:

PRO
CllY OF RICHMOND

DEPARTMENT OF PUBLIC WORKS

DIVISION OF ENGINEERING

TWO COMPARTMENT
SUMP
822
TRENCH BACKFILL\:..:-:- r-~--+--""'-
PIPE
PLAN
SCALE: NTS
.
----- ----- --- I --- . ---- ---- ------ ---- - ------ ----- ------- ------- ·------ ------·

SECTION
SCALE: NTS
CLASS , A" CONCRETE

FORMED & POURED IN PLACE
(IF REQUIRED BY ENGINEER)
--

STAINLESS STEEL BANDING
MATERIAL (4 REQUIRED)

RUBBER REPAIR SLEEVE
(SEE DETAIL)

UNDISTURBED SOIL

TRENCH BACKFILL
CLASS "A" CONCRETE FORMED

AND POURED IN PLACE
(IF REQUIRED BY ENGINEER)

RUBBER REPAIR SLEEVE
(SEE DETAIL)

VITRIFIED CLAY PIPE
15" AND LARGER

UNDISTURBED SOIL
NOTES:

1.REPAIR SLEEVE SHALL BE MADE OF

RUBBER, REINFORCED WITH ONE OR TWO

PLYS OF TIRE CORD AS MANUFACTURED
BY VANDERLANS & SONS, PO BOX 758, 320

SOUTH SACRAMENTO STREET, LODI, CA
95241, OR APPROVED EQUAL

2.THE INSIDE DIAMETER OF THE RUBBER
REPAIR SLEEVE SHALL BE 1 /8" LARGER

THAN THE OUTSIDE DIAMETER OF THE
VITRIFIED CLAY PIPE.

3.FINGER LOOPS SHALL BE 1 1 /2" WIDE

RUBBER, REINFORCED WITH ONE PLY OR

TIRE CORD AND THE FINGER LOOPS

SHALL BE VULCANIZED TO THE RUBBER
REPAIR SLEEVE ( 4 REQUIRED EACH END

AND EQUALLY SPACED AROUND THE

CIRCUMFERENCE OF THE REPAIR SLEEVE)
DETAIL
SCALE: NTS
REFERENCE:

FINGER LOOP (SEE
NOTE NO. 3)

RUBBER REPAIR SLEEVE
(SEE NOTE NO. 1)

CITY OF RICHMOND
DEPARTNENT or PUBUC \YORKS
O.IVISION OF "ENGINEERING

REPAIR COUPUNG FOR

VITRIFIED CLAY PIPE
1 OIANETER AND LARGER
I
I
.J
823

SHIELDS REID PARK IMPROVEMENTS

CITY OF RICHMOND
APPENDIX C.

RESTROOM PLANS
824
[1] Intertek is a brand name representing the Intertek Group plc legal entities, including but not limited to, Intertek Testing Services NA Inc., Professional Service Industries, Inc. (“INTERTEKͲPSI”), Architectural Testing Inc. (“INTERTEKͲATI”), and MT Group Inc. (“INTERTEKͲMT) www.intertek.com/building
IntertekͲATI
1748 33rd Street
Orlando, Florida 32839
FL Engineering Business #3684
Tel+1 407.304.5560
Fax +1 407.304.5561
intertek.com
November 15, 2022
Mr. John Westfall
Manufactured Housing / Factory Built Housing
Division of Codes and Standards
CA Department of Housing & Community Development
PO Box 278180 / Sacramento, CA95827Ͳ8180 (Mailing)
RE: Exeloo
Factory Built Housing Program
Approval #RͲ20690
Expiration Date – 02Ͳ14Ͳ2024
Dear Mr. Westfall:

Architectural Testing, Inc. (IntertekͲATI, Inc.), part of Intertek Building Science Solutions, has completed an engineering code review for the aboveͲreferenced document(s) for compliance with all applicable codes, as evidenced by the Intertek, Inc. approval stamp on each page. This approval covers the factoryͲ built structure only—any alterations to the factoryͲbuilt structure onͲsite void the approval. Items installed onͲsite are subject to review and approval by the local authority. A set ofsigned and sealed plans are on file with Intertek and the client.

Please get in touch with our office if you should need further information or assistance. Thank you.

Respectfully submitted,
William Tegeler
Plan Review Manager
Building Science Solutions
825
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
826
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
827
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
828
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
829
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
830
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
831
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
832
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
833
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
834
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
835
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
836
Approved for Commercial
Approved by: State of California MH DAA #DM1507408
Intertek (Intertek-ATI)
Plan Approval: #R-20690
Approval Date: 11/15/2022
Expiration Date: 02/14/2024 Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
837
Richard Donarski – CMI Don Grehan – Unrestricted Building Certifier Date of issue: 03/06/2022
Date of expiry: 23/03/2024
Certificate number: CM40183 Rev2 This certificate is only valid when reproduced in its entirety. Page 1 of 6Certification Body:

ABN: 80 111 217 568
JAS-ANZ Accreditation
No. Z4450210AK
PO Box 7144, Sippy
Downs Qld 4556
+61 (07) 5445 2199
www.CertMark.org
Certificate Holder:

Metecno Pty Ltd
T/A Metecno,
Bondor®
ABN: 44 096 402 934
103 Ingram Road,
Acacia Ridge Qld 4110
Ph: +61 7 3323 8555
www.bondor.com.au
Certificate number: CM40183 Rev2

THIS IS TO CERTIFY THAT
MetecnoSpan®
Type and/or use of product:Insulated roof/ceiling or wall panel.

Description of product: MetecnoSpan® is an insulated roof/ceiling or wall panel that features an outer steel faces and a PIR (Polyisocyanurate) core. Refer A2 for details.

COMPLIES WITH THE FOLLOWING BCA PROVISIONS AND STATE OR TERRITORY VARIATION(S) BCA 2019 (Amdt. 1) Volume One Volume Two
Performance Requirement(s): BP1.1(a)&(b)(i),
(ii)&(iii)
Structural reliability P2.1.1(a),(b)(i),
(ii)&(iii)
Structural stability and resistance to actions
P2.2.2 Weatherproofing – Limited to roof applications only. Refer Limitations & Conditions No. 8.

Deemed-to-Satisfy Provision(s): C1.10(a)(ii) Fire Hazard Properties – Refer A3. 3.12.1.2 Energy Efficiency – Roofs. Can be used in conjunction with other building elements to achieve a Total R Value. Refer to A3.

F1.5 Weatherproofing – Limited to roof applications only. 3.12.1.4 Energy Efficiency – External Walls. Can be used in conjunction with other building elements to achieve a Total R Value. Refer to A3.

J1.3 Energy Efficiency – Roof and ceiling construction. Can be used in conjunction with other building elements to achieve a Total R Value. Refer to A3.

3.12.1.6 Energy Efficiency – Attached Class 10a buildings. Can be used in conjunction with other building elements to achieve a Total R Value. Refer to A3.

J1.5 Energy Efficiency – Wall construction. Can be used in conjunction with other building elements to achieve a Total R Value. Refer to A3.

State or territory variation(s): Not Applicable Part 3.12 (NSW, NT, SA, Qld, Tas, ACT)

SUBJECT TO THE FOLLOWING LIMITATIONS AND CONDITIONS AND THE PRODUCT TECHNICAL DATA IN APPENDIX A AND EVALUATION STATEMENTS IN APPENDIX B Ri h d D ki CMI
Approved for Commercial Approved by: State of CaliforniaMH DAA #DM1507408Intertek (IntertekͲATI)Plan Approval: #RͲ20690Approval Date: 11/15/2022Expiration Date: 02/14/2024Without Foundation Approval 1748 33rd StreetOrlando, FL 32839
838
Certificate number: CM40183 Rev2 This certificate is only valid when reproduced in its entirety. Page 2 of 6 Limitations and conditions: 1. This product has not been subject to AS 1530.1-1994 (R2016) testing and cannot be considered to be a non-combustible material. 2. BCA requires certain external walls, common walls or internal load bearing walls and/or ancillary elements of some Class 2 to 9 buildings to be non-combustible. In the absence of site-specific performance solution, this product or system is not suitable for use in these applications where a non-combustible product is required.

3. In the absence of a site-specific performance solution, this product or system must not be used to facilitate the exemptions for a carport specified in Part 3.7.2.6 Open carports of Volume 2 of the BCA 2019.

4. When used as internal wall and ceiling linings, this product as a Group 1 or Group 2 fire rated product, must comply with the group number specified in Table 3 of Specification C1.10 of the BCA Volume 1, 2019 Amendment 1. The Group numbers have been determined in accordance with testing conducted to AS ISO 9705 and assessment against AS 5637.1:2015 as either Group 2 or Group 1 depending on the construction detail, refer A3.

5. The structural support members are designed and engineered separately as per project requirements by building designers and engineers. 6. The size and location of any penetration through the MetecnoSpan® roof panels must be in accordance with Drawing PIR13-RP01-00 ROOF PENETRATIONS - METECNOSPAN - R0. Penetrations for flues, chimneys or exhaust of hot products of combustion are outside the scope of this certificate and require site-specific solutions. Contact Certificate Holder for site-specific solutions.

7. The MetecnoSpan® roof and wall panels will be limited by wind load shown in the manufacturer’s specifications on the span certified for the product type, thickness, core density and fixing configuration as per the product’s certified span tables referenced in A3.

8. The weatherproofing requirements of P2.2.2 in relation to external walls, including openings around windows and doors, do not form part of this Certificate of Conformity.

9. It is the responsibility of the building designer to ensure fitness for purpose including, but not limited to, consideration for the corrosion resistance level of the product and the proximity to breaking surf.

10. The use of the certified product/system is subject to these Limitations and Conditions and must be read in conjunction with the Scope of Certification below.

Building classification/s: Class 1,2,3,4,5,6,7,8,9 & 10 Scope of certification: The CodeMark Scheme is a building product certification scheme. The rules of the Scheme are available at the ABCB website www.abcb.gov.au. This Certificate of Conformity is to confirm that the relevant requirements of the Building Code of Australia (BCA) as claimed against have been met. The responsibility for the product performance and its fitness for the intended use remain with the Certificate Holder. The certification is not transferrable to a manufacturer not listed on Appendix A of this certificate. Only criteria as identified within this Certificate of Conformity can be used for CodeMark certification claims. Where other claims are made in a client’s Installation Manual, Website or other documents that are outside the criteria on this Certificate of Conformity, such criteria cannot be used or claimed to meet the requirements of this CodeMark certification.

The NCC defines a Performance Solution as one that complies with the Performance Requirements by means other than a Deemed-to-Satisfy Solution. A Building Solution that relies on a CodeMark Certificate of Conformity that certifies a product against the Performance Requirements cannot be considered as Deemed-to-Satisfy Solution.

This Certificate of Conformity may only relate to a part of a Performance Solution. In these circumstances other evidence of suitability is needed to demonstrate that the relevant Performance Requirements have been met. The relevant provisions of the Governing Requirements in Part A of the NCC will also need to be satisfied. This Certificate of Conformity is issued based on the evidence of compliance as detailed herein. Any deviation from the specifications contained in this Certificate of Conformity is outside of this document’s scope and the installation of the certified product will not be covered by this Certificate of Conformity. This may result in the product being classified as a non-conforming building product. Disclaimer: The Scheme Owner, Scheme Administrator and Scheme Accreditation Body do not make any representations, warranties or guarantees, and accept no legal liability whatsoever arising from or connected to, the accuracy, reliability, currency or completeness of any material contained within this certificate; and the Scheme Owner, Scheme Administrator and Scheme Accreditation Body disclaim to the extent permitted by law, all liability (including negligence) for claims of losses, expenses, damages and costs arising as a result of the use of the product(s) referred to in this certificate. When using the CodeMark logo in relation to or on the product/system, the Certificate Holder makes a declaration of compliance with the Scope of Certification and confirms that the product is identical to the product certified herein. In issuing this Certificate of Conformity, CertMark International has relied on the experience and expertise of external bodies (laboratories and technical experts).

Nothing in this document should be construed as a warranty or guarantee by CMI, and the only applicable warranties will be those provided by the Certificate Holder.

Approved for Commercial Approved by: State of CaliforniaMH DAA #DM1507408Intertek (IntertekͲATI)Plan Approval: #RͲ20690Approval Date: 11/15/2022Expiration Date: 02/14/2024Without Foundation Approval 1748 33rd StreetOrlando, FL 32839
839
Certificate number: CM40183 Rev2 This certificate is only valid when reproduced in its entirety. Page 3 of 6 APPENDIX A – PRODUCT TECHNICAL DATA
A1 Type and intended use of product
As per page 1. A2 Description of product
Core PIR (Polyisocyanurate)
Source: Certificate Holder
Width (cover mm) 1000 Thickness (mm) 40, 60, 80 & 100 Length Up to 25m External Material 0.42mm Colorbond® steel Internal Material 0.5mm G300 Colorbond® steel Pitch 2° Minimum A3 Product specification
Structure &
Weatherproofing
In order to maintain compliance with structure, the following Span Tables must be referred to which have been certified by a licensed Professional Engineer in accordance with AS 1562.1, AS/NZS 1170.0, AS/NZS 1170.1, AS/NZS 1170.2, AS 4055 & AS 4040.1. Span Tables Document Name Version
METECNOSPAN® SPAN TABLES FOR WIND REGION A – NON-CYCLONIC (EXTERNAL ROOF APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 6 METECNOSPAN® SPAN TABLES FOR WIND REGION B – NON-CYCLONIC (EXTERNAL ROOF APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 6 METECNOSPAN® SPAN TABLES FOR WIND REGION C – CYCLONIC (EXTERNAL ROOF APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 5 METECNOSPAN® SPAN TABLES FOR WIND REGION D – CYCLONIC (EXTERNAL ROOF APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 5 METECNOSPAN® SPAN TABLES FOR WIND REGION A – NON-CYCLONIC (EXTERNAL ROOF APPLICATIONS ONLY WITH 25kg DEAD LOAD) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 5 METECNOSPAN® SPAN TABLES FOR WIND REGION B – NON-CYCLONIC (EXTERNAL ROOF APPLICATIONS ONLY WITH 25kg DEAD LOAD) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 5 METECNOSPAN® SPAN TABLES FOR WIND REGION C – CYCLONIC (EXTERNAL ROOF APPLICATIONS ONLY WITH 25kg DEAD LOAD) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 4 METECNOSPAN® Roof Span Table for Housing Application 5 METECNOSPAN® SPAN TABLES FOR WIND REGION A – NON-CYCLONIC (EXTERNAL WALL APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 1 METECNOSPAN® SPAN TABLES FOR WIND REGION B – NON-CYCLONIC (EXTERNAL WALL APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 1 METECNOSPAN® SPAN TABLES FOR WIND REGION C – NON-CYCLONIC (EXTERNAL WALL APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 1 METECNOSPAN® SPAN TABLES FOR WIND REGION D – NON-CYCLONIC (EXTERNAL WALL APPLICATIONS ONLY) PIR Core 0.42mm hi-tensile / 0.5mm steel skins 1 PenetrationsIn order to maintain compliance with structure, the following document must be referred to which have been certified by a licensed Professional Engineer; Drawing PIR13-RP01-00 ROOF PENETRATIONS - METECNOSPAN - R0. The adequacy of the size, location and spacing of any penetrations outside the scope of this document through the MetecnoSpan® panel must be confirmed by a structural engineer.

Approved for Commercial Approved by: State of CaliforniaMH DAA #DM1507408Intertek (IntertekͲATI)Plan Approval: #RͲ20690Approval Date: 11/15/2022Expiration Date: 02/14/2024Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
840
Certificate number: CM40183 Rev2 This certificate is only valid when reproduced in its entirety. Page 4 of 6 Material Group Numbers
Group Numbers have been determined in accordance with testing conducted to AS ISO 9705:2003 (R2016) and assessment against AS 5637.1:2015.

Group 1 – Panels 40mm to 100mm thick
x Wall Panel to Wall Panel corner junction - Colorbond 40 x 40 x 0.6 mm thick steel angles, with Ø4 mm steel rivets at 300 mm centres x Wall Panel to Ceiling Panel junction - Colorbond 40 x 40 x 0.6 mm thick steel angles with 10 mm return crush fold, fixed horizontally along all ceiling-to-wall panel junctions with Ø4 mm steel rivets at 300 mm centres.

Smoke Growth Rate Index (SMOGRARC) 3.7 m2/s2 x 1000
Source: BRANZ Report No. FC14196-01 Issue 1 dated 04/03/2022 Group 2 – Panels 40mm to 100mm thick
x Wall Panel to Wall Panel corner junction - 100 x 100 mm steel angle fixed with 4 mm steel rivets at 200 centres. x Wall Panel to Ceiling Panel junction - 100 x 100 mm steel angle fixed with 4 mm steel rivets at 200 centres.

Smoke Growth Rate Index (SMOGRARC) = 21.1 m2s-2 x 1000
Source: Ignis Report No. IGNS-5396 Issue 2 Revision 1 dated 07/10/2019 Group 2 – Panels 40mm to 100mm thick
x Wall Panel to Wall Panel corner junction
Internal - 40 x 40 x 1.5mm aluminium angle fixed with aluminium 5/32nd gauge 17mm long pop rivets at 300 centres.

External - 70 x 40 x 1.5mm aluminium angle flashing the external corner fixed with aluminium 5/32nd gauge 17mm long pop rivets at 300 centres. x Wall Panel to Ceiling Panel junction
Internal - 40 x 40 x 1.5mm aluminium angle fixed aluminium 5/32nd gauge 17mm long pop rivets at 300 centres. External - 70 x 40 x 1.5mm aluminium angle flashing the external corner fixed with aluminium 5/32nd gauge 17mm long pop rivets at 300 centres.

Smoke Growth Rate Index (SMOGRARC) = 47 m2s-2 x 1000
Source: Ignis Report No. IGNS-5396 Issue 2 Revision 1 dated 07/10/2019 Thermal & Energy Efficiency
Declared & Total R-values for Nominal Sizes of MetecnoSpan® – ROOFS Thickness (mm) ʄ declared at 23°C (W/m.K) R declared at 15°C (m2K/W) R declared at 23°C(m2K/W) Total R-value (m2K/W) at 6°C 15°C 30°C 40 0.023 1.95 1.85 2.20 2.10 2.00
60 0.023 2.90 2.75 3.20 3.05 2.87 80 0.023 3.80 3.65 4.19 4.00 3.74 100 0.023 4.75 4.55 5.18 4.94 4.61
Approved for Commercial Approved by: State of CaliforniaMH DAA #DM1507408Intertek (IntertekͲATI)Plan Approval: #RͲ20690Approval Date: 11/15/2022Expiration Date: 02/14/2024Without Foundation Approval 1748 33rd StreetOrlando, FL 32839
841
Certificate number: CM40183 Rev2 This certificate is only valid when reproduced in its entirety. Page 5 of 6 Declared & Total R-values for Nominal Sizes of MetecnoPanel® – WALLS Thickness (mm) ʄ declared at 23°C (W/m.K) R declared at 15°C (m2K/W) R declared at 23°C(m2K/W) Total R-value (m2K/W) at 6°C 15°C 30°C 40 0.023 1.95 1.85 2.21 2.11 1.96
60 0.023 2.90 2.75 3.21 3.06 2.83 80 0.023 3.80 3.65 4.20 4.01 3.70 100 0.023 4.75 4.55 5.19 4.95 4.57
Notes:
x Declared R-values are Product R-values and exclude air film resistances.x Total R-values include default air film resistances for the applications.x The results are compliant with AS/NZS 4859 Parts 1&2:2018, Thermal insulation materials for buildings, hence they are compliant with NCC 2019 Volumes One and Two.

Source: James Fricker Report No. i265e dated 15/12/2020.

A4 Manufacturer and manufacturing plant(s)
This field is optional. Contact Certificate Holder for manufacturing locations. A5 Installation requirements Installation requirements are outside the scope of this certificate and subject to project specific engineering advice. The minimum fixing requirements are outlined in the Span Tables referenced in A3 of this Certificate of Conformity. A6 Other relevant technical data Acoustic Performance 40mm MetecnoSpan® panel achieved RW 25, C -2 & Ctr -3 100mm MetecnoSpan® panel achieved RW 24, C -1 & Ctr -3
Source: CSIRO Report No. TL484 dated March 2008.

Approved for Commercial Approved by: State of CaliforniaMH DAA #DM1507408Intertek (IntertekͲATI)Plan Approval: #RͲ20690Approval Date: 11/15/2022Expiration Date: 02/14/2024Without Foundation Approval 1748 33rd StreetOrlando, FL 32839
842
Certificate number: CM40183 Rev2 This certificate is only valid when reproduced in its entirety. Page 6 of 6 APPENDIX B – EVALUATION STATEMENTS
B1 Evaluation methods 1. Fire Safety Provisions – A5.2(1)(d)&(e). Reports from Accredited Testing Laboratories and a professional engineer. 2. Structural Provisions – A5.2(1)(d)&(e). Reports from Accredited Testing Laboratories and a professional engineer. 3. Thermal Provisions – A5.2(1)(e). Reports from a professional engineer. 4. Weatherproofing Provisions – A5.2(1)(e). Reports from a professional engineer.

B2 Reports

1. Bligh Tanner; Reference No. 2017.0493; Certification of MetecnoSpan® Panel Span Tables in accordance with AS 1562.1, AS/NZS 1170.0, AS/NZS 1170.1, AS/NZS 1170.2, AS 4055 & AS 4040.1; Dated 26/03/2021.

2. BRANZ; Reference No. FC14196-01 Issue 2; Group number classification of MetecnoPanel®, MetecnoInspire® and MetecnoSpan® with thicknesses in a range of 40 mm to 100 mm inclusive in accordance with Australia NCC Specification C1.10 Clause 4; Dated 24/03/2022.

3. Ignis Solutions; Report No. 5396 I02 R01; Product Evaluation - MetecnoSpan® PIR Steel clad sandwich panel compliance to AS 5637.1:2015 based on below testing; Dated 07/10/2019. a. CSIRO; Report EP141961 Rev B; AS/ISO 9705:2003 Testing with Steel flashings, Internal angle & rivets; Dated 27/02/2014; and b. CSIRO; Report CSME-(C)-2008-75; AS/ISO 9705:1993 Testing with Aluminium flashings, Internal angle & rivets; Dated 06/02/2008.

4. James M Fricker Pty Ltd; Report No. i265e; Declared R (thermally bridged) thermal performance calculations to AS/NZS 4859 Parts 1 & 2:2018; Dated 15/12/2020. The Certificate Holder has chosen not to make the above evidence of compliance publicly available, due to the documents being considered commercial in confidence.

Approved for Commercial Approved by: State of CaliforniaMH DAA #DM1507408Intertek (IntertekͲATI)Plan Approval: #RͲ20690Approval Date: 11/15/2022Expiration Date: 02/14/2024Without Foundation Approval 1748 33rd StreetOrlando, FL 32839
843

USEFUL INFORMATION
For information on the design, installation and
maintenance of MetecnoSpan® PIR Panels and for our
warranty refer to name 444ǽ*"1
) /
ƞ$/,2-ǽ ,ǽ+7.

OTHER CERTIFICATIONS AND

APPROVALS HELD BY THE STEEL

MANUFACTURER
As the manufacturer of the steel from which
MetecnoSpan® PIR Panels are fabricated, BlueScope
provides assurance that the steel has been
manufactured in accordance with AS 1397-2001 and is
coated in accordance with AS/NZS 2728:2013.
™
pass™ no: Expires:

For further assistance
please contact:
+64 9 277 8844
[email protected]
*"1
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ƞ$/,2-ǽ ,ǽ+7
VERSION:
20mm
41mm 292mm 333mm
38mm
1000mm cover width
40mm,60mm
80mm, 100mm

SCOPE AND LIMITATIONS OF USE
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In all snow zones.

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As internal and external roof panels.

METECNOSPAN® PIR PANELS

PURPOSE
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EXPLANATION
MetecnoSpan®PIR Panels are manufactured in Australia. The panels have a polyisocyanurate (PIR) foam core with factory laminated COLORBOND®-coated, internal and external facings. %""51"/+
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single lap corrugation.

The internal facing is 0.5 mm hot-dipped, zinc-coated structural steel formed in an indented Micro V Rib, 
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The panels are available in:
i Thicknesses (mm): 40, 60, 80, 100 i Width (mm): 1000
i Length (mm): maximum 11900.

The panels are supplied with ancillary components necessary for installation. 19156 12/2022
V1.1
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
844
NZ Building
Code clauses

BASIS OF COMPLIANCE
Compliance statement Demonstrated by
B1 Structure
B1.3.1, B1.3.2, B1.3.3 (a, b, c, e, f, i, j,
l, m, q), B1.3.4 (a, b, c, d, e)
ALTERNATIVE SOLUTION i ,
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E2.3.5, E2.3.7 (b, c)
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ACCEPTABLE SOLUTION
E3/AS1
i COLORBOND® coated steel is impervious to moisture.
i PIR core has an insulation value (refer to H1).

F2 Hazardous Building Materials
F2.3.1
ALTERNATIVE SOLUTION i Coating is inert once dry.

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H1.3.1 (a, b), H1.3.2E, H1.3.3 (c, e)

ACCEPTABLE SOLUTION
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PERFORMANCE CLAIMS

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SOURCES OF INFORMATION
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1. Where a standard is referenced it is to be read as amended by the acceptable solution or 3"/&Ɯ
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2. Sources of information also include the Building Act 2004 and its regulations, including the Building Code (Schedule 1 of the Building Regulations 1992), Acceptable Solutions

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13/12/2021
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
845
Certificate of Compliance
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Approved for Commercial Approved by: State of CaliforniaMH DAA #DM1507408Intertek (IntertekͲATI)Plan Approval: #RͲ20690Approval Date: 11/15/2022Expiration Date: 02/14/2024Without Foundation Approval 1748 33rd Street
Orlando, FL 32839
846
Certificate of Compliance
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Orlando, FL 32839
847

METECNO
SPAN®
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
848
All are products are backed by solid warranties and the range of insulated panels, supplied by us can be used in a variety of applications from industrial and commercial coolstore to Agricultural and Architectural buildings.

Metecnospan® is a through fixed system suitable for roof pitches of 3 degrees or more. It is available in sheet lengths to a maximum of 11.9m. For projects with longer roof runs, it can be either “end lapped” in one plane or “stepped” forming a superior expansion joint. Design roof pitches can often suffer structural steel deflection. Our minimum pitch of 3 degrees refers to the actual pitch achieved after any deflection.

Metecnospan® is made using steel from BlueScope
-Colorbond® with the top sheet being 0.42mm hi-tensile steel, a standard upheld by all reputable, Australasian steel roofing product manufacturers.

Metecnospan® is suitable for a wide range of developments including supermarkets, bulk goods, fast food and retail outlets as well as commercial and industrial premises. It is ideal where superior thermal performance and FM approval for insurance purposes is required.

MetecnoSpan®

FM APPROVAL
MetecnoSpan® is manufactured by our sister company: Metecno in Brisbane who is the FM Approved product owner.

FM 4880 Approved Class 1 - Unlimited Height.

FM 4881 Approved Class 1 - Unlimited Height.

FM 4471 Approved Class 1 -External roof and wall endurance standard.

METALCRAFT INSULATED PANELS SPECIALISES IN THE
MANUFACTURE AND SUPPLY OF INSULATED PANELS.

Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
849

STYLE & PERFORMANCE

PANEL DIMENSIONS

PRODUCT PROPERTIES
Core Polyisocyanurate (PIR) foam.

FM Approved, unlimited height.

External facing 0.42mm high tensile
COLORBOND® steel.

Internal Facing

0.50mm G300, Z275 coated steel to
AS 1397 formed with Micro V Finish,
Satinline or Fineline inner skin.

Width 1000mm
Length
As required, determined by handling
and design 11.9m max. For longer
sheets either use end laps or a
"stepped" joint.

Pitch Minimum 3 degrees after deflection.

Thickness 40mm, 60mm, 80mm, 100mm

WIDTH AND AVAILABLE

LENGTHS
MetecnoSpan® is 1000mm wide and available with different inner skins. The maximum length of panels are restricted to

11.9m without a lap or jointing detail.

INNER PROFILE

OPTIONS
MetecnoSpan® is available with different inner skins.
20mm
41mm
292mm 333mm
38mm

MICRO V FINISH
63mm
4mm
Bottom skin

FINELINE FINISH
1mm
Bottom skin
34mm 34mm

SATINLINE FINISH
1mm
Bottom skin
30mm 30mm
1000mm cover width
40mm,60mm
80mm, 100mm

MINIMUM ORDER

QUANTITIES
Please ask Metalcraft Insulated Panels if the inner skin you prefer is available for your project as minimum order quantities might apply.

Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
850

FIRE HAZARD

PROPERTIES
AS 1530.3 INDICES
Ignitability Index 0
Spread of Flame Index 0
Heat Evolved Index 0
Smoke Index 1
AS/ISO 9705
BCA Group Number (Spec C1.10a)
MetecnoSpan® PIR steel skinned insulated building panels conform to the requirements of the BCA Specification C1.10a as Group 2. This have been approved by a NZ engineer who has given it a Group 2S classification for the New Zealand Building Code.

Group 2S NZBC

ACOUSTIC
Acoustic testing of MetecnoSpan® has been performed in compliance with the requirements of AS 1191-2002 "Acoustics - Method for laboratory Measurement of Airborne Sound Insulation of Building elements".

THERMAL
The below total R-values are for insulation average
temperature of 15°C. Contact us for other temperatures.

Panel
Thickness
40 mm
60 mm
80 mm
100
mm
‘R’ (mK/W) 2.3 3.3 4.4 5.5
‘U’ (m2k/W) 0.44 0.31 0.24 0.19
Mass (Kg/m2) 10.7 11.6 12.7 13.2
Freq
Hz
100 160 200 250 315 400 630 800 1000 1250 1600 2000 2500 3150 5000 STC Rw (a)
40mm 16.0 16.8 19.6 19.8 21.4 22.4 23.7 24.5 24.0 20.3 20.3 28.5 30.4 33.4 36.6 24 25 (b)
100mm 16.4 16.6 19.0 20.4 20.9 19.4 17.7 16.2 23.9 30.7 35.0 34.4 32.9 35.3 39.9 22 24 Panel up to 200mm or less with an aluminium ‘wall-wall’ and ‘wall-ceiling’ angles (1.5mm) fixed with aluminium rivets or screws is classified as Group 2S. Panel up to 200mm or less with a steel ‘wall-wall’ and ‘wall-ceiling’ angles (0.5mm) fixed with steel rivets or screws is classified as Group 2S.

AS 2122.1-1993
Compliance to AS 1366.2-1992 Clause 10 Table 2 -
Flame Propagation Characteristics Requirement:
• Median flame duration (max) 1 second
• Eighth value (max) 1.5 seconds
• Median mass retained (min) 80 %
• Eighth value (min) 75 %
Complies - Refer test report:

AWTA Prduct Testing7-593352-CQ

METECNO
SPAN®
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
851

LOADSPAN TABLE

SINGLE SPAN-NON-CYCLONIC REGION

A&B (ROOF APPLICATIONS ONLY)
Single span, wind pressure acting outwards
Maximum uniformly distributed load (kPa) for the given span:

MULTI SPAN-NON-CYCLONIC REGION A&B
(ROOF APPLICATIONS ONLY)
Multi-span, wind pressure acting outwards
Maximum uniformly distributed load (kPa) for the given span:
1 Pressures specified are for wind gusts only per
AS/NZS 1170.
2 Self weight of the panel has been allowed for, plus an allowance of up to 10kg/m2 for light duty fittings (lights, etc.). No other dead loads permitted.
3 Non-trafficable maintenance access (concentrated load) of 140kg on any one panel has been allowed for (exceeding
min. requirements of AS/NZS 1170.1:2002).
4 Distributed live load of 0.25kPa has been allowed for (as per AS/NZS 1170.1:2001). MetecnoSpan® tests comply with details outlined in AS4040. AS1562 and AS/NZS 1170.
5 Deflection limit of span/150 applies, and in accordance with Serviceability Limit State criteria per AS/NZS 1170.0 – TABLE C1.
6 Fixing with 14g tek screws (or equivalent) at each rib are required.
7 Min. roof slope of 3 degree applies.
8 Extended span tables including cyclonic regions C&D and spans for wind pressure acting inwards are also available. 9 For FM Approved applications:
a) a max. span of 1830mm applies.
b) approved fasteners must be used.

Refer Metalcraft Insulated Panel Systems.

SPAN
(mm)

SINGLE SPAN
Wind pressure acting outwards
40 60 80 100
1500 4.99 6.94 8.56 9.83
1800 4.17 5.80 7.15 8.21
2100 3.50 4.63 5.83 7.06
2400 2.70 3.57 4.49 5.43
2700 2.15 2.84 3.57 4.31
3000 1.76 2.32 2.91 3.51
3300 1.47 1.93 2.42 2.92
3600 1.25 1.64 2.05 2.47
3900 1.08 1.41 1.76 2.12
4200 0.94 1.23 1.53 1.85
4500 0.83 1.08 1.35 1.62
4800 0.74 0.96 1.20 1.44
5100 0.67 0.86 1.07 1.29
3 STEP PANEL SELECTION
1 Determine thermal and fire performance requirement (If FM Approval is required -maximum span is 1830mm) 2 Determine worst case fully factored design wind load that applies to any roof panel (kPa) in ULS (Ultimate limit state) 3 Select appropriate span versus thickness for single or multi-span from tables. Note spans can be reduced at building edges by appropriate building design.

SPAN
(mm)

MULTI SPAN
Wind pressure acting outwards
40 60 80 100
1500 4.01 5.57 6.87 7.31
1800 3.36 4.66 5.74 6.11
2100 2.89 4.01 4.93 5.25
2400 2.54 3.52 4.33 4.61
2700 2.27 3.14 3.86 4.11
3000 2.05 2.83 3.48 3.71
3300 1.87 2.58 3.18 3.38
3600 1.72 2.38 2.92 3.11
3900 1.48 2.20 2.70 2.88
4200 1.29 2.02 2.52 2.68
4500 1.14 1.77 2.32 2.51
4800 1.01 1.57 2.05 2.63
5100 0.9 1.40 1.83 2.20
NOTES
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
852

BRANCHES
W W W.METALCRAFTGROUP.CO.NZ

AUCKLAND
139 Roscommon Road, Wiri, Auckland
T: 09 277 8844
[email protected]

HAMILTON
9 Earthmover Cres, Burbush, Hamilton
07 849 3807
[email protected]

DISCLAIMER
As part of Metalcraft Insulated Panels policy of continued improvement, final specifications may vary from those contained in this publication. The company reserves the right at any time and without notice to change the design, materials or features and withdraw products from the market without incurring any liability whatsoever. This publication is issued as a general guide only and should not be treated as a substitute for technical advice. Contact with your nearest Metalcraft branch is recommended to confirm current specifications and availability.

For more information on Metalcraft Insulated Panels visit:
www.metalcraftgroup.co.nz.

Metalcraft Insulated Panels is part of United Industries Ltd.

For more information on United Industries visit:
www.unitedindustries.co.nz.

Brochure version July 2020
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
853

Testing Of CS For Doors
Automated Cavity Slider “AutoCav”
Product Configuration:

Autocav Electric Cavity Sliders (Dunka Motor & CS Controller) With Stainless Steel Doors
CS - Locking Dunka motor, SMC, self-tensioning idler
2020mm x 931mm
Testing Location:

On Site at Exeloo Factory , Auckland New Zealand
Product pre-installed into self-contained WC for testing.

Methodology:

Product tested is the heaviest of the CS/Exeloo Product and was tested on a pre-installed unit to fully replicate final site and consumer use conditions.

An Imada digital force gauge (ZTS-500N) was used to test the opening force required, without power, at the base , center and top of the sliding door.

The same test was also conducted , with power, to test the impact force required to stop the closing motion of the door (replicating human impact).

Date of Test: July 1st, 2022
Testing Engineer: Arno Oliver

1. Open force in power down ч133n : Pass
CS Group tested the force to open and close the Exeloo door without power.

Average force to open the door was 32N, average force to close the door was 27N. Standard allows for 133N. (fig.1)
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
854
2 2. Open force for Human Impactч133n: Pass
CS Group measured the force to stop the door closing on someone. Highest reading of 5 was 71.4N. Standard allows for 133N.
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Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
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Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
856
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Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
857
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See attached calculations by ACH Consulting
Engineers for reference. Our calculations are in
agreement that the design of the frame is
governed by wind loading in the short direction.

Comparison of design wind pressure:

Per ACH Consulting Engineers
P = 1.44kPa (windward) + 1.03kPa (leeward)
= 2.47kPa = 52psf
Per our office determined wind loading:

P = 30.83 psf >> Use 52 psf in Calculations
This indicates that the frame design loads are
conservative and satisfy minimum wind design
loads per 2016 CBC 9
Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
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Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
859
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Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
860
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Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
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Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
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Approved by: State of California
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Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
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Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
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Approved by: State of California
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Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
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Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
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Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
867
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Approved for Commercial
Approved by: State of California
MH DAA #DM1507408
Intertek (IntertekͲATI)
Plan Approval: #RͲ20690
Approval Date:11/15/2022
Expiration Date: 02/14/2024
Without Foundation Approval
1748 33rd Street
Orlando, FL 32839
868
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