4f. Hydrology and Water Quality — Anaheim City Council, November 13, 2024

City of Anaheim—The Mill Residential Townhome Project (DEV2023-00042) Initial Study/Mitigated Negative Declaration

FirstCarbon Solutions
Appendix F:

Hydrology and Water Quality Supporting Information

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City of Anaheim—The Mill Residential Townhome Project (DEV2023-00042) Initial Study/Mitigated Negative Declaration

FirstCarbon Solutions
F.1 - Preliminary Water Quality Management Plan

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2/23/2024
ANAH-WQMP-2023-01484
County of Orange/Santa Ana Region
Priority Project Preliminary Water Quality
Management Plan
(WQMP)
The Mill
275 & 375 E. Santa Ana Street
Anaheim, CA 92805
TENTATIVE TRACT #19290
Owner
Lumberyard Was Here, LLC
C/O Lab Holdings, LLC
709 Randolph Ave.,
Costa Mesa, CA 92626
[email protected]
Prepared for:

Meritage Homes
5 Peters Canyon Rd. Suite 310
Irvine, CA 92606
(949) 299-3847
ATTN: Johanna Crooker – (949) 299-3847
Prepared by:

Moran Consulting Corporation
4500 E. Pacific Coast Highway, Suite 210
Long Beach, CA 90804
(562) 340-4670
[email protected]
00007 - PWSB (Monic Sary)
The Preliminary WQMP is Approved with
the following conditions:

1. Additional infiltration testing may
be required for the Final WQMP to
evaluate the infiltration rates at the
actual location and depth of the
proposed devices.

2. The HOA information (name,
address, and phone number) will be
required in the O&M Section of the
Final WQMP.
2/27/2024, 4:45:28 PM
ANAH-WQMP2023-01484
Monic Sary
Priority Project Water Quality Management Plan (WQMP)

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MERITAGE HOMES
Page i
This Water Quality Management Plan (WQMP) has been prepared for MLC Holdings, Inc. by Moran Consulting Corporation. The WQMP is intended to comply with the requirements of the County of Orange NPDES Stormwater Program requiring the preparation of the plan.

The undersigned, while it owns the subject property, is responsible for the implementation of the provisions of this plan , including the ongoing operation and maintenance of all best management practices (BMPs), and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with the current Orange County Drainage Area Management Plan (DAMP) and the intent of the non-point source NPDES Permit for Waste Discharge Requirements for the County of Orange, Orange County Flood Control District and the incorporated Cities of Orange County within the Santa Ana Region. Once the undersigned transfers its interest in the property, its successors-in-interest shall bear the aforementioned responsibility to implement and amend the WQMP. An appropriate number of approved and signed copies of this document shall be available on the subject site in perpetuity.

Owner: Lab Holding LLC, a California limited liability company Title Lumberyard Was Here LLC
Company Lab Holding LLC
Address 709 Randolph Avenue, Costa Mesa, CA 92626
Email [email protected]
Telephone # (213) 842-1539
I understand my responsibility to implement the provisions of this WQMP including the ongoing operation and maintenance of the best management practices (BMPs) described herein.

Owner
Signature Date
Project Owner’s Certification
Planning Application No.
(If applicable)
DEV2023-00042 Grading Permit
No.

N/A
Tract/Parcel Map and
Lot(s) No.

Tentative Tract
#19290
Building Permit
No.

N/A
Address of Project Site and APN
(If no address, specify Tract/Parcel Map and Lot Numbers) 275 & 375 E. Santa Street
Anaheim, CA 92805
APN #037-024-11; 037-
111-29; 037-111-30

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MERITAGE HOMES Owner’s Certification
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Preparer (Engineer):

Title Civil Engineer PE Registration # C72247
Company Moran Consulting Corporation
Address 4500 E. Pacific Coast Highway, Suite 210, Long Beach CA 90804 Email [email protected]
Telephone # (562) 340-4670
I hereby certify that this Water Quality Management Plan is in compliance with, and meets the requirements set forth in, Order No. R8-2009-0030/NPDES No. CAS618030, of the Santa Ana Regional Water Quality Control Board.

Preparer
Signature Date
Place
Stamp
Here
2/23/24

Priority Project Water Quality Management Plan (WQMP)

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MERITAGE HOMES Table of Contents
Page iii
Contents Page No.

Section I Permit(s) and Water Quality Conditions of Approval or Issuance ...........1 Section II Project Description ................................................................................... 3 Section III Site Description ........................................................................................9 Section IV Best Management Practices (BMPs).......................................................13 Section V Inspection/Maintenance Responsibility for BMPs .................................27 Section VI BMP Exhibit (Site Plan) ..........................................................................28 Section VII Educational Materials .............................................................................29 Attachments
Attachment A ………………………………………………..….. Operation and Maintenance Plan Attachment B ……………………………………………………………..… Maintenance Guidelines Attachment C ………………………………………………………………………….……. Worksheets Attachment D …………………………………………………. Hydrologic Analysis TR-55 Results Attachment E ……………………………………………………………………… BMP Sizing Results Attachment F …………………………………………………………………….…………. Soils report Attachment G ………..…………………………………………. Notice of Transfer Responsibility

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Section I Permit(s) and Water Quality Conditions of Approval or Issuance
Project Infomation
Permit/Application No.
(If applicable)
N/A
Grading or Building
Permit No.
(If applicable)
N/A
Address of Project Site (or
Tract Map and Lot
Number if no address)
and APN
275 & 375 E. Santa Ana Street
Anaheim, CA 92805
APN #037-024-11; 037-111-29; 037-111-30
Water Quality Conditions of Approval or Issuance
Water Quality
Conditions of Approval
or Issuance applied to
this project.
(Please list verbatim.)
Prior to the issuance by the City of Anaheim of a grading permit, building permit and/or conditional use permit for any new development or significant redevelopment, the property owner shall submit to and obtain the approval of the Public Works Department of a water quality management plan. If the new development or significant redevelopment will be approved without application for a grading permit, building permit or conditional use permit, the property owner shall submit to and obtain the approval of the Public Works Department of a water quality management plan prior to the issuance of a discretionary land use approval or, at the City's discretion, prior to recordation of a subdivision map.

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Conceptual WQMP
Was a Conceptual Water
Quality Management Plan
previously approved for
this project?
This is the conceptual WQMP.

Watershed-Based Plan Conditions
Provide applicable
conditions from watershed -
based plans including
WIHMPs and TMDLS.

WIHMPs N/A in the City of Anaheim.

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Section II Project Description
II.1 Project Description

Description of Proposed Project
Development Category
(From Model WQMP,
Table 7.11-2; or -3):

All significant redevelopment projects, where significant redevelopment is defined as the addition or replacement of 5,000 or more square feet of impervious surface on an already developed site. Redevelopment does not include routine maintenance activities that are conducted to maintain original line and grade, hydraulic capacity, original purpose of the facility, or emergency redevelopment activity required to protect public health and safety.

Project Area (ft2): 89,458 Number of Dwelling Units: 56 SIC Code: N/A Pervious Impervious
Project Area Area
(sq ft)
Percentage
Area
(sq ft)
Percentage
Pre-Project Conditions 175 sq ft 0% 89,283 sq ft 100%
Post-Project Conditions 19,796 sq ft 22% 69,662sq ft 78% Drainage
Patterns/Connections
Existing west side of the project side drains westerly by an existing v- gutter to a 2’ parkway culvert towards Claudina street and north westerly towards the alley. The east side of the project site drains westerly by an existing v-gutter to a 2’ parkway culvert towards Philadelphia Street and north westerly towards the alley.

The proposed site DMA – A and DMA – B drains northerly towards the alley, intercepted by a 2’ gutter within the project boundary, sloping west to a 28”x28” vaned inlet grate concrete catch basin leading to an access manhole that leads to the underground infiltration gallery located underneath the guest parking spaces. Then, will backflow up and out of the catch basins and drain out to the alley flowing west to a catch basin on Santa Ana St. and Anaheim Blvd.

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Narrative Project
Description:
(Use as much space as
necessary.)
The project consists of the construction of 56 condominium homes. The project consists of 8 buildings with 4 buildings having 8 units and 4 buildings with 6 units each. The site will be accessed by the alley, north of Santa Ana St. On-site private driveways slope towards the alley at approximately 1.0%.

There are 4 types of units that make up the 56 condominiums:
- Unit 1637 (3 BD, 3.5 BA) 1,773 SF 16 UNITS
- Unit 1633 (3 BD, 3 BA) 1,496 SF 16 UNITS
- Unit 2531 (2 BD, 2 BA) 1,268 SF 16 UNITS
- Unit 2532 (2 BD, 2.5 BA) 1,227 SF 8 UNITS
The unit density for the proposed project is 27.3 dwelling units per acre (27.3 DU/AC).

A total of 132 parking spaces will be provided. 2 car garages for each unit which makes up 112 parking spaces, 20 guest parking spaces including 2 ADA parking spaces.

Park area (open space) will be in the courtyard located in the center of each lot. The infiltration systems will be installed below each guest parking area for both DMA – A and DMA - B, set back from buildings by a minimum of 10 feet. A total of 2 infiltration galleries, one for each DMA. The infiltration gallery used will be the StormTech MC-4500. The StromTech MC-4500 has a footprint that measures 534.66 sq-ft to accommodate the storage of the DMA-ADCV (2,338 CFS) and DMA-BDCV (2,320). The combined DCV for both DMA’s is 4,658 CFS.

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II.2 Potential Stormwater Pollutants
Pollutants of Concern
Pollutant
Check One for
each:

E=Expected to
be of concern
N=Not Expected
to be of concern
Additional Information and Comments
Suspended-Solid/ Sediment E N
Nutrients E N
Heavy Metals E N
Pathogens (Bacteria/Virus) E N
Pesticides E N
Oil and Grease E N
Toxic Organic Compounds E N
Trash and Debris E N

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II.3 Hydrologic Conditions of Concern
No – Show map
Yes – Describe applicable hydrologic conditions of concern below. Refer to Section 2.2.3 in the Technical Guidance Document (TGD).

According to the ArcGIS website, a portion of the project site is within the area of HCOC susceptibility. The project is determined to be potentially susceptible to hydromodification impacts if either of the following conditions exist: post-development runoff volume for the 2-yr, 24-hr storm exceeds the pre-development runoff volume for the 2-yr, 24-hr storm by more than 5 percent, or the time of concentration of post-development runoff for the 2-yr, 24-hr storm exceeds by more than 5 percent. Based on preliminary hydrology calculations, hydromodification control requirements do not apply. Detailed calculations and comparison are shown below.

TR-55 was used for Hydrologic analysis of the 2-year, 24-hour storm per appendix IV. Approved methods for Quantifying Hydrologic Conditions of Concern in the Technical Guidance Document.

2.05 storm depth was used for the 2-yr, 24- hour as specified in section IV.1.1 in the Technical Guidance Document.

Runoff volume was calculated per equation III.1 in the Technical Guidance Document.

V= C x d x A x 43560 sf/ac x 1/12 in/ft
C= (0.75 x imp = 0.15)
PRE-DEVELOPMENT 2-YEAR STORM

AREA VOLUME CALCS TC
(MIN)
DMA-ID IMP (SF) PERV (SF) TOTAL (SF) IMP (%) C D2-YEAR (IN) V (CF) DMA-A 44,420 175 44,595 100% 0.90 2.05 6,856 8.52
DMA-B 44,863 0 44,863 100% 0.90 2.05 6,898 6.47
POST-DEVELOPMENT 2-YEAR STORM

AREA VOLUME CALCS TC
(MIN)
DMA-ID IMP (SF) PERV (SF) TOTAL (SF) IMP (%) C D2-YEAR (IN) V (CF) DMA-A 35,238 9,537 44,595 79% 0.74 2.05 5,638 10.51
DMA-B 34,424 10,439 44,863 77% 0.73 2.05 5,595 10.52

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The existence of HCOCs is determined using the equation shown in the technical guidance section

5.3.1. (V2-year,POST/ V2-year,PRE) ≤ 1.05
DMA- A Volume Comparison
5,638 / 6,856 = 0.82 ≤ 1.05  Does NOT exceed 5%
DMA-B Volume Comparison
5,595 / 6,898 = 0.81 ≤ 1.05  Does NOT exceed 5%
Time of concentration was calculated by using Orange County Hydrology Manual, time of concentration nomograph for initial sub area.
(Tc2-year,POST/ Tc2-year,PRE) ≤ 1.05
DMA-A Tc Comparison

10.51 min. / 8.52 min.= 1.23 ≤ 1.05  Exceeds 5%
DMA-b Tc Comparaison

10.51 min. / 6.47 min. = 1.62 ≤ 1.05  Exceeds 5%
TR-55 results summary for peak flow

PRE-DEVELOPMENT

PEAK FLOW (CFS)

POST-DEVELOPMENT

PEAK FLOW (CFS)
DMA-A 1.32 0.91
DMA-B 1.42 0.86
See the supporting documents for pre and post TR-55 results and Time of Concentration in Attachment D.

PROJECT SITE

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II.4 Post Development Drainage Characteristics
The onsite driveways flow northly at approximately 0.5%. The Design capture volume for the site is collected by a concrete catch basin with storm filter that lead an access manhole and down to the infiltration gallery. Peak flows that exceed the DCV will discharge to catch basin at Santa Ana St. & Anaheim Blvd.  18”RCP PL#32026  Barber City channel  Bolsa Chica channel Anaheim Bay  Pacific Ocean.

II.5 Property Ownership/Management
Property shall be a condominium with an HOA.

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Section III Site Description
III.1 Physical Setting
Name of Planned
Community/Planning
Area (if applicable)
The Mill
275 & 375 E. Santa Ana Street,
Location/Address
Anaheim, CA 92805
General Plan Land Use
Designation
Existing GP: Low Medium Density Residential
Proposed GP: Medium Density Residential
Zoning
Existing: I (Industrial-Residential Overlay)
Proposed: I (Industrial-Residential Overlay)
Acreage of Project Site 2.05 Acres
Predominant Soil Type Hydrologic Soil Group A
III.2 Site Characteristics
Site Characteristics
Precipitation Zone 0.85 in.

Topography
The existing site of DMA -A (275 E. Santa Ana St.) slopes north westerly at approximately 0.8%, DMA - B (375 E. Santa Ana St.) slopes north westerly at approximately 0.7%. The proposed site in both subareas will slope northerly to the alley at approximately 0.5%.

Drainage
Patterns/Connections
See Section II.1 for a complete description of existing and proposed drainage patterns and connections.

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Soil Type, Geology, and
Infiltration Properties
Per the GIS interface, the site’s predominant soil type is Soil Type-A.

According to the preliminary soils report by Geotechnical Optimized Soil Engineering, “The alluvium encountered in our borings generally consisted of yellowish-brown, olive brown, yellow, and gray silty/clayey sand and clean fine to coarse-grained sands with thin silt interlayers. Below approximately 7 feet bgs, the alluvial material is friable and locally highly friable. Undocumented fill (Afu) material was encountered in one boring (H-4), up to 2.5 feet thick, and generally consisted of silty sand”. Higher infiltration rates were encountered at depths below 10 feet.

Hydrogeologic
(Groundwater)
Conditions
According to the preliminary soils report by Geotechnical Optimized Soil Engineering, groundwater was not encountered during the exploration to a maximum depth of 51.5 feet. Historic high groundwater is mapped as greater than 50 feet below ground surface.

From the database “Geotracker” shows depths to groundwater within nearby sites of 60 to 70+ feet bgs.

Geotechnical Conditions
(relevant to infiltration)
Infiltration areas shall be set back from building and property lines by a minimum of 10 ft. Per Geotracker, a nearby site located at 501 S Olive St Anaheim, CA 92015 was previously a LUST (Leaking Underground Storage Tank) cleanup site. According to the case summary dated May 2, 1997, the substances that were released and contaminants of concern were waste oil, motor, hydraulic and lubricating. The leak was discovered and stopped on March 18, 1997.

The cause of discharge was due to an overfill. No remedial actions entered. OCWD has determined that the risk of stormwater infiltration mobilizing historical contamination to groundwater is minimal at this site.

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Off-Site Drainage No off-site run on is expected.

Utility and Infrastructure
Information
DMA - B has an easement for underground and related electrical, which will be removed. A new storm drain system is proposed connecting from the concrete catch basin with storm filter then to an access manhole and then to the underground infiltration gallery.

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III.3 Watershed Description
Receiving Waters
CB at Santa Ana St. & Anaheim Blvd.  18”RCP PL#32026  Barber City channel  Bolsa Chica channel Anaheim Bay  Pacific Ocean in the City of Seal Beach
303(d) Listed Impairments
Bolsa Chica Channel – Ammonia (unionized) (73788), pH (77494), Indicator Bacteria (77714)
Anaheim Bay – Nickel (69290), Toxicity (69325), PCBs
(Polychlorinated biphenyls) (78840)
Applicable TMDLs N/A
Pollutants of Concern for
the Project
Pollutants of concern for the project will be those identified in Section II.2 of this WQMP.

Environmentally Sensitive
and Special Biological
Significant Areas
N/A to City of Anaheim

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Section IV Best Management Practices (BMPs)
IV. 1 Project Performance Criteria
(NOC Permit Area only) Is there an approved WIHMP or equivalent for the project area that includes more stringent LID feasibility criteria or if there are opportunities identified for implementing LID on regional or sub-regional basis?
YES NO
If yes, describe WIHMP
feasibility criteria or
regional/sub-regional LID
opportunities.

Currently Not Applicable to City of Anaheim.

Project Performance Criteria
If HCOC exists,
list applicable
hydromodification
control
performance
criteria (Section

7.II-2.4.2.2 in
MWQMP)
See explanation in section II.3.

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List applicable LID
performance
criteria (Section

7.II-2.4.3 from
MWQMP)
Priority Projects must infiltrate, harvest and use, evapotranspire, or biotreat/biofilter, the 85th percentile, 24-hour storm event (Design Capture Volume).

List applicable
treatment control
BMP performance
criteria (Section

7.II-3.2.2 from
MWQMP)
N/A. Project proposes the use of BMPs to address the project’s design capture volume.

Calculate LID
design storm
capture volume
for Project.

DMA-A DCV= C * d * A / 12 = 0.74 x 0.85 in. x 44,595 ft2 /12 = 2,338 cu-ft DMA-B DCV = C * d *A / 12 = 0.73 x 0.85 in. x 44,863 ft2 /12 = 2,320 cu-ft Sum of DMA-A & DMA-B DCV = 4,658 cu-ft

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IV.2. Site Design and Drainage
All drainage management areas onsite will drain north towards the alley at a 0.5% slope guided by proposed pavers in between the driveways in both DMA’s . The utilization of landscape as pretreatment is infeasible as there are minimal landscape areas on the north end of the site where the runoff is draining to the 2’ gutter. The water will drain to the concrete catch basin storm filter (CONTECH) located on the north westerly side of each DMA which will be utilized as pretreatment. A 12” HDPE will then connect from the catch basin to an access manhole. From the access manhole it will then connect a 24” HDPE to the StormTech MC-4500 located underneath the guest parking spaces, the table below provides the details of each DMA, which can also be found on the Stormwater BMP Exhibit
Section VI.1
DMA ID Area
(ft2)
IMP Design Storm
Depth (in)
C DCV (cu-ft)
DMA – A 44,595 79% 0.85 0.74 2,338
DMA - B 44,863 77% 0.85 0.73 2,320
Each StromTech MC-4500 are sized to store 2,370.09 cu-ft See Attachment E for sizing calculation of StormTech MC-4500 from ADS design tools and catch basin storm filter detail for DMA-A and DMA-B.

Stored DCV > Sum of DMA-A & DMA-B DCV
4,709 cu-ft > 4,658 cu-ft 

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IV.3 LID BMP Selection and Project Conformance Analysis IV.3.1 Hydrologic Source Controls (HSCs)
Name Included?
Localized on-lot infiltration
Impervious area dispersion (e.g. roof top
disconnection)
Street trees (canopy interception)
Residential rain barrels (not actively managed)
Green roofs/Brown roofs
Blue roofs
Impervious area reduction (e.g. permeable
pavers, site design)
Other:

Other:

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IV.3.2 Infiltration BMPs
Name Included?
Bioretention without underdrains
Rain gardens
Porous landscaping
Infiltration planters
Retention swales
Infiltration trenches
Infiltration basins
Drywells
Subsurface infiltration galleries
French drains
Permeable asphalt
Permeable concrete
Permeable concrete pavers
Other: Catch basin storm filter
Other:

BMP Footprint Calculations
DMA-A Minimum BMP footprint = 194.83 sq-ft (see detailed calcs in worksheet b in Attachment C) DMA-B Minimum BMP footprint = 193.33 sq-ft (see detailed calcs in worksheet b in Attachment C) StormTech 4500 installed area = 534.66 sq-ft (see sizing results in Attachment E) Installed BMP footprint > Minimum BMP footprint
DMA-A 534.66 sq-ft > 194.83 sq-ft 
DMA-B  534.66 sq-ft > 193.33 sq-ft 

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IV.3.3 Evapotranspiration, Rainwater Harvesting BMPs
N/A, Design Storm Capture volume will be met with infiltrations BMPs.

Name Included?
All HSCs; See Section IV.3.1
Surface-based infiltration BMPs
Biotreatment BMPs
Above-ground cisterns and basins
Underground detention
Other:

Other:

N/A.

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IV.3.4 Biotreatment BMPs
N/A, Design Storm Capture volume will be met with infiltrations BMPs.

Name Included?
Bioretention with underdrains
Stormwater planter boxes with underdrains
Rain gardens with underdrains
Constructed wetlands
Vegetated swales
Vegetated filter strips
Proprietary vegetated biotreatment systems
Wet extended detention basin
Dry extended detention basins
Other:

Other:

N/A.

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IV.3.5 Hydromodification Control BMPs
N/A, No hydromodification control BMP’s needed for proposed project.

Hydromodification Control BMPs
BMP Name BMP Description

IV.3.6 Regional/Sub-Regional LID BMPs
Regional/Sub-Regional LID BMPs
N/A

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IV.3.7 Treatment Control BMPs
N/A, Design Storm Capture volume will be met with infiltrations BMPs.

Treatment Control BMPs
BMP Name BMP Description

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V.3.9 Trash Provisions
Per City of Anaheim BMP Design Guidelines section XI. Trash provision Compliance, FCS is not required as the project is discharging to the street via surface runoff.

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IV.3.8 Non-structural Source Control BMPs
Non-Structural Source Control BMPs
Check One
Identifier Name
Included Not
Applicable
If not applicable, state brief
reason
N1 Education for Property Owners,
Tenants and Occupants

N2 Activity Restrictions
N3 Common Area Landscape
Management

N4 BMP Maintenance
N5 Title 22 CCR Compliance (How
development will comply)
Project is not anticipated to use,
generate, or store hazardous
wastes.

N6 Local Industrial Permit Compliance Residential development.

N7 Spill Contingency Plan
Hazardous material spills not
expected for this project.

N8 Underground Storage Tank
Compliance
Not used on-site.

N9 Hazardous Materials Disclosure
Compliance
Project is not anticipated to use,
generate, or store hazardous
wastes.

N10 Uniform Fire Code Implementation
N/A No storage of hazardous
materials.

N11 Common Area Litter Control
N12 Employee Training
N13 Housekeeping of Loading Docks None Proposed.

N14 Common Area Catch Basin Inspection
N15 Street Sweeping Private Streets and
Parking Lots
N16 Retail Gasoline Outlets None Onsite.

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IV.3.9 Structural Source Control BMPs
Structural Source Control BMPs
Check One
Identifier Name
Included Not
Applicable
If not applicable, state brief
reason
S1 Provide storm drain system stenciling
and signage

S2
Design and construct outdoor material
storage areas to reduce pollution
introduction
No outdoor storage of hazardous
materials onsite.

S3
Design and construct trash and waste
storage areas to reduce pollution
introduction

S4
Use efficient irrigation systems &
landscape design, water conservation,
smart controllers, and source control

S5 Protect slopes and channels and
provide energy dissipation
No slopes on site.

Incorporate requirements applicable to
individual priority project categories
(from SDRWQCB NPDES Permit)
N/A project resides in the Santa
Ana Region
S6 Dock areas None Proposed
S7 Maintenance bays None Proposed
S8 Vehicle wash areas None Proposed
S9 Outdoor processing areas None Proposed
S10 Equipment wash areas None Proposed
S11 Fueling areas None Proposed
S12 Hillside landscaping None Proposed
S13 Wash water control for food
preparation areas
None Proposed
S14 Community car wash racks None Proposed

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IV.4 Alternative Compliance Plan (If Applicable)
N/A
IV.4.1 Water Quality Credits
Description of Proposed Project
Project Types that Qualify for Water Quality Credits (Select all that apply):

Redevelopment
projects that reduce the
overall impervious
footprint of the project
site.

Brownfield redevelopment, meaning
redevelopment, expansion, or reuse of real
property which may be complicated by the
presence or potential presence of hazardous
substances, pollutants or contaminants, and
which have the potential to contribute to
adverse ground or surface WQ if not
redeveloped.

Higher density development projects which
include two distinct categories (credits can only
be taken for one category): those with more
than seven units per acre of development (lower
credit allowance); vertical density
developments, for example, those with a Floor
to Area Ratio (FAR) of 2 or those having more
than 18 units per acre (greater credit allowance).

Mixed use development, such as a
combination of residential, commercial,
industrial, office, institutional, or other land
uses which incorporate design principles that
can demonstrate environmental benefits that
would not be realized through single use
projects (e.g. reduced vehicle trip traffic with
the potential to reduce sources of water or air
pollution).

Transit-oriented developments, such as a
mixed use residential or commercial area
designed to maximize access to public
transportation; similar to above criterion, but
where the development center is within one
half mile of a mass transit center (e.g. bus, rail,
light rail or commuter train station). Such
projects would not be able to take credit for
both categories, but may have greater credit
assigned
Redevelopment projects
in an established historic
district, historic
preservation area, or similar
significant city area
including core City Center
areas (to be defined through
mapping).

Developments with
dedication of
undeveloped portions to
parks, preservation
areas and other pervious
uses.

Developments
in a city center
area.

Developments
in historic
districts or
historic
preservation
areas.

Live-work
developments, a variety of
developments designed to
support residential and
vocational needs together –
similar to criteria to mixed
use development; would not
be able to take credit for
both categories.

In-fill projects, the
conversion of empty lots
and other underused spaces
into more beneficially used
spaces, such as residential
or commercial areas.

Priority Project Water Quality Management Plan (WQMP)

THE MILL
MERITAGE HOMES Section IV

Page 26 ends

Calculation of
Water Quality
Credits
(if applicable)
Currently N/A to Anaheim.

IV.4.2 Alternative Compliance Plan Information
N/A

Priority Project Water Quality Management Plan (WQMP)

THE MILL
MERITAGE HOMES Section V

Page 27 ends

Section V Inspection/Maintenance Responsibility for BMPs

BMP Inspection/Maintenance
BMP Reponsible
Party(s)
Inspection/
Maintenance
Activities Required
Minimum
Frequency of
Activities
Storm Drain System
Stencilling and
Signage
HOA
Inlet stencil or signage
shall be repainted, re-
stencilled or replaced
Annually and as
needed.

Trash Enclosures HOA/Tenants
Trash enclosures shall be
inspected to ensure all
materials are disposed of
properly.

Daily
Irrigation systems
and Landscape
Design
HOA
Verify that irrigation
timing and cycle lengths
are adjusted in
accordance with water
demands.

Weekly
Catch Basin Storm
filter HOA
Inspection and
maintenance shall occur
per operation and
maintenance manual in
Attachment A
Inspect every 6 months
Underground
infiltration galleries HOA
Inspection and
maintenance shall occur
per operation and
maintenance manual in
Attachment A
Inspect every 6
months

Priority Project Water Quality Management Plan (WQMP)

THE MILL
MERITAGE HOMES Section VI

Page 28 ends

Section VI BMP Exhibit (Site Plan)
VI.1 BMP Exhibit (Site Plan)
See next page for Stormwater BMP Exhibit.

VI.2 Submittal and Recordation of Water Quality Management Plan N/A

Priority Project Water Quality Management Plan (WQMP)

THE MILL
MERITAGE HOMES Section VII

Page 29 ends

Section VII Educational Materials
.

Education Materials
Residential Material
(http://www.ocwatersheds.com)
Check If
Applicable
Business Material
(http://www.ocwatersheds.com)
Check If
Applicable
The Ocean Begins at Your Front Door Tips for the Automotive Industry Tips for Car Wash Fund-raisers Tips for Using Concrete and Mortar Tips for the Home Mechanic Tips for the Food Service Industry Homeowners Guide for Sustainable
Water Use
Proper Maintenance Practices for Your
Business
Household Tips
Proper Disposal of Household
Hazardous Waste
Other Material
Check If
Attached
Recycle at Your Local Used Oil
Collection Center (North County)

Recycle at Your Local Used Oil
Collection Center (Central County)

Recycle at Your Local Used Oil
Collection Center (South County)

Tips for Maintaining a Septic Tank
System

Responsible Pest Control
Sewer Spill
Tips for the Home Improvement
Projects

Tips for Horse Care
Tips for Landscaping and Gardening
Tips for Pet Care
Tips for Pool Maintenance
Tips for Residential Pool, Landscape
and Hardscape Drains

Tips for Projects Using Paint

ATTACHMENT A
Operation and Maintenance Plan

Operation & Maintenance Plan
BMP Applicable?
Yes/No Bmp Name and BMP Implementation, Maintenance, and Inspection Procedures Implementation, Maintenance,
and Inspection Frequency and
Schedule
Person or Entity with
Operation & Maintenance
Responsibility
Yes N1. Education for Property HOAs, Tenants and Occupants HOA will periodically provide environmental awareness education materials, made available by the minicipalities, to all of its members.

Annually or as needed HOA
Yes N2. Activity Restrictions
HOA will precribe activity restrictions to protect surface water quality, through lease agreements or other equally effective measures Ongoing HOA
Yes
N3. Common Area Landscope Management
Maintenance shall be consistent with City requirements, plus fertilizer and/or pesticide usages shall be consistent with County guidelines for use of fertilizers and pesticicles (OC DAMP Section 5.5). Maintenance includes mowing, weeding, and clebris removal on a weekly basis. Trimming, replanting and replacement of much shall be performed on an as- needed basis. Trimmings, clippings, and other waste shall be properly disposed of off- site in accordance with local regulations. Materials temporarily stockpiled during maintenance activities shall be placed away from water courses and drain inlets.

Weekly HOA
Yes
N4. BMP Maintenance
Maintenance of BMPs implemented at the project site shall be performed at the frequency prescribed in this WQMP. Records of inspections and BMP maintenance shall be maintained by the responsible party and documented with the WQMP, and shall be available for review upon request. Ongoing, as prescribed per WQMP HOA No N5. Title 22 CCR Compliance
Project is not aticipated to use, generate, or store hazardous wastes. N/A N/A No N6. Local Water Quality Permit Compliance
Residential development. N/A N/A
No N7. Spill Contingency Plan
Hazardous material spills not expected for this project. N/A N/A No N8. Underground Storage Tank Compliance
Not used on-site. N/A N/A
No N9. Hazardous Materials Disclosure Compliance
Project is not aticipated to use, generate, or store hazardous wastes. N/A N/A No N10. Uniform Fire Code Implementation
Not applicable, no storage of hazardous materials N/A N/A Yes
N11. Common Area Litter Control
The HOA shall implement a trash management and litter control procedures to minimize the potential for runoff pollution. Management shall also designate staff to patrol the site on a regular basis, ensuring all litter and trash are properly disposed, adequate capacity in waste receptacles and reporting any violations to management.

Ongoing patrols. Daily pick up and
removal. HOA
Yes
N12. Employee Training
All staff and employees of the company shall receive initial training upon fire and annually thereafter on the importance of their actions on storm water quality. Training shall include educational materials provided by the County as well as other permitting agencies.

Upon hire and annually HOA
No N13. Housekeeping of Loading Docks
None proposed. N/A N/A
Yes
N14. Common Area Catch Basin Inspection
Area drains, curb-and-gutter systems and other drainage systems shall be inspected prior to October 1st of each year and after large storm events. If necessary, drains shall be cleaned prior to any succeeding rain events. 100% of facilities shall be inspected and cleaned annually.

Annually HOA
Yes N15. Street Sweeping Private Streets And Parking Lots Streets and parking area must be swept at minimum, on a weekly basis and as needed. Weekly and as needed HOA No N16. Retail Gasoline Outlets
Not applicable. None onsite. N/A N/A
HOA is responsible for the inspection and maintenance of the BMP. The matrix below describes the procedures for implementation, maintenance, and inspection frequency of the BMP. Inspection and maintenance records which must be kept for a minimum of five years for inspection by the regulatory agencies.

Non-Structural Source Control BMPs

Operation & Maintenance Plan
BMP Applicable?
Yes/No Bmp Name and BMP Implementation, Maintenance, and Inspection Procedures Implementation, Maintenance,
and Inspection Frequency and
Schedule
Person or Entity with
Operation & Maintenance
Responsibility
HOA is responsible for the inspection and maintenance of the BMP. The matrix below describes the procedures for implementation, maintenance, and inspection frequency of the BMP. Inspection and maintenance records which must be kept for a minimum of five years for inspection by the regulatory agencies.

Yes
S1. Provide Storm Drain System Stenciling and Signage
As a part of the final civil engineering drawings, it will be required by the HOA to stencil on all of the project’s operational inlets within or immediately adjacent to paved areas, the words, “No Dumping - Drains to Ocean.” This will be done in a location that can be clearly seen by all and will be routinely inspected and re-stenciled, as required. Thereafter, inlet stencil or signage shall be repainted, re-stenciled or replaced as necessary to ensure it is legible.

Annually and as needed HOA
No S2. Design Outdoor Hazardous Material Storoge Areas to Reduce Pollutant Introduction Not applicable. No outdoor storage of hazardous materials onsite. N/A N/A Yes S3. Design Trash Enclosures to Reduce Pollutant Introduction Trash enclosures shall be covered. Site shall be inspected with use to ensure all materials are disposed of properly.

Daily HOA/Tenants
Yes
S4. Use Efficient Irrigation Systems and Landscape Design In conjuction with routine maintenance activities, verify the landscape design continues to function properly by adjusting properly to eliminate overspray to hardscape areas, and to verify that irrigation timing and cycle lengths are adjusted in accordance with water demands, given time of year, weather, day or night time temperatures based on system specification and local climate patterns.

Weekly HOA
No S5. Protect Slopes and Channels.

Not applicable. Site is flat. N/A N/A
No Incorporate requirements applicable to indivisual priority project catergories (from SDRWQCB NPDED Permit) Not applicable, project resides in the Santa Ana Region. N/A N/A No S6. Loading Dock Areas
Not applicable. No loading docks onsite. N/A N/A
No S7. Maintenance Bays and Docks
Not applicable. No maintenance bays onsite. N/A N/A
No S8. Vehicle Wash Areas
Not applicable. No wash areas onsite. N/A N/A
No S9. Outdoor Processing Areas
Not applicable. No outdoor processing onsite. N/A N/A
No S10. Equipment Wash Areas
Not applicable. No equipment wash areas onsite. N/A N/A No S11. Fueling Area
Not applicable. No fueling areas onsite. N/A N/A
No S12. Site Design and Landscape Planning (Hillside Landscaping) Not applicable. Project is not hillside development. N/A N/A No S13. Wash Water Controls for Food Preparation Areas
Not applicable. No food preparation areas. N/A N/A
No S14. Community Car Wash Racks
Not applicable. No community car wash areas onsite. N/A N/A After significant storm events and
annually.

HOA

N/A N/A
After significant storm events and
annually. N/A
Treatment BMPs
Treatment BMP #1
TRT-2 Cartridge Media Filter
Inspection should be done before winter season, to determine if catridge needs to be replaced. Record the level of sediment build-up on the floor of vault, and record all other observations.

Trash
Trash
FCS is not required as the project is discharging to the street via surface runoff.

Structural Source Control BMPs
Low Impact Development BMPs
Infiltration BMP #1
INF-7 Underground Infiltration
Inspect for standing water and that water infiltrates into underlying soil completely within 48 hours following rain events. Remove accumulated sediment as needed. Inspect isolator row for accumulated sediment. Remove sediment when accumulation exceeds 10%.

ATTACHMENT B

MAINTENANCE GUIDELINES

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www.ContechES.com/stormwater | 800-338-1122
© 2020 Contech Engineered Solutions, a Quikrete Company

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ENGINEERED SOLUTIONS

OPERATION AND

MAINTENANCE
CatchBasin StormFilter™
Important: These guidelines should be used as a part of your site stormwater plan.

Overview
The CatchBasin StormFilter™ (CBSF) consists of a multi-chamber steel, concrete, or plastic catch basin unit. The steel CBSF is offered both as a standard and as a deep unit for additional internal overflow and sediment capacity.

The CBSF is installed flush with the finished grade and is applicable for both constrained lot and retrofit applications.

Steel and concrete units can accept surface and piped influent for roof leaders or similar applications.

The steel, concrete and plastic CBSF units have capacities of 4, 8 and 2 cartridges, respectively. Internal overflow capacity varies by system type from 0.5 cfs for the plastic, 1.3 cfs for the concrete and 1.0 or 1.8 cfs for the steel unit.

Design Operation
The CBSF is installed as the primary receiver of runoff, similar to a standard, grated catch basin. The steel and concrete CBSF units have an H-20 rated, traffic bearing lid that allows the filter to be installed in parking lots, and for all practical purposes, takes up no land area. Plastic units can be used in landscaped areas or other non-traffic-bearing applications.

The steel CBSF consists of a sumped inlet chamber and
cartridge chamber(s). Runoff enters the sumped inlet chamber either by sheet flow from a paved surface or from an inlet pipe discharging directly to the unit vault. The inlet chamber is equipped with an internal baffle, which traps debris and floating oil and grease, and an overflow weir. While in the inlet chamber, heavier solids are allowed to settle into the deep sump, while lighter solids and soluble pollutants are directed into the cartridge chamber through a port between the baffle and the overflow weir.

The concrete and plastic units operate similarly minus the presence of the inlet chamber or deep sump.

Once in the cartridge chamber, polluted water ponds and percolates horizontally through the media in the filter cartridges.

Treated water collects in the cartridge’s center tube from where it is directed to the outlet chamber and discharged to the outlet pipe on the downstream side of the overflow weir.

When influent flows exceed the water quality design value, excess water spills over the overflow weir, bypassing the cartridge bay, and discharges to the outlet pipe.

Applications
The CBSF is particularly useful where small flows are being treated or for sites that have little available hydraulic head. The unit is ideal for applications in which standard catch basins are to be used. Both water quality and catchment issues can be resolved with the use of the CBSF .

Retro-Fit
The retrofit market has many possible applications for the CBSF .

The CBSF can be installed by replacing an existing catch basin without having to “chase the grade,” thus reducing the high cost of re piping the storm system.

www.ContechES.com/stormwater | 800-338-1122
© 2020 Contech Engineered Solutions, a Quikrete Company

Page 2 ends

ENGINEERED SOLUTIONS

OPERATION AND

MAINTENANCE
CatchBasin StormFilter™
Maintenance Guidelines
Maintenance procedures for typical catch basins can be applied to the CatchBasin StormFilter (CBSF). The filter cartridges contained in the CBSF are easily removed and replaced during maintenance activities according to the following guidelines.

1. Establish a safe working area as per typical catch basin service activity.

2. Remove steel grate and diamond plate cover (weight 100 lbs. each) or plastic grating.

3. Turn cartridge(s) approximately ¼ turn counter-clockwise to disconnect from pipe manifold.

4. Remove cartridge(s) from catch basin by hand or with appropriate hoisting equipment.

5. Remove accumulated sediment via vactor truck from all interior chambers.

6. Rinse interior of both bays and vactor remaining water and sediment.

7. Install fresh cartridge(s), by rotating ¼ turn clockwise, taking care not to damage cartridge connectors.

8. Replace cover(s).

9. Dispose of accumulated debris and spent media in
accordance with local regulations.

10. Return used, empty cartridges to Contech for refurbishing.

Media may be removed from the filter cartridges using the vactor truck before the cartridges are removed from the catch basin structure once the top cap and hood are removed. The vactor truck must be equipped with a hose capable of reaching areas of restricted clearance.

Empty cartridges can be easily removed from the catch basin structure by hand. Empty cartridges should be reassembled and returned to Contech as appropriate.

Refurbished cartridges are available from Contech on an exchange basis. Contact the maintenance department of
Contech at 513-645-7770 for more information.

Onsite maintenance is estimated at 26 minutes once setup for a single cartridge unit. Add approximately 5 minutes for each additional cartridge.

Mosquito Abatement
In certain areas of the United States, mosquito abatement is desirable to reduce the incidence of vectors.

In BMPs with standing water, which could provide mosquito breeding habitat, certain abatement measures can be taken.

1. Periodic observation of the standing water to determine if the facility is harboring mosquito larvae.

2. Regular catch basin maintenance.

3. Use of larvicides containing Bacillus thuringiensis israelensis (BTI). BTI is a bacterium toxic to mosquito and black fly larvae.

In some cases, the presence of petroleum hydrocarbons may interrupt the mosquito growth cycle.

Using Larvicides in the CatchBasin StormFilter
Larvicides should be used according to manufacturer’s
recommendations.

Two widely available products are Mosquito Dunks and Summit B.t.i. Briquets. For more information, visit
https://www.amvac.
com/products/summit-bti-briquets.

The larvicide must be in contact with the permanent pool. The larvicide should also be fastened to the CatchBasin StormFilter to prevent displacement by high flows. A magnet can be used with a steel catch basin.

For more information on mosquito abatement in stormwater BMPs, refer to the following:
https://anrcatalog.ucanr.edu/
pdf/8125.pdf.

StormFilter Inspection and
Maintenance Procedures

ENGINEERED SOLUTIONS

In addition to these two activities, it is important to check the condition of the StormFilter unit after major storms for potential damage caused by high flows and for high sediment accumulation that may be caused by localized erosion in the drainage area. It may be necessary to adjust the inspection/ maintenance schedule depending on the actual operating
conditions encountered by the system. In general, inspection activities can be conducted at any time, and maintenance should occur, if warranted, during dryer months in late summer to early fall.

Maintenance Frequency
The primary factor for determining frequency of maintenance for the StormFilter is sediment loading.

A properly functioning system will remove solids from water by trapping particulates in the porous structure of the filter media inside the cartridges. The flow through the system will naturally decrease as more and more particulates are trapped. Eventually the flow through the cartridges will be low enough to require replacement. It may be possible to extend the usable span of the cartridges by removing sediment from upstream trapping devices on a routine as-needed basis, in order to prevent material from being re-suspended and discharged to the StormFilter treatment system.

The average maintenance lifecycle is approximately 1-5 years.

Site conditions greatly influence maintenance requirements.

StormFilter units located in areas with erosion or active construction may need to be inspected and maintained more often than those with fully stabilized surface conditions.

Regulatory requirements or a chemical spill can shift maintenance timing as well. The maintenance frequency may be adjusted as additional monitoring information becomes available during the inspection program. Areas that develop known problems should be inspected more frequently than areas that demonstrate no problems, particularly after major storms. Ultimately, inspection and maintenance activities should be scheduled based on the historic records and characteristics of an individual StormFilter system or site. It is recommended that the site owner develop a database to properly manage StormFilter inspection and maintenance programs..
2 Maintenance Guidelines
The primary purpose of the Stormwater Management
StormFilter® is to filter and prevent pollutants from entering our waterways. Like any effective filtration system, periodically these pollutants must be removed to restore the StormFilter to its full efficiency and effectiveness.

Maintenance requirements and frequency are dependent on the pollutant load characteristics of each site. Maintenance activities may be required in the event of a chemical spill or due to excessive sediment loading from site erosion or extreme storms. It is a good practice to inspect the system after major storm events.

Maintenance Procedures
Although there are many effective maintenance options, we believe the following procedure to be efficient, using common equipment and existing maintenance protocols. The following two-step procedure is recommended::

1. Inspection
• Inspection of the vault interior to determine the need for maintenance.

2. Maintenance
• Cartridge replacement
• Sediment removal
Inspection and Maintenance Timing
At least one scheduled inspection should take place per year with maintenance following as warranted.

First, an inspection should be done before the winter season.

During the inspection the need for maintenance should be determined and, if disposal during maintenance will be required, samples of the accumulated sediments and media should be obtained.

Second, if warranted, a maintenance (replacement of the filter cartridges and removal of accumulated sediments) should be performed during periods of dry weather.

3 Inspection Procedures
The primary goal of an inspection is to assess the condition of the cartridges relative to the level of visual sediment loading as it relates to decreased treatment capacity. It may be desirable to conduct this inspection during a storm to observe the relative flow through the filter cartridges. If the submerged cartridges are severely plugged, then typically large amounts of sediments will be present and very little flow will be discharged from the drainage pipes. If this is the case, then maintenance is warranted and the cartridges need to be replaced.

Warning: In the case of a spill, the worker should abort inspection activities until the proper guidance is obtained.

Notify the local hazard control agency and Contech Engineered Solutions immediately.

To conduct an inspection:

Important: Inspection should be performed by a person who is familiar with the operation and configuration of the StormFilter treatment unit and the unit’s role, relative to detention or retention facilities onsite.

1. If applicable, set up safety equipment to protect and notify surrounding vehicle and pedestrian traffic.

2. Visually inspect the external condition of the unit and take notes concerning defects/problems.

3. Open the access portals to the vault and allow the system vent.

4. Without entering the vault, visually inspect the inside of the unit, and note accumulations of liquids and solids.

5. Be sure to record the level of sediment build-up on the floor of the vault, in the forebay, and on top of the cartridges. If flow is occurring, note the flow of water per drainage pipe. Record all observations. Digital pictures are valuable for historical documentation.

6. Close and fasten the access portals.

7. Remove safety equipment.

8. If appropriate, make notes about the local drainage area relative to ongoing construction, erosion problems, or high loading of other materials to the system.

9. Discuss conditions that suggest maintenance and make decision as to whether or not maintenance is needed.

Maintenance Decision Tree
The need for maintenance is typically based on results of the inspection. The following Maintenance Decision Tree should be used as a general guide. (Other factors, such as Regulatory Requirements, may need to be considered).

Please note Stormwater Management StormFilter devices installed downstream of, or integrated within, a stormwater storage facility typically have different operational parameters (i.e. draindown time). In these cases, the inspector must understand the relationship between the retention/detention facility and the treatment system by evaluating site specific civil engineering plans, or contacting the engineer of record, and make adjustments to the below guidance as necessary. Sediment deposition depths and patterns within the StormFilter are likely to be quite different compared to systems without upstream storage and therefore shouldn’t be used exclusively to evaluate a need for maintenance.

1. Sediment loading on the vault floor.
a. If >4” of accumulated sediment, maintenance is
required.

2. Sediment loading on top of the cartridge.
a. If >1/4” of accumulation, maintenance is required.

3. Submerged cartridges.
a. If >4” of static water above cartridge bottom for more than 24 hours after end of rain event, maintenance
is required. (Catch basins have standing water in the
cartridge bay.)

4. Plugged media.
a. While not required in all cases, inspection of the media within the cartridge may provide valuable additional
information.
b. If pore space between media granules is absent,
maintenance is required.

5. Bypass condition.
a. If inspection is conducted during an average rain fall event and StormFilter remains in bypass condition
(water over the internal outlet baffle wall or submerged cartridges), maintenance is required.

6. Hazardous material release.
a. If hazardous material release (automotive fluids or other) is reported, maintenance is required.

7. Pronounced scum line.
a. If pronounced scum line (say ≥ 1/4” thick) is present above top cap, maintenance is required.

Important: Care must be used to avoid damaging the
cartridges during removal and installation. The cost of repairing components damaged during maintenance will be the responsibility of the owner.

C. Set the used cartridge aside or load onto the hauling truck.

D. Continue steps a through c until all cartridges have been removed.

Method 2:

A. This activity will require that maintenance personnel enter the vault to remove the cartridges from the under drain manifold and place them under the vault opening for
lifting (removal). Disconnect each filter cartridge from the underdrain connector by rotating counterclockwise 1/4 of a turn. Roll the loose cartridge, on edge, to a convenient spot beneath the vault access.

B. Unscrew the cartridge cap.

C. Remove the cartridge hood and float.

D. At location under structure access, tip the cartridge on its side.

E. Empty the cartridge onto the vault floor. Reassemble the empty cartridge.

F . Set the empty, used cartridge aside or load onto the hauling truck.

G. Continue steps a through e until all cartridges have been removed.
4 Maintenance
Depending on the configuration of the particular system, maintenance personnel will be required to enter the vault to perform the maintenance.

Important: If vault entry is required, OSHA rules for confined space entry must be followed.

Filter cartridge replacement should occur during dry weather.

It may be necessary to plug the filter inlet pipe if base flows is occurring.

Replacement cartridges can be delivered to the site or customers facility. Information concerning how to obtain the replacement cartridges is available from Contech Engineered Solutions.

Warning: In the case of a spill, the maintenance personnel should abort maintenance activities until the proper guidance is obtained. Notify the local hazard control agency and Contech Engineered Solutions immediately.

To conduct cartridge replacement and sediment removal
maintenance:

1. If applicable, set up safety equipment to protect maintenance personnel and pedestrians from site hazards.

2. Visually inspect the external condition of the unit and take notes concerning defects/problems.

3. Open the doors (access portals) to the vault and allow the system to vent.

4. Without entering the vault, give the inside of the unit, including components, a general condition inspection.

5. Make notes about the external and internal condition of the vault. Give particular attention to recording the level of sediment build-up on the floor of the vault, in the forebay, and on top of the internal components.

6. Using appropriate equipment offload the replacement
cartridges (up to 150 lbs. each) and set aside.

7. Remove used cartridges from the vault using one of the following methods:

Method 1:

Using appropriate hoisting equipment, attach a cable
from the boom, crane, or tripod to the loose cartridge.

Contact Contech Engineered Solutions for suggested
attachment devices.

B. Remove the used cartridges (up to 250 lbs. each) from the vault.

5 8. Remove accumulated sediment from the floor of the vault and from the forebay. This can most effectively be accomplished by use of a vacuum truck.

9. Once the sediments are removed, assess the condition of the vault and the condition of the connectors.

10. Using the vacuum truck boom, crane, or tripod, lower and install the new cartridges. Once again, take care not to damage connections.

11. Close and fasten the door.

12. Remove safety equipment.

13. Finally, dispose of the accumulated materials in accordance with applicable regulations. Make arrangements to return the used empty cartridges to Contech Engineered Solutions.

Related Maintenance Activities -
Performed on an as-needed basis
StormFilter units are often just one of many structures in a more comprehensive stormwater drainage and treatment system.

In order for maintenance of the StormFilter to be successful, it is imperative that all other components be properly maintained.

The maintenance/repair of upstream facilities should be carried out prior to StormFilter maintenance activities.

In addition to considering upstream facilities, it is also important to correct any problems identified in the drainage area. Drainage area concerns may include: erosion problems, heavy oil loading, and discharges of inappropriate materials.

Material Disposal
The accumulated sediment found in stormwater treatment
and conveyance systems must be handled and disposed of in accordance with regulatory protocols. It is possible for sediments to contain measurable concentrations of heavy metals and organic chemicals (such as pesticides and petroleum products).

Areas with the greatest potential for high pollutant loading include industrial areas and heavily traveled roads.

Sediments and water must be disposed of in accordance with all applicable waste disposal regulations. When scheduling maintenance, consideration must be made for the disposal of solid and liquid wastes. This typically requires coordination with a local landfill for solid waste disposal. For liquid waste disposal a number of options are available including a municipal vacuum truck decant facility, local waste water treatment plant or on-site treatment and discharge.

Inspection Report
Date: ————————————— Personnel: ———————————————————————————————————— Location: ————————————System Size: _____________________________ Months in Service: ———————————— System Type: Vault Cast-In-Place Linear Catch Basin Manhole Other: ___________ Sediment Thickness in Forebay: _____________________________________________________ Date: ____________________________ Sediment Depth on Vault Floor: _______________________________________________________________________________________ Sediment Depth on Cartridge Top(s): __________________________________________________________________________________ Structural Damage: ———————————————————————————————————————————————— Estimated Flow from Drainage Pipes (if available): ———————————————————————————————————— Cartridges Submerged: Yes No Depth of Standing Water: —————————————————————— StormFilter Maintenance Activities (check off if done and give description) Trash and Debris Removal: ——————————————————————————————————————————— Minor Structural Repairs: ———————————————————————————————————————————— Drainage Area Report ————————————————————————————————————————————— Excessive Oil Loading: Yes No Source: ——————————————————————— Sediment Accumulation on Pavement: Yes No Source: ——————————————————————— Erosion of Landscaped Areas: Yes No Source: ——————————————————————— Items Needing Further Work: ———————————————————————————————————————————— Owners should contact the local public works department and inquire about how the department disposes of their street waste residuals.

Other Comments:
————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— Review the condition reports from the previous inspection visits.

StormFilter Maintenance Report
Date: ————————————— Personnel: ———————————————————————————————————— Location: ————————————System Size: ——————————————————————————————————— System Type: Vault Cast-In-Place Linear Catch Basin Manhole Other: __________ List Safety Procedures and Equipment Used: —————————————————————————————————————— ————————————————————————————————————————————————————————— ————————————————————————————————————————————————————————— System Observations
Months in Service: __________________________________________________________________________________________________ Oil in Forebay (if present): Yes No
Sediment Depth in Forebay (if present): ———————————————————————————————————————— Sediment Depth on Vault Floor: ——————————————————————————————————————————— Sediment Depth on Cartridge Top(s): ————————————————————————————————————————— Structural Damage: ———————————————————————————————————————————————— Drainage Area Report
Excessive Oil Loading: Yes No Source: ————————————————————————— Sediment Accumulation on Pavement: Yes No Source: ————————————————————————— Erosion of Landscaped Areas: Yes No Source: ————————————————————————— StormFilter Cartridge Replacement Maintenance Activities Remove Trash and Debris: Yes No Details: —————————————————————————— Replace Cartridges: Yes No Details: —————————————————————————— Sediment Removed: Yes No Details: —————————————————————————— Quantity of Sediment Removed (estimate?):

Minor Structural Repairs: Yes No Details: ————————————————————————— Residuals (debris, sediment) Disposal Methods: —————————————————————————————————————— Notes:
—————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— ——————————————————————————————————————————————————————————

800.338.1122
www.conteches.com
NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY . APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED

ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH.

SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION.

Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech’s portfolio includes bridges, drainage, sanitary sewer, stormwater and earth stabilization products. For information on other Contech division offerings, visit www.ContechES.com or call 800.338.1122.

Support
• Drawings and specifications are available at www.conteches.com. • Site-specific design support is available from our engineers.

ENGINEERED SOLUTIONS
© 2020 CONTECH ENGINEERED SOLUTIONS LLC, A QUIKRETE COMPANY 800-338-1122
www.ContechES.com
All Rights Reserved. Printed in the USA.

StormFilter Inspection and Maintenance Procedures 4/20

TECHNICAL GUIDANCE DOCUMENT APPENDICES
XIV-43 December 20, 2013
INF-7: Underground Infiltration
Underground infiltration is a vault or chamber with an open bottom that used to store runoff and percolate into the subsurface. A number of vendors offer proprietary
infiltration products that allow for similar or enhanced rates of infiltration and subsurface storage while offering durable prefrabricated structures. There are many varieties of
proprietary infiltration BMPs that can be used for roads and parking lots, parks and open spaces, single and multi-family residential, or mixed-use and commercial uses.

Feasibility Screening Considerations
 Infiltration bains shall pass infeasible screening criteria to be considered for use.
 Underground infiltration galleries pose a potential risk of groundwater contamination; pretreatment should be used.

Opportunity Criteria
 Soils are adequate for infiltration or can be amended to provide an adequate infiltration rate .  Appropriate for sites with limited surface space.
 Can be placed beneath roads, parking lots, parks, and athletic fields.  Potential for groundwater contamination can be mitigated through isolation of pollutant sources, pretreatment of inflow, and/or demonstration of adequate treatment capacity of underlying soils.  Infiltration is into native soil, or depth of engineered fill is ≤ 5 feet from the bottom of the facility to native material and infiltration into fill is approved by a geotechnical professional.  Tributary area land uses include mixed-use and commercial, sngle-family and multi-f amily, roads and parking lots, and parks and open spaces. High pollutant land uses should not be tributary to infiltration BMPs.

OC-Specific Design Criteria and Considerations
□
Placement of BMPs should observe geotechnical recommendations with resp ect to geological hazards (e.g. landslides, liquefaction zones, erosion, etc.) and set-backs (e.g., fou ndations, utilities, roadways, etc.)
□ Minimum separation to mounded seasonally high groundwater of 10 feet shall be observed. □ Minimum pretreatment should be provided upstream of the infiltration facility, and water bypassing pretreatment should not be directed to the facility. □ Underground infiltration should not be used for drainage areas with high sediment production potential unless preceded by full treatment control with a BMP effective for sediment removal. □ Design infiltration rate should be determined as described in Appendix VII. □ Inspection ports or similar design features shall be provided to verify continued system performance and identify need for major maintenance.

Also known as:
 Infiltration vault
 Recharge vault

Underground Infiltration
Source: http://www.contech-cpi.com

TECHNICAL GUIDANCE DOCUMENT APPENDICES
XIV-44 December 20, 2013
□ For infiltration facilities beneath roads and parking areas, structural requirem ents should meet H-20 load requirements.

Computing Underground Infiltration Device Size
Underground infiltration devices vary by design and by proprietary designs. The sizing method selected for use must be based on the BMP type it most strongly resembles.  For underground infiltration devices with open pore volume (e.g., vaults, crates, pipe sections, etc), sizing will be most similar to infiltration basins.  For underground infiltration devices with pore space (e.g., aggregate reservoirs), sizing wi ll be most similar to permeable pavement.

Additional References for Design Guidance
 Los Angeles Unified School District (LAUSD) Stormwater Technical Manual, Chapter 5:
http://www.laschools.org/employee/design/fs-studies-and- reports/download/white_paper_report_material/Storm_Water_Technical_Manual_2009-opt- red.pdf?version_id=76975850

Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots, thus maximizing land usage for private (commercial) and public applications.

StormTech chambers can also
be used in conjunction with Green Infrastructure, thus enhancing the performance and extending the service life of these practices.

Nominal Chamber
Specifications
(not to scale)
Size (L x W x H)
52” x 100” x 60”
1321 mm x 2540 mm x 1524 mm
Chamber Storage
106.5 ft
3 (3.01 m
3 )
Min. Installed Storage*
162.6 ft
3 (4.60 m
3 )
Weight
125 lbs (56.7 kg)
Shipping
7 chambers/pallet
5 end caps/pallet
11 pallets/truck
*Assumes a minimum of 12” (300
mm) of stone above, 9” (230 mm)
of stone below chambers, 9” (230
mm) of stone between chambers/
end caps and 40% stone porosity.

Nominal End Cap Specifications
(not to scale)
Size (L x W x H)
38” x 90” x 61”
965 mm x 2286 mm x 1549 mm
End Cap Storage

39.5 ft
3 (1.12 m
3 )
Min. Installed Storage*
115.3 ft
3 (3.26 m
3 )
Weight

90.0 lbs (40.8 kg)
*Assumes a minimum of 12” (300 mm)
of stone above, 9” (230 mm) of stone
below, 12” (300 mm) of stone perimeter,
9” (230 mm) of stone between chambers/
end caps and 40% stone porosity.
24"
(600 mm) MIN*

7.0'
(2.1 m)
MAX
12" (300 mm) TYP
100" (2540 mm)
12" (300 mm) MIN
12" (300 mm) MIN
9"
(230 mm) MIN
60"
(1525 mm)

DEPTH OF STONE TO BE DETERMINED
BY SITE DESIGN ENGINEER 9" (230 mm) MIN
*MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm).

SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING

THE REQUIRED BEARING CAPACITY OF SOILS

PAVEMENT LAYER (DESIGNED

BY SITE DESIGN ENGINEER)
MC-4500

END CAP

PERIMETER STONE

EXCAVATION WALL
(CAN BE SLOPED

OR VERTICAL)
CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".

ADS GEOSYTHETICS 601T NON-WOVEN

GEOTEXTILE ALL AROUND CLEAN, CRUSHED,

ANGULAR EMBEDMENT STONE
CHAMBERS SHALL MEET ASTM F2418 "STANDARD

SPECIFICATION FOR POLYPROPELENE (PP) CORRUGATED
WALL STORMWATER COLLECTION CHAMBERS".

EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR
STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #4
GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35%
FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS.
90"
(2286 mm)
61"
(1549 mm)

32.8"
(833 mm)

INSTALLED
38"
(965 mm)
ACTUAL
StormTech
®
MC-4500 Chamber

StormTech MC-4500 Speciﬁcations
Storage Volume Per Chamber
Note: Assumes 9” (230 mm) of separation between chamber rows, 12” (300 mm) of perim eter in front of the end caps, and 24” (600 mm) of cover. The volume of excavation will vary as dept h of cover increases.

ADS StormTech products, manufactured in accordance with ASTM F2418 or ASTMF2922, comply with all requirements in the Build America, Buy Ameri ca (BABA) Act.

Note: Assumes 9” (230 mm) row spacing, 40% stone porosity, 12” (300 mm) stone above a nd includes the bare chamber/end cap volume. End cap volume assumes 12” (300 mm) stone pe rimeter in front of end cap.

English
Tons (yds3)
Stone Foundation Depth
9 in 12 in 15 in 18 in
Chamber 7.4 (5.2) 7.8 (5.5) 8.3 (5.9) 8.8 (6.2)
End Cap 9.8 (7.0) 10.2 (7.3) 10.6 (7.6) 11.1 (7.9)
Metric Kilograms (m3) 230 mm 300 mm 375 mm 450 mm
Chamber 6713 (4.0) 7076 (4.2) 7529 (4.5) 7983 (4.7)
End Cap 8890 (5.3) 9253 (5.5) 9616 (5.8) 10069 (6.0)
Note: 12” (300 mm) of stone above and 9” (230 mm) row spacing and 12” (300 mm) of perimeter s tone in front of end caps.

Amount of Stone Per Chamber
Stone Foundation Depth
9 in (230 mm) 12 in (300 mm) 15 in (375mm) 18 in (450 mm) Chamber 10.5 (8.0) 10.8 (8.3) 11.2 (8.5) 11.5 (8.8)
End Cap 9.7 (7.4) 10.0 (7.6) 10.3 (7.9) 10.6 (8.1)
Volume Excavation Per Chamber yd3 (m3)
Bare Chamber
Storage
ft3 (m3)
Chamber and Stone Foundation Depth in. (mm)
9 in (230 mm) 12 in (300 mm) 15 in (375 mm) 18 in (450 mm) Chamber 106.5 (3.01) 162.6 (4.60) 166.3 (4.71) 169.9 (4.81) 173.6 (4.91) End Cap 39.5 (1.12) 115.3 (3.26) 118.6 (3.36) 121.9 (3.45) 125.2 (3.54) Working on a project?
Visit us at
www.stormtech.com and utilize the Design Tool
adspipe.com
800-821-6710
ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com The ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc.

SHEET
OF
DATE:

PROJECT #:

DRAWN:

CHECKED:

THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 1 1
9/13/22 KLJ
KLJ

STANDARD CROSS SECTION
MC-45004640 TRUEMAN BLVD
HILLIARD, OH 43026

DATE DRWN CHKD DESCRIPTION
*FOR COVER DEPTHS GREATER THAN 7.0' (2.1 m) PLEASE CONTACT STORMTECH ACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMS PLEASE NOTE:

1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".

2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.

3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS.

4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.

NOTES:

1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101

2. MC-4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".

3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.

4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.

5. REQUIREMENTS FOR HANDLING AND INSTALLATION:
· TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN.

AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS.

MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL

CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT
D
FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE

TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE
PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT

PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER
ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.

CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A
PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED

INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
PREPARATION REQUIREMENTS.

C
INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm)
ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT
SUBBASE MAY BE A PART OF THE 'C' LAYER.

GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE.

MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER.

AASHTO M145¹
A-1, A-2-4, A-3
OR
AASHTO M43¹
3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER
THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR
PROCESSED AGGREGATE MATERIALS.

B
EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS

FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER
ABOVE.

CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹
3, 4
A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE
SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 4 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3 NO COMPACTION REQUIRED.
24"
(600 mm) MIN*

7.0'
(2.1 m)
MAX
12" (300 mm) MIN100" (2540 mm)
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND

CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS
12" (300 mm) MIN
12" (300 mm) MIN 9"
(230 mm) MIN
D
C
B
A
*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED

INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,
INCREASE COVER TO 30" (750 mm).

DEPTH OF STONE TO BE DETERMINED
BY SITE DESIGN ENGINEER 9" (230 mm) MIN

PERIMETER STONE
(SEE NOTE 4)

EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)
MC-4500

END CAP

SUBGRADE SOILS
(SEE NOTE 3)

PAVEMENT LAYER (DESIGNED

BY SITE DESIGN ENGINEER)
60"
(1524 mm)
StormTech
Chamber System
888-892-2694 | WWW.STORMTECH.COM
®

SHEET
OF
DATE:

PROJECT #:

DRAWN:

CHECKED:

ISOLATOR ROW PLUS DETAILS
MC-45004640 TRUEMAN BLVD
HILLIARD, OH 43026

DATE DRWN CHKD DESCRIPTION

INSPECTION & MAINTENANCE
STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT
A. INSPECTION PORTS (IF PRESENT)
A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN
A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED
A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.

B. ALL ISOLATOR PLUS ROWS
B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.

STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED
STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.

STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.

NOTES

1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.

2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.

SUMP DEPTH TBD BY

SITE DESIGN ENGINEER
(24" [600 mm] MIN RECOMMENDED)

CATCH BASIN
OR MANHOLE MC-4500 ISOLATOR ROW PLUS DETAIL
NTS

OPTIONAL INSPECTION PORT
MC-4500 END CAP
24" (600 mm) HDPE ACCESS PIPE REQUIRED
USE FACTORY PARTIAL CUT END CAP PART #:

MC4500REPE24BC OR MC4500REPE24BW

STORMTECH HIGHLY RECOMMENDS

FLEXSTORM INSERTS IN ANY UPSTREAM

STRUCTURES WITH OPEN GRATES

COVER PIPE CONNECTION TO END CAP WITH ADS
GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE
ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN

FOUNDATION STONE AND CHAMBERS

10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS

ELEVATED BYPASS MANIFOLD
MC-4500 CHAMBER
INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE
PART #: MC450024RAMP
NOTE:

INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY.

STORMTECH CHAMBER

CONCRETE COLLAR

PAVEMENT
12" (300 mm) MIN WIDTH

CONCRETE SLAB
6" (150 mm) MIN THICKNESS
4" PVC INSPECTION PORT DETAIL
(MC SERIES CHAMBER)
NTS
8" NYLOPLAST INSPECTION PORT
BODY (PART# 2708AG4IPKIT) OR

TRAFFIC RATED BOX W/SOLID

LOCKING COVER

CONCRETE COLLAR NOT REQUIRED

FOR UNPAVED APPLICATIONS
4" (100 mm)
SDR 35 PIPE
4" (100 mm) INSERTA TEE

TO BE CENTERED ON

CORRUGATION VALLEY
StormTech
Chamber System
888-892-2694 | WWW.STORMTECH.COM
®

Isolator® Row Plus
O&M Manual

2 Looking down the Isolator Row
PLUS from the manhole opening,
ADS PLUS Fabric is shown between
the chamber and stone base.

StormTech Isolator Row PLUS with
Overflow Spillway (not to scale)
The Isolator® Row Plus
Introduction
An important component of any Stormwater Pollution Prevention Plan is inspection and maintenance. The StormTech Isolator Row Plus is a technique to inexpensively enhance Total Suspended Solids (TSS) and Total Phosphorus (TP) removal with easy access for inspection and maintenance.

The Isolator Row Plus
The Isolator Row Plus is a row of StormTech chambers, either SC-160, SC-310, SC-310-3, SC-740, DC-780, MC-3500 or MC-4500 models, that is surrounded with filter fabric and connected to a closely located manhole for easy access. The fabric-wrapped chambers provide for sediment settling and filtration as stormwater rises in the Isolator Row Plus and passes through the filter fabric. The open bottom chambers and perforated sidewalls (SC-310, SC- 310-3 and SC-740 models) allow stormwater to flow both vertically and horizontally out of the chambers.

Sediments are captured in the Isolator Row Plus protecting the adjacent stone and chambers storage areas from sediment accumulation.

ADS geotextile fabric is placed between the stone and the Isolator Row Plus chambers. The woven geotextile provides a media for stormwater filtration, a durable surface for maintenance, prevents scour of the underlying stone and remains intact during high pressure jetting. A non-woven fabric is placed over the chambers to provide a filter media for flows passing through the chamber’s sidewall. The non-woven fabric is not required over the SC-160, DC-780, MC-3500 or MC-4500 models as these chambers do not have perforated side walls.

The Isolator Row Plus is designed to capture the “first flush” runoff and offers the versatility to be sized on a volume basis or a flow-rate basis. An upstream manhole provides access to the Isolator Row Plus and includes a high/low concept such that stormwater flow rates or volumes that exceed the capacity of the Isolator Row Plus bypass through a manifold to the other chambers. This is achieved with an elevated bypass manifold or a high-flow weir. This creates a differential between the Isolator Row Plus row of chambers and the manifold to the rest of the system, thus allowing for settlement time in the Isolator Row Plus. After Stormwater flows through the Isolator Row Plus and into the rest of the chamber system it is either exfiltrated into the soils below or passed at a controlled rate through an outlet manifold and outlet control structure.

The Isolator Row FLAMPTM (patent pending) is a flared end ramp apparatus attached to the inlet pipe on the inside of the chamber end cap.

The FLAMP provides a smooth transition from pipe invert to fabric bottom.

It is configured to improve chamber function performance by enhancing outflow of solid debris that would otherwise collect at the chamber's end. It also serves to improve the fluid and solid flow into the access pipe during maintenance and cleaning and to guide cleaning and inspection equipment back into the inlet pipe when complete.

The Isolator Row Plus may be part of a treatment train system. The treatment train design and pretreatment device selection by the design engineer is often driven by regulatory requirements. Whether pretreatment is used or not, StormTech recommend using the Isolator Row Plus to minimize maintenance requirements and maintenance costs.

Note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row Plus.

3 Inspection
The frequency of inspection and maintenance varies
by location. A routine inspection schedule needs to
be established for each individual location based
upon site specific variables. The type of land use
(i.e. industrial, commercial, residential), anticipated pollutant load, percent imperviousness, climate,
etc. all play a critical role in determining the actual frequency of inspection and maintenance practices.

At a minimum, StormTech recommends annual
inspections. Initially, the Isolator Row Plus should
be inspected every 6 months for the first year of
operation. For subsequent years, the inspection
should be adjusted based upon previous observation
of sediment deposition.

The Isolator Row Plus incorporates a combination
of standard manhole(s) and strategically located
inspection ports (as needed). The inspection ports
allow for easy access to the system from the surface,
eliminating the need to perform a confined space
entry for inspection purposes.

If upon visual inspection it is found that sediment
has accumulated, a stadia rod should be inserted to
determine the depth of sediment. When the average
depth of sediment exceeds 3 inches throughout the
length of the Isolator Row Plus, clean-out should be
performed.

Maintenance
The Isolator Row Plus was designed to reduce the cost
of periodic maintenance. By “isolating” sediments
to just one row, costs are dramatically reduced
by eliminating the need to clean out each row of
the entire storage bed. If inspection indicates the
potential need for maintenance, access is provided
via a manhole(s) located on the end(s) of the row for
cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space
entries.

Maintenance is accomplished with the JetVac
process. The JetVac process utilizes a high pressure
water nozzle to propel itself down the Isolator Row
Plus while scouring and suspending sediments.

As the nozzle is retrieved, the captured pollutants
are flushed back into the manhole for vacuuming.

Most sewer and pipe maintenance companies have
vacuum/JetVac combination vehicles. Selection of an
appropriate JetVac nozzle will improve maintenance
efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing
jets with an effective spread of at least 45” are best.

StormTech recommends a maximum nozzle pressure
of 2000 psi be utilized during cleaning. JetVac reels
can vary in length. For ease of maintenance, ADS
recommends Isolator Row Plus lengths up to 200'
(61 m). The JetVac process shall only be performed
on StormTech Isolator Row Plus that have ADS
Plus Fabric (as specified by StormTech) over their
angular base stone.

Isolator Row Plus Inspection/Maintenance
StormTech Isolator Row PLUS (not to scale)
Note: Non-woven fabric is only required over the inlet pipe connection into the end cap for SC-160LP, DC-780, MC-3500 and MC-4500 chamber models and is not required over the entire Isolator Row PLUS.

Isolator Row Plus Step By Step Maintenance Procedures
Step 1
Inspect Isolator Row Plus for sediment.

A) Inspection ports (if present)
i. Remove lid from floor box frame
ii. Remove cap from inspection riser
iii. Using a flashlight and stadia rod,measure depth of sediment and r ecord results on maintenance log. iv. If sediment is at or above 3 inch depth, proceed to Step 2. If not, proceed t o Step 3.

B) All Isolator Row Plus
i. Remove cover from manhole at upstream end of Isolator Row Plus ii. Using a flashlight, inspect down Isolator Row Plus through outlet pi pe

1. Mirrors on poles or cameras may be used to avoid a confined space entry

2. Follow OSHA regulations for confined space entry if entering ma nhole iii. If sediment is at or above the lower row of sidewall holes (approxim ately 3 inches), proceed to Step

2. If not, proceed to Step 3.

Step 2
Clean out Isolator Row Plus using the JetVac process.

A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or m ore is preferable B) Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required
Step 3
Replace all caps, lids and covers, record observations and actions.

Step 4
Inspect & clean catch basins and manholes upstream of the StormTech syste m.

ADS “Terms and Conditions of Sale” are available on the ADS website, www.a ds-pipe.com The ADS logo and the Green Stripe are registered trademarks of Advanced Dra inage Systems, Inc.

StormTech® and the Isolator ® Row Plus are registered trademarks of StormTech, Inc. © 2021 Advanced Drainage Systems, Inc. #11081 10/21 CS
) (
Sample Maintenance Log
Date
Stadia Rod Readings Sedi-
ment
Depth
(1)–(2)
Observations/Actions InspectorFixed point
to chamber
bottom (1)
Fixed point
to top of
sediment
(2)
3/15/11 6.3 ft none New installation. Fixed
point is CI frame at grade
DJM
9/24/11 6.2 0.1 ft Some grit felt SM
6/20/13 5.8 0.5 ft Mucky feel, debris visible
in manhole and in Isolator
Row PLUS, maintenance due
NV
7/7/13 6.3 ft 0 System jetted and
vacuumed
DJM
adspipe.com
800-821-6710

StormTech
Installation Video
ADS
®
StormTech
®
Installation Guide
MC-3500 & MC-4500 Chamber
Required Materials and Equipment List
Ǯऺ..0;?,-70ऺȑ77ऺ8,?0=4,7>ऺ;0=ऺ#,-70ऺழ
ADS Plus and non-woven geotextile fabrics
Note: MC-3500 chamber pallets are 77” x 90” (2.0 m x 2.3 m) and weigh about 2010 lbs. (912 kg) and MC-4500 pallets are 100” x 52” (2.5 m x 1.3 m) and weigh about 840 lbs. (381 kg). Unloading chambers requires 72” (1.8 m) (min.) forks and/or tie downs (straps, chains, etc).

Important Notes:

A. This installation guide provides the minimum requirements for proper installation of chambers. Nonadherence to this guide may result in /,8,20ऺ?:ऺ.3,8-0=>ऺ/@=492ऺ49>?,77,?4:9றऺ!0;7,.0809?ऺ:1ऺ/,8,20/ऺ.3,8-0=>ऺ/@=492ऺ:=ऺ,1?0=ऺ-,.6ȑ77492ऺ4>ऺ.:>?7Dऺ,9/ऺA0=Dऺ?480ऺ.:9>@8492றऺ?ऺ is recommended that all installers are familiar with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses.
றऺ$>0ऺ:1ऺ,ऺ/:E0=ऺ?:ऺ;@>3ऺ08-0/809?ऺ>?:90ऺ-0?B009ऺ?30ऺ=:B>ऺ:1ऺ.3,8-0=>ऺ8,Dऺ.,@>0ऺ/,8,20ऺ?:ऺ.3,8-0=>ऺ,9/ऺ4>ऺ9:?ऺ,9ऺ,..0;?,-70ऺ-,.6ȑ77ऺ method. Any chambers damaged by using the “dump and push” method are not covered under the StormTech standard warranty.

C. Care should be taken in the handling of chambers and end caps. End caps must be stored standing upright. Avoid dropping, prying or excessive force on chambers during removal from pallet and initial placement.

Requirements for System Installation
StormTech solid end caps, pre-cored and pre-fabricated end caps Ǯऺ"?:=8#0.3ऺ.3,8-0=>யऺ8,941:7/>ऺ,9/ऺȑ??492>
Excavate bed and prepare subgrade per
0924900=ௐ>ऺ;7,9>றऺ7,9>ऺ,9/ऺ>;0.4ȑ.,?4:9>ऺ>3:@7/ऺ
include Best Management Practices (BMPs)
to deter contamination of open pits during
construction.

Place non-woven geotextile over prepared soils
and up excavation walls.

Place clean, crushed, angular stone foundation
9” (230 mm) min. Install underdrains if required.
:8;,.?ऺ?:ऺ,.340A0ऺ,ऺȒ,?ऺ>@=1,.0ற
1 2
Manifold, Scour Fabric and Chamber Assembly
Manifold Insertion StormTech Isolator Row Plus Detail
Install manifolds and lay out ADS
PLUS fabric at inlet rows [min.
ழ஺றஸऺ1?ऺ஫ஸறஶஶऺ8஬௅ऺ,?ऺ0,.3ऺ4970?ऺ09/ऺ
cap. Place a continuous piece (no
seams) along entire length of
Isolator® PLUS Row(s).
9>0=?ऺ4970?ऺ,9/ऺ:@?70?ऺ8,941:7/>ऺ,ऺ84948@8ऺழவ௒
(300 mm) into chamber end caps. Manifold
30,/0=ऺ>3:@7/ऺ-0ऺ,ऺ84948@8ऺழவ௒ऺ஫ஶளளऺ88஬ऺ1=:8ऺ
base of end cap.
7429ऺ?30ऺȑ=>?ऺ.3,8-0=ऺ,9/ऺ
end cap of each row with inlet
pipes. Contractor may choose
to postpone stone placement
around end chambers and
leave ends of rows open for
easy inspection of chambers
/@=492ऺ?30ऺ-,.6ȑ77ऺ;=:.0>>ற
Place a continuous layer of ADS PLUS
fabric between the foundation stone and
the Isolator Row PLUS chambers, making
>@=0ऺ?30ऺ1,-=4.ऺ7,D>ऺȒ,?ऺ,9/ऺ0C?09/>ऺ?30ऺ
entire width of the chamber feet.

When used on an Isolator Row PLUS, a 24”

ऺ஫Ȓ,=0/ऺ09/ऺ=,8;஬ऺ4>ऺ,??,.30/ऺ?:ऺ
the inside of the inlet pipe with a provided
threaded rod and bolt. The FLAMP then
lays on top of the ADS PLUS fabric.

Continue installing chambers by
overlapping chamber end corrugations.

Chamber joints are labeled “Lower Joint
– Overlap Here” and “Build this direction
– Upper Joint” Be sure that the chamber
placement does not exceed the reach of
the construction equipment used to place
?30ऺ>?:90றऺऺ
,49?,49ऺ84948@8ऺஹ௒ऺ஫ழஸளऺ88஬ऺ
>;,.492ऺ-0?B009ऺ
ரஶஸளளऺ=:B>ऺ,9/ऺ஼௒ऺ
஫வஶளऺ88஬ऺ>;,.492ऺ-0?B009ऺ
ரஷஸளளऺ=:B>ற

SUMP DEPTH TBD BY

SITE DESIGN ENGINEER
(24" [600 mm] MIN RECOMMENDED)

CATCH BASIN

OR MANHOLE

OPTIONAL INSPECTION PORT
END CAP (MC-4500 SHOWN)
24" (600 mm) HDPE ACCESS PIPE REQUIRED

STORMTECH HIGHLY RECOMMENDS

FLEXSTORM INSERTS IN ANY UPSTREAM

STRUCTURES WITH OPEN GRATES

COVER PIPE CONNECTION TO END CAP WITH ADS
GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE
ONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEEN

FOUNDATION STONE AND CHAMBERS

ELEVATED BYPASS MANIFOLD
CHAMBER (MC-4500 SHOWN)
INSTALL FLAMP ON 24" (600 mm) ACCESS PIPE

Initial Anchoring of Chambers – Embedment Stone
Initial embedment shall be spotted along the centerline of the chamber evenly anchoring the lower portion of the chamber. This is best accomplished with a stone conveyor or excavator reaching along the row.

No equipment shall be operated on the bed at this stage of the installation.

Excavators must be located off the bed. Dump trucks shall not dump stone directly on to the bed. Dozers or loaders are not allowed on the bed at this time.

Backﬁll of Chambers – Embedment Stone
Uneven Backﬁll
%DFNÛOOFKDPEHUVHYHQO\6WRQHFROXPQKHLJKWVKRXOGQHYHUGLIIHUE\PRUHWKDQ r
PP
EHWZHHQDGMDFHQWFKDPEHUURZVRUEHWZHHQFKDPEHUURZVDQG SHULPHWHU
Even Backﬁll
3HULPHWHUVWRQHPXVWEHEURXJKWXSHYHQO\ZLWKFKDPEHUURZV3HULPHWHUPXVWEH IXOO\EDFNÛOOHGZLWKVWRQHH[WHQGHGKRUL]RQWDOO\WRWKHH[FDYDWLRQZDOO Perimeter Not Backﬁlled Perimeter Fully Backﬁlled
3 12" (300 mm)
MAX.

Backﬁll of Chambers – Embedment Stone and Cover Stone
Final Backﬁll of Chambers – Fill Material Inserta Tee Detail :9?49@0ऺ0A097Dऺ-,.6ȑ77492ऺ-0?B009ऺ=:B>ऺ,9/ऺ,=:@9/ऺ;0=480?0=ऺ@9?47ऺ 08-0/809?ऺ>?:90ऺ=0,.30>ऺ?:;>ऺ:1ऺ.3,8-0=>ऺ,9/ऺ,ऺ84948@8ऺழவ௒ऺ஫ஶளளऺ88஬ऺ of cover stone is in place. Perimeter stone must extend horizontally to the excavation wall for both straight or sloped sidewalls. The recommended -,.6ȑ77ऺ80?3:/>ऺ,=0ऺB4?3ऺ,ऺ>?:90ऺ.:9A0D:=ऺ:@?>4/0ऺ:1ऺ?30ऺ-0/ऺ:=ऺ-@47/ऺ,>ऺ D:@ऺ2:ऺB4?3ऺ,9ऺ0C.,A,?:=ऺ49>4/0ऺ?30ऺ-0/ऺ=0,.3492ऺ,7:92ऺ?30ऺ=:B>றऺ,.6ȑ77492ऺ while assembling chambers rows as shown in the picture will help to ensure that equipment reach is not exceeded.

Install non-woven geotextile over stone. Geotextile must overlap 24” (600 88஬ऺB30=0ऺ0/20>ऺ800?றऺ:8;,.?ऺ,?ऺவஷ௒ऺ஫ஹளளऺ88஬ऺ:1ऺȑ77றऺ!:770=ऺ?=,A07ऺ parallel with rows.
:8E़-2@1>़/4-9.1>?़4-B1़.11:़.-/7ȓ8810़@;़@;<़;2़/4-9.1>़-:0़ with a minimum 12” (300 mm) of cover stone on top of chambers can ?750़8;-01>?़-:0़?9-88़
़0;F1>?़.1़A?10़@;़ȓ:-8़3>-01़/;B1>़?@;:1़
-:0़.-/7ȓ88़9-@1>5-8़5:़-//;>0-:/1़C5@4़3>;A:0़<>1??A>1़8595@?़5:़ Table 2. Equipment must push material parallel to rows only. Never push perpendicular to rows. StormTech recommends the contractor inspect .3,8-0=ऺ=:B>ऺ-01:=0ऺ;7,.492ऺȑ9,7ऺ-,.6ȑ77றऺ9Dऺ.3,8-0=>ऺ/,8,20/ऺ-Dऺ construction equipment shall be removed and replaced.
4 CONVEYANCE

PIPE MATERIAL

MAY VARY (PVC,
HDPE, ETC.)

INSERTA TEE

CONNECTION

PLACE ADS PLUS WOVEN

GEOTEXTILE (CENTERED ON

INSERTA-TEE INLET) OVER BEDDING

STONE FOR SCOUR PROTECTION AT

SIDE INLET CONNECTIONS,
GEOTEXTILE MUST EXTEND 6”
(150 mm) PAST CHAMBER FOOT

Material Location Description AASHTO M43
Designation1
Compaction/Density
Requirement
D Final Fill: Fill Material for layer ‘D’
starts from the top of the ‘C’ layer to the
-:??:8ऺ:1ऺȒ0C4-70ऺ;,A0809?ऺ:=ऺ@9;,A0/ऺ
ȑ94>30/ऺ2=,/0ऺ,-:A0றऺ
:?0ऺ?3,?ऺ?30ऺ
pavement subbase may be part of the
‘D’ layer.
9Dऺ>:47ல=:.6ऺ8,?0=4,7>யऺ
native soils or per
engineer’s plans. Check
plans for pavement
subgrade requirements.

ல Prepare per site design engineer’s
plans. Paved installations may have
stringent material and preparation
requirements.

C Initial Fill: Fill Material for layer ‘C’
starts from the top of the embedment
stone (‘B’ layer) to 24” (600 mm) above
the top of the chamber. Note that
pavement subbase may be part of the
‘C’ layer.

Granular well-graded
>:47ல,22=02,?0ऺ84C?@=0>யऺ
ிஶஸனऺȑ90>ऺ:=ऺ;=:.0>>0/ऺ
aggregate. Most
pavement subbase
materials can be used in
lieu of this layer.
"#
ऺ
ழஷஸ
ரழயऺரவரஷயऺரஶ
or
"#
ऺ
ஷஶழऺ
ஶயऺஶஸ஺யऺஷயऺஷஹ஺யऺஸயऺஸஹயऺ
ஸ஺யऺஹயऺஹ஺யऺஹ஻யऺ஺யऺ஺஻யऺ஻யऺ
஻஼யऺ஼யऺழள
Begin compaction after min. 24” (600
mm) of material over the chambers
is reached. Compact additional layers
49ऺழவ௒ऺ஫ஶளளऺ88஬ऺ8,Cறऺ741?>ऺ?:ऺ,ऺ849றऺ
஼ஸனऺ=:.?:=ऺ/09>4?Dऺ1:=ऺB077ர2=,/0/ऺ
8,?0=4,7ऺ,9/ऺ஼ஸனऺ=07,?4A0ऺ/09>4?Dऺ1:=ऺ
processed aggregate materials.

B Embedment Stone: Fill the
surrounding chambers from the
foundation stone (‘A’ layer) to the ‘C’
layer above.

Clean, crushed, angular
stone
AASHTO M43
ழ
3, 4
No compaction required.

A Foundation Stone: Fill below
chambers from the subgrade up to the
foot (bottom) of the chamber.

Clean, crushed, angular
stone,
AASHTO M43
ழ
3, 4
Place and compact in 9” (230 mm)
max lifts using two full coverages with
a vibratory compactor.
2, 3
Table 1- Acceptable Fill Materials Figure 1- Inspection Port Detail Please Note:
ழறऺThe listed AASHTO designations are for gradations only. The stone must also be clean, crushed, angular. For 0C,8;70யऺ,ऺ>;0.4ȑ.,?4:9ऺ1:=ऺநஷऺ>?:90ऺB:@7/ऺ>?,?0஽ऺ௑.70,9யऺ.=@>30/யऺ,92@7,=ऺ9:றऺஷऺ஫"# ऺ
ஷஶ஬ऺ>?:90௒ற

2. StormTech compaction requirements are met for ‘A’ location materials when placed and compacted in 9” (230 mm) (max) lifts using two full coverages with a vibratory compactor.

3. &30=0ऺ49ȑ7?=,?4:9ऺ>@=1,.0>ऺ8,Dऺ-0ऺ.:8;=4>0/ऺ-Dऺ.:8;,.?4:9யऺ1:=ऺ>?,9/,=/ऺ49>?,77,?4:9>ऺ,9/ऺ>?,9/,=/ऺ/0>429ऺ7:,/ऺ .:9/4?4:9>யऺ,ऺȒ,?ऺ>@=1,.0ऺ8,Dऺ-0ऺ,.340A0/ऺ-Dऺ=,6492ऺ:=ऺ/=,22492ऺB4?3:@?ऺ.:8;,.?4:9ऺ0<@4;809?றऺ:=ऺ>;0.4,7ऺ7:,/ऺ designs, contact StormTech for compaction requirements.

Figure 2 - Fill Material Locations
MC-4500 - 24" (600 mm) MIN
MC-3500 - 18" (450 mm) MIN
MC-4500 - 7.0' (2.1 m) MAX
MC-3500 - 8.0' (2.4 m) MAX
12" (300 mm) MINMC-4500 - 100" (2540 mm)
MC-3500 - 77" (1950 mm)
12" (300 mm) MIN
MC-4500 - 9" (230 mm) MIN
MC-3500 - 6" (150 mm) MIN
MC-4500 - 12" (300 mm) MIN
MC-3500 - 6" (150 mm) MIN

PERIMETER STONE

EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)

END CAP

SUBGRADE SOILS

DEPTH OF STONE TO BE DETERMINED
BY SITE DESIGN ENGINEER 9" (230 mm) MIN
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL

AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS
D
C
B
A
*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED

INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,
INCREASE COVER TO 30" (750 mm).

MC-4500 - 60" (1525 mm)
MC-3500 - 45" (1140 mm)

PAVEMENT LAYER (DESIGNED

BY SITE DESIGN ENGINEER)
5 NOTE:

INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY.

STORMTECH

CHAMBER

CONCRETE COLLAR

PAVEMENT
12" (300 mm) MIN WIDTH

CONCRETE SLAB
6" (150 mm) MIN

THICKNESS
8" NYLOPLAST INSPECTION PORT
BODY (PART# 2708AG4IPKIT) OR

TRAFFIC RATED BOX W/SOLID

LOCKING COVER

CONCRETE COLLAR NOT REQUIRED

FOR UNPAVED APPLICATIONS
4" (100 mm)
SDR 35 PIPE
4" (100 mm) INSERTA TEE

TO BE CENTERED ON

CORRUGATION VALLEY

ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com. Advanced Drainage Systems, the ADS logo, and the green stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® and the Isolator® Row PLUS are registered trademarks of StormTech, Inc. ©2022 Advanced Drainage Systems, Inc. நழள஻ழஹऺऺழலவவऺ"
Notes:
ழறऺ36” (900 mm) of stabilized cover materials
over the chambers is recommended during
the construction phase if general construction
activities, such as full dump truck travel and
dumping, are to occur over the bed.

2. During paving operations, dump truck axle loads
:9ऺழ஻௒ऺ஫ஷஸள88஬ऺ:1ऺ.:A0=ऺ1:=ऺ
ரஶஸளள>ऺmay
be necessary. Precautions should be taken to
avoid rutting of the road base layer, to ensure
that compaction requirements have been met,
,9/ऺ?3,?ऺ,ऺ84948@8ऺ:1ऺழ஻௒ऺ஫ஷஸள88஬ऺ:1ऺ.:A0=ऺ
1:=ऺ
ரஶஸளள>ऺexists over the chambers. Contact
StormTech for additional guidance on allowable
axle loads during paving.

3. Ground pressure for track dozers is the vehicle
operating weight divided by total ground contact
area for both tracks. Excavators will exert higher
ground pressures based on loaded bucket weight
and boom extension.

4. 494ர0C.,A,?:=>ऺ஫ி஻யளளள7->லஶயஹவ஻ऺ62஬ऺ.,9ऺ-0ऺ
@>0/ऺB4?3ऺ,?ऺ70,>?ऺழவ௒ऺ஫ஶளளऺ88஬ऺ:1ऺ>?:90ऺ:A0=ऺ
the chambers and are limited by the maximum
ground pressures in Table 2 based on a full
bucket at maximum boom extension.
ஸறऺStormTech does not require compaction of
494?4,7ऺȑ77ऺ,?ऺழ஻௒ऺ஫ஷஸளऺ88஬ऺ:1ऺ.:A0=றऺ:B0A0=யऺ
=0<@4=0809?>ऺ-Dऺ:?30=>ऺ1:=ऺஹ௒ऺ஫ழஸளऺ88஬ऺ741?>ऺ8,Dऺ

90.0>>4?,?0ऺ?30ऺ@>0ऺ:1ऺ>8,77ऺ.:8;,.?:=>ऺ,?ऺழ஻௒ऺ
஫ஷஸளऺ88஬ऺ:1ऺ.:A0=ற

6. Storage of materials such as construction
materials, equipment, spoils, etc. should not
be located over the StormTech system. The use
of equipment over the StormTech system not
covered in Table 2 (ex. soil mixing equipment,
cranes, etc) is limited. Please contact StormTech
for more information.
஺றऺAllowable track loads based on vehicle travel only.

Excavators shall not operate on chamber beds
@9?47ऺ?30ऺ?:?,7ऺ-,.6ȑ77ऺ=0,.30>ऺஶऺ100?ऺ஫஼ளளऺ88஬ऺ
over the entire bed.

Material
Location
Fill Depth
over
Chambers
in. (mm)
Maximum Allowable
Wheel Loads
Maximum Allowable
Track Loads6
Maximum Allowable
Roller Loads
Max Axle Load
for Trucks
lbs (kN)
Max Wheel Load
for Loaders
lbs (kN)
Track
Width
in. (mm)
Max Ground
Pressure
psf (kPa)
Max Drum Weight
or Dynamic Force
lbs (kN)
D Final Fill
Material
36” (900)
Compacted
ஶவயளளளऺ஫ழஷவ஬ ழஹயளளளऺ஫஺ழ஬ ழவ௒ऺ஫ஶளஸ஬
ழ஻௒ऺ஫ஷஸ஺஬
வஷ௒ऺ஫ஹழள஬
ஶள௒ऺ஫஺ஹவ஬
ஶஹ௒ऺ஫஼ழஷ஬
ஷளஸளऺ஫ழ஼ஷ஬
வ஺ஹளऺ஫ழஶவ஬
வழஶளऺ஫ழளவ஬
ழ஺஺ளऺ஫஻ஷ஬
ழஸஶளऺ஫஺ஶ஬
ஶ஻யளளளऺ஫ழஹ஼஬
C Initial Fill
Material
24” (600)
Compacted
ஶவயளளளऺ஫ழஷவ஬ ழஹயளளளऺ஫஺ழ஬ ழவ௒ऺ஫ஶளஸ஬
ழ஻௒ऺ஫ஷஸ஺஬
வஷ௒ऺ஫ஹழள஬
ஶள௒ऺ஫஺ஹவ஬
ஶஹ௒ऺ஫஼ழஷ஬
வ஺ஸளऺ஫ழஶழ஬
ழ஼வளऺ஫஼வ஬
ழஸவளऺ஫஺ஶ஬
ழஶழளऺ஫ஹஶ஬
ழழ஻ளऺ஫ஸஹ஬
வளயளளளऺ஫஻஼஬
24” (600)
::>0ல@8;0/

ரஶஸளள ழவ௒ऺ஫ஶளஸ஬
ழ஻௒ऺ஫ஷஸ஺஬
வஷ௒ऺ஫ஹழள஬
ஶள௒ऺ஫஺ஹவ஬
ஶஹ௒ऺ஫஼ழஷ஬
வஷஶளऺ஫ழழஹ஬
ழ஺ஶளऺ஫஻வ஬
ழஶ஼ளऺ஫ஹஹ஬
ழவழளऺ஫ஸ஻஬
ழழளளऺ஫ஸவ஬
ழஹயளளளऺ஫஺ழ஬
ஶவயளளளऺ஫ழஷவ஬ ழஹயளளளऺ஫஺ழ஬

ரஷஸளள
வஷயளளளऺ஫ழள஺஬ ழவயளளளऺ஫ஸஶ஬
ழ஻௒ऺ஫ஷஸள஬
ரஶஸளள ழவ௒ऺ஫ஶளஸ஬
ழ஻௒ऺ஫ஷஸ஺஬
வஷ௒ऺ஫ஹழள஬
ஶள௒ऺ஫஺ஹவ஬
ஶஹ௒ऺ஫஼ழஷ஬
வழஷளऺ஫ழளவ஬
ழஸஶளऺ஫஺ஶ஬
ழவஹளऺ஫ஹள஬
ழழவளऺ஫ஸஶ஬
ழளஶளऺ஫ஷ஼஬
ஸயளளளऺ஫வவ஬
(static loads only)
ஸ
ஶவயளளளऺ஫ழஷவ஬ ழஹயளளளऺ஫஺ழ஬

ரஷஸளள
வஷயளளளऺ஫ழள஺஬ ழவயளளளऺ஫ஸஶ஬
B Embedment
Stone
ழவ௒ऺ஫ஶளள஬ Not Allowed Not Allowed ழவ௒ऺ஫ஶளஸ஬
ழ஻௒ऺ஫ஷஸ஺஬
வஷ௒ऺ஫ஹழள஬
ஶள௒ऺ஫஺ஹவ஬
ழழளளऺ஫ஸஶ஬
஺ழளऺ஫ஶஷ஬
660 (32)
ஸ஻ளऺ஫வ஻஬
Not Allowed
ஹ௒ऺ஫ழஸள஬ Not Allowed Not Allowed Not Allowed Not Allowed Not Allowed Material
Location
Placement Methods/
Restrictions
Wheel Load
Restrictions
Track Load
Restrictions Roller Load Restrictions
See Table 2 for Maximum Construction Loads
D Final Fill
Material
A variety of placement methods may
be used. All construction loads must
not exceed the maximum limits in
Table 2.
36” (900 mm) minimum
cover required for dump
trucks to dump over
chambers.

Dozers to push parallel to
rows.
4 Roller travel parallel to rows
only until 36” (900 mm)
compacted cover is
reached.

C Initial Fill
Material
Excavator positioned off bed recom-
mended.

Small excavator allowed over
chambers. Small dozer allowed.

Asphalt can be dumped
into paver when
compacted pavement
subbase reaches 24”
(600 mm) above top of
chambers.

Small LGP track dozers &
skid loaders allowed to
grade cover stone with at
70,>?ऺழவ௒ऺ஫ஶளளऺ88஬ऺ>?:90ऺ
under tracks at all times.

Equipment must push par-
allel to rows at all times.

Use dynamic force of roller
:97Dऺ,1?0=ऺ.:8;,.?0/ऺȑ77
depth reaches 24” (600 mm)
over chambers. Roller travel
parallel to chamber rows
only.

B Embedment
Stone
No equipment allowed on bare
chambers. Use excavator or stone
conveyor positioned off bed or
:9ऺ1:@9/,?4:9ऺ>?:90ऺ?:ऺ0A097Dऺȑ77ऺ
around all chambers to at least the
top of chambers.

No wheel loads allowed.

Material must be placed
outside the limits of the
chamber bed.

No tracked equipment is
allowed on chambers until
,ऺ849றऺழவ௒ऺ஫ஶளளऺ88஬ऺ.:A0=
stone is in place.

No rollers allowed.

A Foundation
Stone
No StormTech restrictions. Contractor responsible for any conditions or requirements by others relative to subgrade bearing capacity, dewatering or protection of subgrade.

Table 2 - Maximum Allowable Construction Vehicle Loads6 Table 3 - Placement Methods and Descriptions
6 Call StormTech at 888.892.2694 for technical and
product information or visit www.stormtech.com

20 Beaver Road, Suite 104 Wethersfield Connecticut 06109 888.892.2694 fax 866.328.8401
www.stormtech.com

17.0 Standard Limited Warranty
STANDARD LIMITED WARRANTY OF STORMTECH LLC (“STORMTECH”): PRODUCTS (A) This Limited Warranty applies solely to the StormTech chambers and end plates manufactured by StormTech
and sold to the original purchaser (the “Purchaser”). The chambers and end plates are collectively referred to as the “Products.”
(B) The structural integrity of the Products, when installed strictly in accordance with StormTech’s written installation instructions at the time of installation, are warranted to the Purchaser against defective materials and workmanship
for one (1) year from the date of purchase. Should a defect appear in the Limited Warranty period, the Purchaser shall provide StormTech with written notice of the alleged defect at StormTech’s corporate headquarters within ten (10) days of the discovery of the defect. The notice shall describe the alleged defect in reasonable detail. StormTech agrees to supply replacements for those Products determined
by StormTech to be defective and covered by this Limited Warranty. The supply of replacement products is the sole remedy of the Purchaser for breaches of this Limited
Warranty. StormTech’s liability specifically excludes the cost of removal and/or installation of the Products.
(C) THIS LIMITED WARRANTY IS EXCLUSIVE. THERE ARE

NO OTHER WARRANTIES WITH RESPECT TO THE

PRODUCTS, INCLUDING NO IMPLIED WARRANTIES

OF MERCHANTABILITY OR OF FITNESS FOR A
PARTICULAR PURPOSE.
(D) This Limited Warranty only applies to the Products when the Products are installed in a single layer. UNDER NO

CIRCUMSTANCES, SHALL THE PRODUCTS BE
INSTALLED IN A MULTI-LAYER CONFIGURATION.
(E) No representative of StormTech has the authority to change this Limited Warranty in any manner or to extend this Limited Warranty. This Limited Warranty does not
apply to any person other than to the Purchaser.
(F) Under no circumstances shall StormTech be liable to the Purchaser or to any third party for product liability claims; claims arising from the design, shipment, or installation of the Products, or the cost of other goods or services related to the purchase and installation of the Products.

For this Limited Warranty to apply, the Products must be installed in accordance with all site conditions required by state and local codes; all other applicable laws; and StormTech’s written installation instructions.
(G) THE LIMITED WARRANTY DOES NOT EXTEND

TO INCIDENTAL, CONSEQUENTIAL, SPECIAL OR
INDIRECT DAMAGES. STORMTECH SHALL NOT BE

LIABLE FOR PENALTIES OR LIQUIDATED DAMAGES,
INCLUDING LOSS OF PRODUCTION AND PROFITS;
LABOR AND MATERIALS; OVERHEAD COSTS; OR

OTHER LOSS OR EXPENSE INCURRED BY THE
PURCHASER OR ANY THIRD PARTY. SPECIFICALLY

EXCLUDED FROM LIMITED WARRANTY COVERAGE

ARE DAMAGE TO THE PRODUCTS ARISING FROM
ORDINARY WEAR AND TEAR; ALTERATION,
ACCIDENT, MISUSE, ABUSE OR NEGLECT; THE

PRODUCTS BEING SUBJECTED TO VEHICLE

TRAFFIC OR OTHER CONDITIONS WHICH ARE
NOT PERMITTED BY STORMTECH’S WRITTEN
SPECIFICATIONS OR INSTALLATION INSTRUCTIONS;

FAILURE TO MAINTAIN THE MINIMUM GROUND

COVERS SET FORTH IN THE INSTALLATION
INSTRUCTIONS; THE PLACEMENT OF IMPROPER
MATERIALS INTO THE PRODUCTS; FAILURE OF

THE PRODUCTS DUE TO IMPROPER SITING OR
IMPROPER SIZING; OR ANY OTHER EVENT NOT
CAUSED BY STORMTECH. A PRODUCT ALSO IS

EXCLUDED FROM LIMITED WARRANTY COVERAGE

IF SUCH PRODUCT IS USED IN A PROJECT OR

SYSTEM IN WHICH ANY GEOTEXTILE PRODUCTS

OTHER THAN THOSE PROVIDED BY ADVANCED
DRAINAGE SYSTEMS ARE USED. THIS LIMITED
WARRANTY REPRESENTS STORMTECH’S SOLE

LIABILITY TO THE PURCHASER FOR CLAIMS

RELATED TO THE PRODUCTS, WHETHER THE CLAIM

IS BASED UPON CONTRACT, TORT, OR OTHER
LEGAL THEORY.

An company

ADS “Terms and Conditions of Sale” can be found on the ADS webs ite, www.ads-pipe.com Advanced Drainage Systems and the ADS logo is a registered tr ademark of Advanced Drainage Systems, Inc. Advanced Drainage Systems, Inc. #0601T 02/12 ADS GEOSYNTHETICS 0601T NONWOVEN GEOTEXTILE
Scope
This specification describes ADS Geosynthetics 6.0 oz (0601T) nonwoven geo textile.

Filter Fabric Requirements
ADS Geosynthetics 6.0 oz (0601T) is a needle-punched nonwoven geotextile made of 100% polypropylene staple fibers, which are formed into a random network for dimensional stability. ADS Geosynthetics 6.0 oz (0601T) resists ultraviolet deterioration, rotting, bi ological degradation, naturally encountered basics and acids. Polypropylene is stable within a pH range of 2 to 13. ADS G eosynthetics

6.0 oz (0601T) conforms to the physical property values listed below:

Filter Fabric Properties

PROPERTY TEST METHOD UNIT
M.A.R.V.
(Minimum Average Roll Value)
Weight (Typical) ASTM D 5261 oz/yd2 (g/m2) 6.0 (203)
Grab Tensile ASTM D 4632 lbs (kN) 160 (0.711)
Grab Elongation ASTM D 4632 % 50
Trapezoid Tear Strength ASTM D 4533 lbs (kN) 60 (0.267) CBR Puncture Resistance ASTM D 6241 lbs (kN) 410 (1.82) Permittivity* ASTM D 4491 sec- 1 1.5
Water Flow* ASTM D 4491 gpm/ft2 (l/min/m2) 110 (4480)
AOS* ASTM D 4751 US Sieve (mm) 70 (0.212)
UV Resistance ASTM D 4355 %/hrs 70/500

PACKAGING
Roll Dimensions (W x L) – ft 12.5 x 360 / 15 x 3 00
Square Yards Per Roll 500
Estimated Roll Weight – lbs 195
* At the time of manufacturing. Handling may change these properti es.

ADS “Terms and Conditions of Sale” can be found on the ADS webs ite, www.ads-pipe.com Advanced Drainage Systems and the ADS logo is a registered tr ademark of Advanced Drainage Systems, Inc. Advanced Drainage Systems, Inc. #315W 02/12 ADS GEOSYNTHETICS 315W WOVEN GEOTEXTILE
Scope
This specification describes ADS Geosynthetics 315W woven geotextile.

Filter Fabric Requirements
ADS Geosynthetics 315W is manufactured using high tenacity polypropylene yarns that ar e woven to form a dimensionally stable network, which allows the yarns to maintain their r elative position. ADS Geosynthetics 315W resists ultraviolet deterioration, rotting and biological deg radation and is inert to commonly encountered soil chemicals. ADS Geosynthetics 315W conforms to the physical property values listed below:

Filter Fabric Properties

PROPERTY TEST
METHOD
ENGLISH M.A.R.V.
(Minimum Average Roll Value)
METRIC M.A.R.V.
(Minimum Average Roll Value)
Tensile Strength (Grab) ASTM D-4632 315 lbs 1400 N
Elongation ASTM D-4632 15% 15%
CBR Puncture ASTM D-6241 900 lbs 4005 N
Puncture ASTM D-4833 150 lbs 667 N
Mullen Burst ASTM D-3786 600 psi 4134 kPa
Trapezoidal Tear ASTM D-4533 120 lbs 533 N
UV Resistance (at
500 hrs)
ASTM D-4355 70% 70%
Apparent Opening Size
(AOS)*
ASTM D-4751 40 US Std.

Sieve

0.425 mm
Permittivity ASTM D-4491 .05 sec‾1 .05 sec‾ 1
Water Flow Rate ASTM D-4491 4 gpm/ft 2 163 l/min/m2
Roll Sizes

12.5’ x 360’

15.0’ x 300’

17.5’ x 258’

3.81 m x 109.8 m

4.57 m x 91.5 m

5.33 m x 78.6 m
*Maximum average roll value.

ATTACHMENT C

WORKSHEETS

ORANGE COUNTYORANGE COUNTY

RIVERSIDE COUNTYRIVERSIDE COUNTY

ORANGE COUNTYORANGE COUNTY

SAN BERNARDINO COUNTYSAN BERNARDINO COUNTY

ORANGE COUNTYORANGE COUNTY

LOS ANGELES COUNTYLOS ANGELES COUNTY

ORANGE COUNTYORANGE COUNTYLOS ANGELES COUNTYLOS ANGELES COUNTY

1.05 0.7

10.95 0.90.85

0.80.75 0.70.65

0.95 0.7

0.9 0.9

0.75 P:\9526E \6-G I S\Mxd s\Re p o r ts\I nfi l tr a ti o nF e a sa b i l i ty_20110215\9526E _F i g ur e XVI -1_Ra i nfa l l Z o ne s_20110215.m xd

FIGURE JOB TITLESCALE
1" = 1.8 miles

DESIGNED

DRAWING

CHECKED
BMP
04/22/10
DATE
JOB NO.
9526-E
TH

TH ORANGE COUNTY

TECHNICAL GUIDANCE

DOCUMENT
ORANGE CO. CA

RAINFALL ZONES

SUBJECT TO FURTHER REVISION
0 3.6 7.2 1.8
Miles
0 6 12 3
Kilometers
LEGEND
Orange County Precipitation Stations
24 Hour, 85th Percentile Rainfall (Inches)
24 Hour, 85th Percentile Rainfall (Inches) - Extrapolated City Boundaries
Rainfall Zones
Design Capture Storm Depth (inches)

0.65"

0.7 0.75

0.80 0.85

0.90 0.95

1.00 1.10"
Note: Events defined as 24-hour periods (calendar days) with greater than 0.1 inches of rainfall.

For areas outside of available data coverage, professional judgment shall be applied.

XVI-1

PROJECT SITE

TECHNICAL GUIDANCE DOCUMENT APPENDICES
III-7 December 20, 2013
Worksheet A: Hydrologic Source Control Calculation Form Drainage area ID
Total drainage area acres
Total drainage area Impervious Area (IAtotal) acres

HSC ID
HSC Type/ Description/
Reference BMP Fact Sheet
Effect of
individual HSCi
per criteria in
BMP Fact
Sheets (XIV.1)
(dHSCi)1
Impervious Area
Tributary to HSCi
(IAi) di × IAi

Box 1: ∑ di × IAi =
Box 2: IAtotal =
[Box 1]/[Box 2]: dHSC total =
Percent Capture Provided by HSCs
(Table III.1)
1 - For HSCs meeting criteria to be considered self-retaining, enter the DCV for the project.

A & B

2.05 0.45
N/A
0 TECHNICAL GUIDANCE DOCUMENT APPENDICES
III-16 December 20, 2013
Worksheet B: Simple Design Capture Volume Sizing Method Step 1: Determine the design capture storm depth used for calculating volume 1 Enter design capture storm depth from Figure III.1, d (inches) d= inches 2 Enter the effect of provided HSCs, dHSC (inches)
(Worksheet A) dHSC= inches
3 Calculate the remainder of the design capture storm
depth, dremainder (inches) (Line 1 – Line 2)
dremainder= inches
Step 2: Calculate the DCV
1 Enter Project area tributary to BMP (s), A (acres) A= acres 2 Enter Project Imperviousness, imp (unitless) imp=
3 Calculate runoff coefficient, C= (0.75 x imp) + 0.15 C= 4 Calculate runoff volume, Vdesign= (C x d remainder x A x 43560 x (1/12)) Vdesign= cu-ft
Step 3: Design BMPs to ensure full retention of the DCV Step 3a: Determine design infiltration rate
1 Enter measured infiltration rate, Kobserved
1 (in/hr)
(Appendix VII) Kobserved= In/hr
2 Enter combined safety factor from Worksheet H , Stotal (unitless) Stotal=
3 Calculate design infiltration rate, Kdesign = Kobserved / Stotal Kdesign= In/hr
Step 3b: Determine minimum BMP footprint
4 Enter drawdown time, T (max 48 hours) T= Hours
5 Calculate max retention depth that can be drawn down within the drawdown time (feet), Dmax = Kdesign x T x (1/12)
Dmax= feet
6 Calculate minimum area required for BMP (sq-ft) , Amin = Vdesign/ dmax Amin= sq-ft
1Kobserved is the vertical infiltration measured in the field, before applying a factor of safety. If field testing measures a rate that is different than the vertical infiltration rate (for example, three-dimensional borehole percolation rate), then this rate must be adjusted by an acceptable method (for example, Porchet method) to yield the field estimate of vertical infiltration rate, Kobserved. See Appendix VII.

0.85 0

0.85 1.02

0.79 0.74
2,338
3 48
see
worksheet H
3 12
194.83

DMA ID - A

TECHNICAL GUIDANCE DOCUMENT APPENDICES
III-16 December 20, 2013
Worksheet B: Simple Design Capture Volume Sizing Method Step 1: Determine the design capture storm depth used for calculating volume 1 Enter design capture storm depth from Figure III.1, d (inches) d= inches 2 Enter the effect of provided HSCs, dHSC (inches)
(Worksheet A) dHSC= inches
3 Calculate the remainder of the design capture storm
depth, dremainder (inches) (Line 1 – Line 2)
dremainder= inches
Step 2: Calculate the DCV
1 Enter Project area tributary to BMP (s), A (acres) A= acres 2 Enter Project Imperviousness, imp (unitless) imp=
3 Calculate runoff coefficient, C= (0.75 x imp) + 0.15 C= 4 Calculate runoff volume, Vdesign= (C x d remainder x A x 43560 x (1/12)) Vdesign= cu-ft
Step 3: Design BMPs to ensure full retention of the DCV Step 3a: Determine design infiltration rate
1 Enter measured infiltration rate, Kobserved
1 (in/hr)
(Appendix VII) Kobserved= In/hr
2 Enter combined safety factor from Worksheet H , Stotal (unitless) Stotal=
3 Calculate design infiltration rate, Kdesign = Kobserved / Stotal Kdesign= In/hr
Step 3b: Determine minimum BMP footprint
4 Enter drawdown time, T (max 48 hours) T= Hours
5 Calculate max retention depth that can be drawn down within the drawdown time (feet), Dmax = Kdesign x T x (1/12)
Dmax= feet
6 Calculate minimum area required for BMP (sq-ft) , Amin = Vdesign/ dmax Amin= sq-ft
1Kobserved is the vertical infiltration measured in the field, before applying a factor of safety. If field testing measures a rate that is different than the vertical infiltration rate (for example, three-dimensional borehole percolation rate), then this rate must be adjusted by an acceptable method (for example, Porchet method) to yield the field estimate of vertical infiltration rate, Kobserved. See Appendix VII.

0.85 0

0.85 1.03

0.77 0.73
2,320
3 48
see
worksheet h
3 12
193.33

DMA ID - B

TECHNICAL GUIDANCE DOCUMENT APPENDICES
III-24 December 20, 2013
Worksheet D: Capture Efficiency Method for Flow-Based BMPs Step 1: Determine the design capture storm depth used for calculating volume 1 Enter the time of concentration, Tc (min) (See Appendix IV.2) Tc= 2 Using Figure III.4, determine the design intensity at which the estimated time of concentration (Tc) achieves 80% capture efficiency, I1
I1= in/hr
3 Enter the effect depth of provided HSCs upstream, dHSC (inches) (Worksheet A) dHSC= inches
4 Enter capture efficiency corresponding to dHSC, Y2
(Worksheet A)
Y2= %
5 Using Figure III.4, determine the design intensity at which the time of concentration (Tc) achieves the upstream capture efficiency(Y2), I2
I2=
6 Determine the design intensity that must be provided by BMP, Idesign= I1-I2 Idesign=
Step 2: Calculate the design flowrate
1 Enter Project area tributary to BMP (s), A (acres) A= acres 2 Enter Project Imperviousness, imp (unitless) imp=
3 Calculate runoff coefficient, C= (0.75 x imp) + 0.15 C= 4 Calculate design flowrate, Qdesign= (C x idesign x A) Qdesign= cfs Supporting Calculations
Describe system:

Provide time of concentration assumptions:

0.18 1

0.90 7.10

0.25 0.04

0.25 DMA-A
0 0
N/A
The stormfilters are sized to treat runoff from the driveway and parking spaces, roof drains will be routed directly to infiltration BMP. All other runoff from sidewalk and landscape areas will store 100% of the DCV. See Stormwater BMP exhibit for reference.

Time of concentration was calculated by using Orange County Hydrology Manual, time of concentration nomograph for initial sub area.

DMA-A
TC = 7.10

/0 /1 /2 /3 /4 /5 /2 /6 /7 /j8 /9 /10 /5 /11 /6 /4 /2 /1 /j8 /11 /12 /2 /10 /13/1 /4 /0 /j8 /6 /14 /14 /1 /4 /11 /5 /2 /1 /15 /j8 /j8 /5 /5 /5 /16 /17 /18 /j8 /11 /19 /20 /19 /21 /22 /19 /23 /j8 /17 /24 /25 /j8 /17 /24 /26 /27 /j8 /28/29 /30 /31 /32 /33 /34 /34 /35 /j36 /37 /38 /j36 /39 /40 /41 /35 /42 /30 /34 /j36 /43 /44 /44 /45 /46 /45 /34 /47 /46 /48 /j36 /49/34 /35 /33 /29 /50 /j36 /44 /29 /30 /j36 /51 /52 /29 /53 /54 /55 /40 /32 /34 /50/j36 /55 /49/56 /32 /j57 /58 /59 /60 /61 /62 /63 /64 /60 /65 /j66 /67 /61 /68 /59 /60 /69 /63 /70 /71 /72 /j66 /j73
/j73
/74 /75 /76 /77 /78 /79 /80 /j73 /81 /82 /83 /83 /76 /75 /84 /78 /85 /86 /j73 /86 /75 /87 /83 /88 /78 /89 /87 /90 /j73 /76 /83 /80 /75 /87 /84 /78 /76 /85 /81 /91 /j73 /92 /80 /80 /j73/1 /93 /94 /21 /95 /96 /19 /j8 /5 /5 /5/97/98/91 /j73
/j73
/j8
/j8 /j8
DMA-A

Provide time of concentration assumptions:

0.18 1

0.90 7.10

0.25 0.04

0.25 DMA-B
0 0
N/A
The stormfilters are sized to treat runoff from the driveway and parking spaces, roof drains will be routed directly to infiltration BMP. All other runoff from sidewalk and landscape areas will store 100% of the DCV. See Stormwater BMP exhibit for reference.

Time of concentration was calculated by using Orange County Hydrology Manual, time of concentration nomograph for initial sub area.

DMA-B
TC = 7.10

TECHNICAL GUIDANCE DOCUMENT

2-34 December 20, 2013
Table 2.7: Infiltration BMP Feasibility Worksheet
Infeasibility Criteria Yes No
1 Would Infiltration BMPs pose significant risk for
groundwater related concerns? Refer to Appendix VIII
(Worksheet I) for guidance on groundwater-related
infiltration feasibility criteria.

Provide basis:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 2 Would Infiltration BMPs pose significant risk of
increasing risk of geotechnical hazards that cannot be
mitigated to an acceptable level? (Yes if the answer to any of the following questions is yes, as established by a geotechnical expert):
• The BMP can only be located less than 50 feet away
from slopes steeper than 15 percent
• The BMP can only be located less than eight feet from building foundations or an alternative setback.
• A study prepared by a geotechnical professional or an available watershed study substantiates that
stormwater infiltration would potentially result in
significantly increased risks of geotechnical hazards
that cannot be mitigated to an acceptable level.

Provide basis:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 3 Would infiltration of the DCV from drainage area violate downstream water rights?
Provide basis:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.

X
No, based on historical high groundwater mapping being greater than 50 feet below surface. GeoTracker shows depths between 60 to 70+ feet below ground surface X
According to Orange County GIS the project is not located in plume or contamination area.

X
No restrictions on water right for project site.

TECHNICAL GUIDANCE DOCUMENT

2-35 December 20, 2013
Table 2.7: Infiltration BMP Feasibility Worksheet (continued) Partial Infeasibility Criteria Yes No
4 Is proposed infiltration facility located on HSG D soils or the site geotechnical investigation identifies presence of soil characteristics which support categorization as D
soils?

Provide basis:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 5 Is measured infiltration rate below proposed facility less than 0.3 inches per hour? This calculation shall be based on the methods described in Appendix VII.

Provide basis:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 6 Would reduction of over predeveloped conditions
cause impairments to downstream beneficial uses,
such as change of seasonality of ephemeral washes
or increased discharge of contaminated groundwater
to surface waters?

Provide citation to applicable study and summarize findings relative to the amount of infiltration that is permissible:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 7 Would an increase in infiltration over predeveloped
conditions cause impairments to downstream
beneficial uses, such as change of seasonality of
ephemeral washes or increased discharge of
contaminated groundwater to surface waters?

Provide citation to applicable study and summarize findings relative to the amount of infiltration that is permissible:

Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.

X
According to the Orange County GIS interface the project is located in soil type A.

X
Measured infiltration rate is greater than 0.3 inches per hour.

The project discharges to nearby storm drain and channels.

X
X
The project discharges to nearby storm drain and channels.

TECHNICAL GUIDANCE DOCUMENT

2-36 December 20, 2013
Table 2.7: Infiltration BMP Feasibility Worksheet (continued) Infiltration Screening Results (check box corresponding to result):
8 Is there substantial evidence that infiltration from the project would result in a significant increase in I&I to the sanitary sewer that cannot be sufficiently mitigated? (See Appendix XVII)

Provide narrative discussion and supporting evidence:

Summarize findings of studies provide reference to
studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.

9 If any answer from row 1-3 is yes: infiltration of any volume is not feasible within the DMA or equivalent.

Provide basis:

Summarize findings of infeasibility screening

10 If any answer from row 4-7 is yes, infiltration is
permissible but is not presumed to be feasible for the
entire DCV. Criteria for designing biotreatment BMPs to achieve the maximum feasible infiltration and ET shall
apply.

Provide basis:

Summarize findings of infeasibility screening

11 If all answers to rows 1 through 11 are no, infiltration of the full DCV is potentially feasible, BMPs must be designed to infiltrate the full DCV to the maximum extent practicable.

Harvest and Use Infeasibility
Harvest and use infeasibility criteria include:
• If inadequate demand exists for the use of the harvested rainwater. See Appendix X for guidance on determining harvested water demand and applicable feasibility thresholds. • If the use of harvested water for the type of demand on the project violates codes or ordinances most applicable to stormwater harvesting in effect at the time of project application and a waiver of these codes and/or ordinances cannot be obtained. It is noted that codes and ordinances most applicable to stormwater harvesting may change Answers from row 1-3
are "no".

Answers from row 4-7
are "no".

Project will infiltrate the
full DCV.

According to the TGD,
appendix XVII has not
been yet developed.

TECHNICAL GUIDANCE DOCUMENT APPENDICES
VII-35 December 20, 2013
Worksheet H: Factor of Safety and Design Infiltration Rate and Worksheet Factor Category Factor Description
Assigned
Weight (w)
Factor
Value (v)
Product (p)
p = w x v
A Suitability
Assessment
Soil assessment methods 0.25
Predominant soil texture 0.25
Site soil variability 0.25
Depth to groundwater / impervious
layer

0.25 Suitability Assessment Safety Factor, SA = p
B Design
Tributary area size 0.25
Level of pretreatment/ expected
sediment loads

0.25 Redundancy 0.25
Compaction during construction 0.25
Design Safety Factor, SB = p
Combined Safety Factor, STotal= SA x SB
Observed Infiltration Rate, inch/hr, Kobserved
(corrected for test-specific bias)

Design Infiltration Rate, in/hr, KDESIGN = KObserved / STotal Supporting Data
Briefly describe infiltration test and provide reference to test forms:

Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0.

1 1
1 3
1 3
3 1
3 see supporting data
3 in./hr

0.25 0.75

0.25 0.25

0.75 0.25

2.00 1.5
Per section 3.13 Stormwater Infiltration on the Soils report infiltration systems 10 to 15 deep is 3 inches per hour which include a minimum factor-of safety of 3 to account for soil variability.

TECHNICAL GUIDANCE DOCUMENT APPENDICES
VIII-13 December 20, 2013
Worksheet I: Summary of Groundwater-related Feasibility Criteria 1 Is project large or small? (as defined by Table VIII.2) circle one Large Small
2 What is the tributary area to the BMP? A acres
3 What type of BMP is proposed?
4 What is the infiltrating surface area of the proposed BMP? ABMP sq-ft 5 What land use activities are present in the tributary area (list all) 6 What land use-based risk category is applicable? L M H 7 If M or H, what pretreatment and source isolation BMPs have been considered and are proposed (describe all):
8 What minimum separation to mounded seasonally high
groundwater applies to the proposed BMP?
See Section
VIII.2 (circle one)
5 ft 10 ft
9 Provide rationale for selection of applicable minimum separation to seasonally high mounded groundwater:
10 What is separation from the infiltrating surface to seasonally high groundwater?
SHGWT ft
11 What is separation from the infiltrating surface to mounded seasonally high groundwater?
Mounded
SHGWT ft
12 Describe assumptions and methods used for mounding analysis:
13 Is the site within a plume protection boundary (See Figure Y N N/A

2.05 Subsurface Infiltration Galleries
and hydrodynamic separator
1069.32
Residential- low medium, multi-family residential
N/A
According to soil report groundwater is anticipated to remain greater than 50 ft.

Groundwater was not encountered at depths of 50 ft.

TECHNICAL GUIDANCE DOCUMENT APPENDICES
VIII-14 December 20, 2013
Worksheet I: Summary of Groundwater-related Feasibility Criteria VIII.2)?
14 Is the site within a selenium source area or other natural plume area (See
Figure VIII.2)? Y N N/A
15 Is the site within 250 feet of a contaminated site? Y N N/A 16 If site-specific study has been prepared, provide citation and briefly summarize relevant findings:
17 Is the site within 100 feet of a water supply well, spring, septic system?

Y N N/A
18 Is infiltration feasible on the site relative to groundwater- related criteria?

Y N
Provide rationale for feasibility determination:

Note: if a single criterion or group of criteria would render infiltration infeasible, it is not necessary to evaluate every question in this worksheet.

Groundwater was not encountered at depths of 50 ft.

N/A

ATTACHMENT D
HYDROLOGIC ANALYSIS TR-55 RESULTS

PRE-DEVELOPMENT DMA-A
TC = 8.52

PRE-DEVLOPMENT DMA-B
TC = 6.47

WinTR-55 Current Data Descr iption
--- Identification Data -- -
User: WPineda Da te: 12/18/2023 Project: The Mill Un its: English SubTitle: PRE-DEVELOPMENT Ar eal Units: Acres State: California
County: Orange
Filename: C:\Users\Wpineda\Desktop\PRE-DEVELOPMENT. w55 --- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc --------------------------------------------------- --------------------------- DMA-A 275 E. SANTA ANA Outlet 1.02 98 0.142 DMA-B 375 E. SANTA ANA Outlet 1.03 98 0.107 Total area: 2.05 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Retur n Period
2-Yr -Yr -Yr -Yr -Yr -Yr -Yr (in) (in) (in) (in) (in) (in) (in) --------------------------------------------------- -----------------------------

2.05 .0 .0 .0 .0 .0 .0 Storm Data Source: User-provided custo m storm data Rainfall Distribution Type: Type I
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 12/18/2023 12:06:39 PM

WPineda The Mill

PRE-DEVELOPMENT
Orange County, Californi a
Hydrograph Peak/Peak Time Ta ble
Sub-Area Peak Flow and Peak Time (hr) by Rai nfall Return Period or Reach 2-Yr
Identifier (cfs)
(hr)
--------------------------------------------------- -------------------------------

SUBAREAS
DMA-A 1.32

9.95 DMA-B 1.42

9.93 REACHES
OUTLET 2.72
WinTR-55, Version 1.00.10 Page 1 12/18/2023 12:08:41 PM

WPineda The Mill

PRE-DEVELOPMENT
Orange County, Californi a
Sub-Area Land Use and Curve Numbe r Details
Sub-Area Hydrologic Sub-Area Curve Identifier Land Use Soil Area Number Group (ac)
--------------------------------------------------- ----------------------------- DMA-A Open space; grass cover < 50% (poor ) A .004 68 Paved parking lots, roofs, driveways A 1.02 98 Total Area / Weighted Curve Number 1.02 98 ==== ==
DMA-B Paved parking lots, roofs, driveways A 1.03 98 Total Area / Weighted Curve Number 1.03 98 ==== ==
WinTR-55, Version 1.00.10 Page 1 12/18/2023 12:10:01 PM

POST-DEVELOPMENT DMA-A
TC = 10.51

POST-DEVELOPMENT DMA-B
TC = 10.52

WinTR-55 Current Data Descr iption
--- Identification Data -- -
User: WPineda Da te: 12/18/2023 Project: The Mill Un its: English SubTitle: POST-DEVELOPMENT Ar eal Units: Acres State: California
County: Orange
Filename: P:\223113 - 375 Santa Ana (Meritage)\Engi neering\Reports\WQMP report\support documents\POST- DEV --- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc --------------------------------------------------- --------------------------- DMA-A 275 E. SANTA ANA Outlet 1.02 92 0.175 DMA-B 375 E. SANTA ANA Outlet 1.03 91 0.175 Total area: 2.05 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Retur n Period
2-Yr -Yr -Yr -Yr -Yr -Yr -Yr (in) (in) (in) (in) (in) (in) (in) --------------------------------------------------- -----------------------------

WPineda The Mill

POST-DEVELOPMENT
Orange County, Californi a
Hydrograph Peak/Peak Time Ta ble
Sub-Area Peak Flow and Peak Time (hr) by Rai nfall Return Period or Reach 2-Yr
Identifier (cfs)
(hr)
--------------------------------------------------- -------------------------------

SUBAREAS
DMA-A 0.91

9.99 DMA-B 0.86

9.99 REACHES
OUTLET 1.77
WinTR-55, Version 1.00.10 Page 1 12/18/2023 12:14:09 PM

WPineda The Mill

POST-DEVELOPMENT
Orange County, Californi a
Sub-Area Land Use and Curve Numbe r Details
Sub-Area Hydrologic Sub-Area Curve Identifier Land Use Soil Area Number Group (ac)
--------------------------------------------------- ----------------------------- DMA-A Open space; grass cover < 50% (poor ) A .21 68 Paved parking lots, roofs, driveways A .81 98 Total Area / Weighted Curve Number 1.02 92 ==== ==
DMA-B Open space; grass cover < 50% (poor ) A .24 68 Paved parking lots, roofs, driveways A .79 98 Total Area / Weighted Curve Number 1.03 91 ==== ==
WinTR-55, Version 1.00.10 Page 1 12/18/2023 12:14:39 PM

ATTACHMENT E

BMP SIZING RESULTS

User Inputs
Chamber Model: MC-4500
Outlet Control Structure: No
Project Name: The Mill
Engineer: Walter Pineda unde-
ﬁned
Project Location: California
Measurement Type: Imperial
Required Storage Volume: 2338 cubic ft.

Stone Porosity: 40%
Stone Foundation Depth: 18 in.

Stone Above Chambers: 12 in.

Average Cover Over Chambers: 84 in.

Design Constraint Dimensions: (10.90 ft. x 75 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 2354.29 cubic ft.

Storage Volume Per Chamber: 106.50 cubic ft.

Number Of Chambers Required: 11
Number Of End Caps Required: 2
Chamber Rows: 1
Maximum Length: 51.74 ft.

Maximum Width: 10.33 ft.

Approx. Bed Size Required: 534.66 square ft.

System Components
Amount Of Stone Required: 103 cubic yards
Volume Of Excavation (Not Including
Fill):
149 cubic yards
Total Non-woven Geotextile Required:267 square yards
Woven Geotextile Required (excluding
Isolator Row):
0 square yards
Woven Geotextile Required (Isolator
Row):
117 square yards
Total Woven Geotextile Required: 117 square yards
Impervious Liner Required: 0 square yards
DMA-A

Stone Porosity: 40%
Stone Foundation Depth: 18 in.

Stone Above Chambers: 12 in.

Average Cover Over Chambers: 84 in.

Design Constraint Dimensions: (10.90 ft. x 75 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 2354.29 cubic ft.

Storage Volume Per Chamber: 106.50 cubic ft.

Number Of Chambers Required: 11
Number Of End Caps Required: 2
Chamber Rows: 1
Maximum Length: 51.74 ft.

Maximum Width: 10.33 ft.

Approx. Bed Size Required: 534.66 square ft.

28" x 28" [711 x 711]

VANED INLET GRATE
(SOLID OPTIONAL WITH

INLET PIPE)

PLAN VIEW

CASTINGS NOT SHOWN
FLOW
28" x 28" [711 x 711]

ACCESS COVER

RIGHT SIDE VIEWELEVATION VIEW
2'-4" [711]

INSIDE RIM
2'-4" [711]

INSIDE RIM
2'-8" [813]
5'-1" [1549]

OUTLET PIPE

WITH BOOT
(12" [300]Ø MAXIMUM)

OPTIONAL INLET PIPES

AND ALTERNATE

OUTLET PIPE

LOCATIONS
2'-0" [610]
4'-5" [1346]
BYPASS
WEIR

ASSEMBLY

STORMFILTER

CARTRIDGE
(OPTIONAL)

ALTERNATE OUTLET

PIPE LOCATIONS

OUTLET PIPE

WITH BOOT
2'-0" [610]
2'-8" [813]

2.35' [718] MIN. (18" [457])

3.1' [946] MIN. (27" [686])

SEE LINKING OPTIONS ABOVE

FOR MAXIMUM RIM TO INVERT
BYPASS
WEIR

ASSEMBLYSTORMFILTER

CARTRIDGE

CARTRIDGE
DECK
BYPASS
WEIR

ASSEMBLY

FINISHED GRADE

STORMFILTER

CARTRIDGE
(STANDARD)

OPTIONAL INLET
PIPE INVERT 6" [152]
MIN. ABOVE OUTLET

PIPE INVERT

SINGLE UNITDUAL UNIT
(SHIPPED IN 1 PIECE)

GRATESOLID GRATE SOLIDGRATE SOLID FLOW

TRIPLE UNIT
(SHIPPED IN 2 PIECES)

GRATESOLIDSOLID FLOWFLOWGRATE SOLID SOLID

QUAD UNIT
(SHIPPED IN 2 PIECES)

GRATESOLIDSOLID FLOWSOLIDGRATE GRATE GRATESOLID

CONCRETE CATCHBASIN

STORMFILTER

STANDARD DETAIL
I:\COMMON\CAD\TREATMENT\10 STORMFILTER\40 STANDARD DRAWINGS\SFCB\SFCB-C\DWG\WEST DWG - CONTECH FORM AT CASCADE PRECAST\SFCB-C-DTL.DWG 12/16/2022 7:31 AM www.ContechES.com
11815 NE Glenn Widing Drive, Portland, OR 97220
800-548-4667 503-240-3393 800-561-1271 FAX

STORMFILTER DESIGN NOTES
· CONCRETE CATCHBASIN STORMFILTER TREATMENT CAPACITY VARIES BY CARTRIDGE COUNT AND LOCAL APPROVALS · PEAK CONVEYANCE CAPACITY IS 1.3 CFS
· CONCRETE CATCHBASIN STORMFILTER IS AVAILABLE WITH UP TO TWO (2), 18" [457] OR 27" [686] TALL CARTRIDGES · UP TO 4 INDIVIDUAL UNITS MAY BE LINKED FOR AN ULTIMATE CAPACITY OF EIGHT (8) CARTRIDGES CARTRIDGE SIZE (in. [mm]) 27 [686] 18 [457]
RECOMMENDED HYDRAULIC DROP (ft. [mm]) 3.05 [930] 2.3 [701] SPECIFIC FLOW RATE (gpm/sf [L/s/m2]) 2 [1.36] 1.67* [1.13]* 1 [0.68] 2 [1.36] 1.67* [1.13]* 1 [0.68] CARTRIDGE FLOW RATE (gpm [L/s]) 22.5 [1.4] 18.79 [1.19] 11.25 [0.71] 15 [0.95] 12.53 [0.79] 7.5 [0.47] * 1.67 gpm/sf [1.13 L/s/m2] SPECIFIC FLOW RATE IS APPROVED WITH PHOSPHOSORB® (PSORB) MEDIA ONLY

SITE SPECIFIC

DATA REQUIREMENTS

STRUCTURE ID
WATER QUALITY FLOW RATE (cfs [L/s])
PEAK FLOW RATE (cfs [L/s])
RETURN PERIOD OF PEAK FLOW (yrs)
CARTRIDGE SIZE (27, 18)

CARTRIDGE FLOW RATE

MEDIA TYPE (PERLITE, ZPG, PSORB)

NUMBER OF CARTRIDGES REQUIRED

RIM ELEVATION
PIPE DATA: INVERT MATERIAL DIAMETER
INLET PIPE 1
INLET PIPE 2

OUTLET PIPE
NOTES/SPECIAL REQUIREMENTS:

GENERAL NOTES

1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.

2. DIMENSIONS MARKED WITH ( ) ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY.

3. ALTERNATE DIMENSIONS ARE MILLIMETERS [mm] UNLESS NOTED OTHERWISE.

4. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. www.ContechES.com

5. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT.

6. FILTER CARTRIDGES SHALL BE MEDIA-FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES [178]. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 38 SECONDS.

7. SPECIFIC FLOW RATE IS THE MEASURE OF THE FLOW (GPM [L/S]) DIVIDED BY THE MEDIA SURFACE CONTACT AREA (SF [ m2]).

8. STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 0'-2" [51] AND GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITH THE CONTECH LOGO.

INSTALLATION NOTES

1. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD.

2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE.

3. CONTRACTOR TO PROVIDE AND INSTALL PIPES. MATCH PIPE INVERTS SHOWN ON PROJECT SPECIFIC DRAWINGS.

4. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF.

LINKING OPTIONS SHOWN BELOW. FLEXIBLE INLET PIPE, GRATED AND SOLID COVER PLACEMENT.

CONTACT YOUR CONTECH REPRESENTATIVE FOR MORE INFORMATION

THIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OF THE FOLLOWING U.S. PATENTS: 5,322,629; 5,524,576; 5,707,527; 5,985,157; 6,027,639; 6,649,048; RELATED FOREIGN PATENTS, OR OTHER PATENTS PENDING.

MAXIMUM RIM TO OUTLET PIPE INVERT HEIGHT IS 6.05' [1844]. 27 11.25
156.65'
2 152.65' HDPE 12"

0.04 ZPG

0.04 ATTACHMENT F

SOILS REPORT

1000 North Coast Highway Suite 10  Laguna Beach, California 92651  (949) 403-7229  SAgeotechnical.com May 10, 2023

Project No. 23048-01

To: Meritage Homes
5 Peters Canyon Road, Suite 310
Irvine, California 92606

Attention: Ms. Louisa Feletto

Subject: Geotechnical Due Diligence Review, Subsurface Exploration and Preliminary Design, Proposed Residential Development, 275 and 375 East Santa Ana Street, City of Anaheim, California

At your request, SA Geotechnical, Inc. (SA GEO) has conducted geotechnical due diligence review and subsurface exploration for the proposed residential development at 275 and 375 East Santa Ana Street in the City of Anaheim, California (Figure 1). The purpose of this study was to evaluate the geotechnical site conditions in ligh t of the proposed grading and improvements in order to provide a geotechnical summary and preliminary geotechnica l recommendations for project design, grading and construction. Our eval uation included review of collected geologic, geotechnical engineering and seismological reports and maps pertinent to the subject site; a site- specific subsurface exploration; laboratory testing; geotechnical analysis; and preparation of this report.

The subject site currently consists of a vacant/ab andoned lumber mill industrial facility that will be demolished prior to proposed residential development. Ba sed on our review, the primary geotechnical constraints include seismic shaking during a strong earthquake event, the presence of undocumented fill and weathered/unsuitable soils in the uppermost 5 feet, and the presence of granular, friable soils at depth that may be prone to caving in steep sided excavations. The site soil generally consists of sandy silt, silty sand, and fine to coarse-grained sands with very low expansion potential. Conventional foundations and slabs may be used for the proposed residential buildings. Groundwater is anticipa ted to remain grea ter than 50 feet be low existing grades.

Percolation testing was performed during this study and results indicate that stormwater infiltration is generally feasible at the site.

This report presents our findi ngs, conclusions, and preliminary design reco mmendations for the subject residential development. Based on our ex ploration and review, the proposed grading and development is considered geotech nically feasible provided the recommendations in this report are implemented during design, grading, and construction. Additional geotechnical exploration as well as percolation testing, evaluation, and analys is may need to be performed once the project plans for grading, foundations, and stormwater infiltration systems are developed.

23048-01
May 10, 2023

230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx References pertinent to the site are included in Appendix A. Bori ng logs and laboratory test data are included in Appendix B and C, respectively. Seismic design parameters are presented in Appendix D. Percolation test data sheets are included in Appendix E. General Earthwork and grading specifications are presented in Appendix F.

If you have any questions regarding this report, please contact our office. We appreciate the opportunity to provide our services.

Respectfully submitted,

SA GEOTECHNICAL, INC.

Peter Anderson, CEG 2596 Reza Saberi, GE 3071
Principal Engineering Geologist Principal Engineer

23048-01
May 10, 2023

iii

230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx

TABLE OF CONTENTS

EXECUTIVE SUMMARY ........................................................................................................ 1

1.0 INTRODUCTION .............................................................................................................. 2

1.1 Introduction and Scope of Services ................................................................................ 2

1.2 Site Condition and History.............................................................................................. 2

1.3 Proposed Grading and Improvements ............................................................................. 3

1.4 Field Exploration ............................................................................................................ 3

1.5 Laboratory Testing .......................................................................................................... 4

2.0 GEOTECHNICAL FINDINGS .......................................................................................... 5

2.1 Geologic Setting and Geotechnical Conditions .............................................................. 5

2.2 Groundwater ................................................................................................................... 6

2.3 Percolation Testing ......................................................................................................... 6

2.4 Regional Faulting and Seismicity ................................................................................... 7

2.5 Settlement and Foundati on Considerations .................................................................... 7

2.6 Shrinkage and Bulking .................................................................................................... 8

2.7 Existing Pavement Section and Utilities ......................................................................... 8

3.0 CONCLUSION AND PRELIMI NARY RECOMMENDATIONS ................................... 9

3.1 General Conclusion and Recommendation ..................................................................... 9

3.2 Site Preparation and Earthwork ...................................................................................... 9

3.2.1 Site Demolition and Clearing ....................................................................................... 9

3.2.2 Protection of Existing Impr ovements and Utilities ...................................................... 9

3.2.3 Remedial Grading Measures ...................................................................................... 10

3.2.4 Fill Placement .......................................................................................................... ... 10

3.2.5 Import .................................................................................................................. ....... 11

3.3 Settlement Potential ...................................................................................................... 11

3.4 Foundation Design ........................................................................................................ 11

3.5 Interior Slab Mo isture Mitigation ................................................................................. 13

3.6 Retaining Walls Design and Lateral Earth Pressures ................................................... 14

3.7 Seismic Design Parameters ........................................................................................... 15

3.8 Corrosivity .................................................................................................................... 15

3.9 Exterior Concrete .......................................................................................................... 15

3.10 Preliminary Asphalt Concre te Pavement Design .......................................................... 16

3.11 Trench Excavation and Backfill .................................................................................... 17

3.12 Groundwater .............................................................................................................. ... 17

3.13 Stormwater Infiltration .................................................................................................. 18

3.14 Surface Drainage and Irrigation .................................................................................... 18

3.15 Additional Subsurface Exploration and Laboratory Testing ........................................ 19

3.16 Review of Future Plans ................................................................................................. 19

3.17 Observation and Testing during Grading and Construction ......................................... 19

4.0 LIMITATIONS ............................................................................................................. 20

23048-01
May 10, 2023

230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx TABLE OF CONTENTS (Continued)

List of Illustrations

Figure 1 – Site Location and Seismic Hazards Map – Rear of Text Figure 2 – Regional Geologic Map – Rear of Text
Figure 3 – Regional Fault Map – Rear of Text
Figure 4 – Retaining Wall Drainage Detail – Rear of Text

Appendices

Appendix A – References
Appendix B – Boring Logs
Appendix C – Laboratory Test Results
Appendix D – Seismicity Data
Appendix E – Percolation Test Data
Appendix F – General Earthwork and Grading Specifications

Plates

Plate 1 – Boring Location Map – Rear of Appendices

23048-01
May 10, 2023

1 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx

EXECUTIVE SUMMARY

The subject site is generally underlain by sa ndy silt, silty sand, and sandy native alluvium.

Undocumented artificial fill was encountered in one boring, up to 2.5 feet thick. Groundwater was not encountered during our ex ploration, to a maximum dept h of 51.5 feet. Historic high groundwater is mapped as greate r than 50 feet below ground su rface. The primary geotechnical constraints at the site include the following:

 Potential for strong seismic shaking during an earthquake event;  The presence of undocumented fill material and weathered/unsuitabl e alluvium in the upper 5 feet below existing grad es, which will need to be removed and replaced as compacted fill; and
 Presence of granular friable soils that may be prone to caving in steep sided excavations.

Remedial grading for the site should consist of the remova l and re-compaction of all

undocumented fill materials and we athered or disturbed alluvium in order to provide competent subgrade and bearing conditions for the proposed structural slabs and foundations. In general, remedial removals are anticipated to extend 5 feet below existing grades. Deeper removals may be required locally, where existing trees, utility lines, structures , and foundations are to be abandoned/removed. Removals within the propos ed streets and drive areas may be limited to removal and re-compaction of the upper 2 feet, below design grades. The recommended remedial removals will help reduce the potential fo r future settlement at the site. Septic tanks, cesspools, and/or wells may be encountered at the site during demolition and grad ing. If encountered, they should be removed in accordance with Orange County Health Care Agency requirements and the project environmental engineer’s recommendations.

Building foundations and slabs should be designed to tolerate a total settlement of 1.5 inches and a differential settlement of ¾-inch over a span of 40 feet. Onsite soils are anticipated to have "Very Low" to "Low" expansion potential at the completion of grading and are not considered corrosive to concrete.

Based on our findings, we conclude that the proposed residential development is feasible from a geotechnical viewpoint, provided it is design ed and constructed in accordance with the recommendations presented in this report and a ny future design report(s). The site is also considered suitable for infiltration of stormwater. Preliminary design infiltration rates are provided herein; however, additional subsurface explorati on and percolation testing may be necessary during the design phase depending on the actual location and depth of the infiltration devices.

23048-01
May 10, 2023

2 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx

1.0 INTRODUCTION

1.1 Introduction and Scope of Services
At your request, SA Geotechnical, Inc. (SA GEO) has conducted geotechnical due diligence review and subsurface explorati on for the proposed residential development located at 275 and 375 East Santa Ana Street in the City of Anaheim, California (Figure 1). The purpose of our review was to assess the onsite geologic and geotechnical conditions and provide preliminary recommendations for design, grading, and constr uction of the proposed improvements. We have reviewed the Conceptual Site Plan provided by you, dated Marc h 21, 2023. The Conceptual Site Plan was utilized as the base for our Boring Location Map (Plate 1).

Our scope of services for this due diligence study included the following tasks:
 Review of available geologic and geotechnical maps, reports, and data for the subject site and surrounding area. A list of references is included in Appendix A.  Review of available historic aerial photographs dating back to 1938.  Notification and coordination with DigAlert to identify and clear boring locations of underground utilities.
 Subsurface exploration consisting of 10 hollow-stem auger borings (H-1 through H-4 and P-1 through P-6) to depths ranging from 10 to 51.5 f eet below ground surface (bgs). Boring Logs are included in Appendix B.
 Percolation testing in six borings (P-1 through P-6) in general conformance with the 2013 County of Orange WQMP Technical Guidance Document.
 Laboratory testing of selected samples to de termine engineering properties of onsite soils, including in-situ moisture and density, grain size distribution, Atterberg limits, consolidation, shear strength, maximum density and optimum moisture conten t, expansion potential, and soluble sulfate content. Laboratory test results are included in Appendix C.  Geotechnical evaluation and analysis of the compiled data with respect to the proposed grading and development.
 Preliminary evaluation of faulting, seismicity, and seismic and static settlement in accordance with the 2022 California Building Code (CBC).
 Preparation of this report incl uding our findings, conclusions, preliminary recommendations, and accompanying illustrations.
 Consultations with the project team.

SA GEO’s expertise and scope of services do not include assess ment of potential subsurface environmental contaminants or environmental health hazards.

1.2 Site Condition and History
The subject site is located at 275 and 375 East Santa Ana Street, situated between South Claudina Street to the west and South Olive Street to the east, in the City of Anaheim, California (see Figure 1). The site includes two lots/parcels that are divided by South Philadelphi a Street. The site is

23048-01
May 10, 2023

3 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx bound to the south by East Santa Ana Street, an a lleyway and single/multi- family homes to the north, South Claudina Street to the west, and South Olive Street to the east. An active railroad line is present along the centerline of East Santa Ana Street which curves south at South Olive Street.

The site is currently occupied by abandoned industrial structures associated with prior lumber mill operations and adjacent at-grade asphalt parking and drive aisles. Remnants of railroad lines and turnouts are present on site. Elevations range from approximately 157 to 162 feet above mean sea level across the site and generally sheet flow to the northwest.

Based on our review of availabl e historic aerial photog raphs dating back to 1938, the earliest observed land use was for industria l purposes. An industrial struct ure occupied 275 East Santa Ana Street as early as 1938, while 375 East Santa Ana Street remained largely undeveloped. The railroad line along Santa Ana Street/Olive Street, adjacent/surrounding city streets, and residential development were also constr ucted by this time. By 1953, bot h parcels were developed for industrial use. By 1963 the current structure at 375 East Santa Ana Street was present. The existing structure at 275 East Santa Ana Street was constructed between 1972 and 1980. The site has remained largely unchanged since this time. Industrial operations appear to have ceased around 2017.

1.3 Proposed Grading and Improvements
Prior to site grading and redevelopment, the exis ting structures, pavements, and utilities to be abandoned will be demolished. Based on our review of the conceptual site plan, we anticipate design grading cuts and fills to be generally minor and on the order of 0 to 2 feet.

The proposed development is anticipated to include construction of 56 attached residential units (28 per parcel), stormwater qual ity/infiltration devices, drive ai sles and parking, and utility infrastructure improvements to support the development. We understand that the proposed attached units will be two- to three-story and consist of wood-framed construction.

1.4 Field Exploration
Our field exploration was performed on April 18 and 19, 2023, and included 10 hollow stem auger borings (H-1 through H-4 and P-1 through P-6) to depths ranging from 10 to 51.5 feet bgs. The approximate boring locations ar e shown on Plate 1 (Boring Loca tion Map). The borings were geologically logged, and samples were obtained at selected intervals. At the completion of drilling, borings were backfilled using the cuttings. Boring logs are included in Appendix B.

Soil sampling was performed usi ng a Modified California ring samp ler. Relatively undisturbed ring samples were obtained from the borings at vari ous depths with a 2.5-inch inside-diameter, split-barrel sampler. The sa mpler was driven with a 140-pound, automatic trip hammer, free falling 30-inches. Representative bulk samples of onsite soils were also collected from soil cuttings and used for additional soil identification purposes and laboratory testing. The sampling was used to assess the soil beneath the site as well as to obtain a measure of resistance of the soil to penetration (recorded as blows-per-foot on the geotechnical boring logs).

23048-01
May 10, 2023

4 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx Percolation testing was performed in Borings P-1 through P-6 on April 19 and 20, 2023, in general accordance with the County of Orange WQMP Technical Guidance Document (TGD) (2013).

Two-inch diameter slotted well pipe was installed with #3 sand annular backfill, constructed through the auger to prevent caving of the sandy soil during testing. The results of the onsite percolation testing are included in Appendix E and discussed in Sections 2.3 and 3.13.

1.5 Laboratory Testing

Representative samples of onsite soils collecte d during our field exploration were tested to characterize the engineering properties. Labo ratory tests performed on selected relatively undisturbed and bulk soil samples included:

 Moisture content and dry density;
 Sieve analysis;
 Consolidation;
 Direct shear;
 Atterberg limits;
 Soluble sulfate; and
 Maximum density and optimum moisture content.

Laboratory tests were conducted in general conf ormance with applicable ASTM International standards. The laboratory test results are provided in Appendix C.

23048-01
May 10, 2023

5 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx

2.0 GEOTECHNICAL FINDINGS

2.1 Geologic Setting and Geotechnical Conditions
The subject site is located in the eastern portion of the Downey Plain, west of the Santa Ana River, within the Peninsular Ranges geomorphic province of Southern California. The site is mapped by the United States Geologic Survey (2006) as underl ain by extensive Quaternary-age alluvial fan (Qal) deposits (Figure 2). The al luvium encountered in our bor ings generally consisted of yellowish-brown, olive brown, yellow, and gray silty/clayey sand and clean fine to coarse-grained sands with thin silt interlayers. Below approximately 7 feet bgs, the alluvial material is friable and locally highly friable. Undocumented fill (Afu) material was encountered in one boring (H-4), up to 2.5 feet thick, and generally consisted of silty sand.

Based on our geotechnical exploration and laboratory testing (Appendix C), the site geotechnical conditions are generally as follows:

Soil Moisture Content and Dry Density: Native sandy alluvial soils had in-situ moisture content and dry densities ranging from 1.3 to 14.1 percent and 94.7 to 121.3 pounds per cubic foot (pcf), respectively. Fine-grained alluvial soils had in-situ moisture content and dry densities ranging from

18.4 to 34.7 percent and 87.2 to 102.8 pcf, respectiv ely. Blow counts in the alluvial materials ranged from 9 to 75+ blows per foot. The alluvium was generally found to be damp to very moist and medium dense to very dense/stiff to hard.

Soil Properties: Grain-size distribution tests were conducted on two bulk samples collected from the uppermost 5 feet and two ring samples collected at depths of 7.5 and 15 feet. The near-surface bulk samples were classified in accordance with the Unified Soil Classification System (USCS) as sandy clay/silt (CL-ML), with fines contents (pa ssing No. 200 sieve) of 53 and 63 percent. Soil plasticity testing performed on the sample collected in the upper 5 feet in Boring P-1 indicates that the soil has a Liquid Limit of 28 and a Plasticity Index of 7 (USCS classification of CL-ML). The ring samples were found to have fines contents of 26 percent (7.5 foot sample) and 31 percent (15 foot sample) and were given USCS classification of SM.

Maximum dry density testing of a near surface sample (upper 5 feet ) indicates that the silty sand has a maximum dry density of 115.7 pcf at an optimum moisture content of 12.2 percent.

Consolidation: Tests were performed on three samples collected at depths of 7.5, 10, and 15 feet.

The testing showed that the materials have re latively low compressibil ity potential. Also, all samples had a relatively low collapse potential (less than 1 percent) upon the addition of water at a load of 3.2 tsf.

Shear Strength: Direst shear testing was performed on a relatively undisturbed ring sample collected from a depth of 5 feet, representative of the native alluvium. One remolded direct shear (remolded to 92% relative compaction of th e maximum density) was also performed, representative of future compacted fill material. The test results for the in-situ sample indicate an ultimate internal fricti on angle of 30 degrees and cohesion of 175 pounds per square foot (psf) with peak internal friction angle of 32 degrees at a cohesion 275 psf. The remolded sample had an

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6 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx ultimate internal friction angle of 30 degrees and a cohesion of 175 pounds per square foot (psf) with peak internal friction angle of 30 degrees at a cohesion 200 psf.

Expansion Potential: Two near surface samples (CL-ML) collected at a depth of 0 to 5 feet had "very low" expansion potential, with expansion indices of 4 and 8. We anticipate that at the completion of grading, onsite soils will have "Very Low" to "Low" expansion potential.

Soluble Sulfate: Two bulk samples collected at a depth of 0 to 5 feet were also tested for sulfate- content. The test results indicate that sulfate- content of the soils may be classified as "S0" (negligible) per Table 19.3.1.1 of ACI-318.

2.2 Groundwater
Groundwater was not encountered during our e xploration to a maximum depth of 51.5 feet.

Historic high groundwater mapping indicates that groundwater has remained in excess of 50 feet below the site (CDMG, 1997). Groundwater well data available on the State of California Water Resources Control Board database ("GeoTracker") shows depths to groundwater within nearby sites is between 60 to 70+ feet bgs.

2.3 Percolation Testing
Percolation testing at the site was performed on April 19 and 20, 2023, in general accordance with the County of Orange WQMP Technical Guidan ce Document (2013). Th e Percolation Test Method was utilized as outlined in the County of Orange WQMP TGD. In order to prevent caving of the friable sandy soils during auger removal and testing, a 2-inch diameter slotted well pipe was installed within all borings a nd backfilled (annular space) with #3 sand. The borings were presoaked and tested to confirm onsite soils fell under the "Sandy Soil" criteria as defined in the guidance document. Test results we re tabulated, and final measurem ents were used to calculate the infiltration rate (Appendix E).

The County of Orange TGD does not include calculation adjustments to account for the presence of the annular backfill material described above and, in our experi ence, may overestimate infiltration rates. We have used a correction factor to account for the volume loss due to the annular material, based on the porosity of the material (#3 sand), the pi pe size used, and the boring diameter. The correction factor is noted on the percolation test data sheets (Appendix E).

The calculated infiltration rates are provided below, which include the correction factor discussed above; however, the rates below do not include a f actor of safety reducti on. A discussion of the design infiltration rates, including a factory of safety is provid ed in Section 3.13. The infiltration test results are representative of the location and depths the tests were performed. Due to the potential for variation in the subsurface conditions, infiltration rates could vary across the site and with depth.

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7 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx TABLE 1 – PERCOLATION TEST RESULTS
Boring No.

Tested Depth
(Feet Below Ground
Surface)
Calculated
Infiltration Rate
(in./hr.)
P-1 6.25 to 8.25 3.0
P-2 12.5 to 14.5 17.7
P-3 31 to 34.5 14.7
P-4 6.25 to 9.5 73.4
P-5 18 to 19.5 59.0
P-6 31.75 to 33.75 25.7

2.4 Regional Faulting and Seismicity
Regional Faults: The site is not located within a fau lt-rupture hazard zone as defined by the Alquist-Priolo Special Studies Zones Act (CGS , 2018). Also, based on mapping by the State (Jennings et al, 2010), there are no active faults mapped at the site. Regional Faults are presented on Figure 3.

Seismicity: Properties in southern Califor nia are subject to seismic hazards of varying degrees depending upon the proximity, degree of activity, and capability of nearby faults. These hazards can be primary (i.e., directly re lated to the energy release of an earthquake) or secondary (i.e., related to the effect of earthquake energy on the physical world). Since there are no active faults at the site, the potential for pr imary ground rupture is considered very low. The primary seismic hazard for this site is ground shaking durin g a future earthquake. The maximum moment magnitude for the controlling fault is 7.3 MW, which would be generated from the Compton Fault.

The closest active fault to the site is Richfield Fault located 4 miles northeast.

The site is not located within a potential lique faction zone, as define d by the State’s Seismic Hazard Mapping (CDMG, 1998). The attached Site Location and Seismic Hazards Map (Figure 1) depicts the site relative to mapped seismic hazard zones. Additionally, based on the absence of groundwater in the uppermost 50 feet, liquefaction potential is consider ed very low to nil. Other secondary seismic hazards, such as tsunami and seiche are considered nil due to site elevation and distance from the ocean or other confined body of water (CGS, 2021).

2.5 Settlement and Foundation Considerations
In general, the anticipated settlements depend u pon the building loads, type of foundations, and the geotechnical properties of the supporting subgrade soils. Our preliminary analysis assumes the new structures will be near existing grades , with no significant ground elevation change.

Considering the subsurface soil conditions and labor atory test data, and relatively lightly loaded residential structures, we estimate total settlement (combined static and seismic) to be on the order of 1.5 inches and differential settlement to be on the order of ¾-inch over a 40-foot span. This assumes remedial grading measures recommended in Section 3.2 of this report are implemented.

The total and differential seismic settlement is anticipated to be less than ½-inch and ¼-inch over a span of 40 feet respectively.

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2.6 Shrinkage and Bulking
The shrinkage and bulking (reduction or increas e in volume of excavated materials on recompaction as fill) varies by soil type and location. The volume changes depend primarily on in-situ density and the maximum dry density of the soil type. We anticipate that the undocumented fill materials and weathered alluvium will shrink 2 to 7 percent. An average value of 4 percent may be assumed for soil shrinkage in the upper 5 feet. Ground subsid ence at the site is estimated to be on the order of 0.1 foot.

2.7 Existing Pavement Section and Utilities
The existing pavement sections as measured during our exploration are shown on the boring logs (Appendix B). The existing asphalt concrete thicknesses varied at each boring location, ranging from 1 to 4 inches. Aggregate base was not encount ered at some of the locations and in others approximately 2.5 to 4 inches of aggregate base was encountered below the asphalt concrete pavement.

No utilities were marked onsite during the DigAle rt clearance process; however, we anticipate water and sewer service to the existing buildings to be present. Overhead utilities are present north of the site, within the existing alleyway. An ac tive railroad line is present along East Santa Ana Street and curves to the south at South Olive Street.

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3.0 CONCLUSION AND PREL IMINARY RECOMMENDATIONS

3.1 General Conclusion and Recommendation
Based on our subsurface exploration and review, construction of the proposed residential development, as described herein, is considered geotechnically feasible provided the preliminary recommendations in this report are implemented during design, grading, and construction.

Additional geotechnical exploratio n including percolation testing at the location of infiltration devices may need to be performed during the design phase. Also, grading, foundation, structural and wall plans for the project should be reviewed by the geotechnical consultant during the design phase.

Updated recommendations should be provided once the project plans are finalized and as needed.

The recommendations in this report should be considered minimum and may be superseded by more restrictive requirements of others. In addition to the following recommendations, General Earthwork and Grading Specifications are provided in Appendix F.

3.2 Site Preparat ion and Earthwork
Site preparation and grading should be performed in accordance with the recommendations herein and the requirements of the City of Anaheim.

3.2.1 Site Demolition and Clearing
Prior to remedial grading, the existing stru ctures, foundations, hardscape/landscape, and utilities to be abandoned should be demolished. Deleterious materials and debris should be cleared from the site and disposed of offsite. Concrete material may be mixed with onsite soils and placed as compacted fill provided that it is broken into pieces that are smaller than 6 inches in the largest diameter. Asphalt concrete may also be used in compacted fill materials; however, it should not be placed under the residential pads. Placement of concrete and asphalt as compacted fill should also be approved by the project environmental engineer. Excavations for the removal of existing foundations, utilities and vegetation, including onsite trees, should be observed by the geotechnical consultant. La rge roots, highly organic soils, and existing utilities should be removed and should not be incorporated into new fills.

Soil that is disturbed as part of excavations or removal of trees or underground utilities should be evaluated by the geotechnical consultant. Excavations that require backfill should be properly documented and compacted under the observation and testing of the geotechnical consultant.

3.2.2 Protection of Existing Improvements and Utilities Existing buildings, improvements and utilities adjacent to the site that are to be protected in place should be located and visually marked prior to grading operations. Excavations adjacent to improvements to be protected in -place or any utility easement should be performed with care, so as not to undermine existing foundations or destabilize the adjacent ground.

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10 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx Stockpiling of soils more than 5 feet in height at or near existing structures and over utility lines should not be allowed. If deeper removals are requir ed, shoring or other special measures (i.e., setback or laybacks) to pr ovide safety and mitigate the potential for lateral/vertical movements may be required.

3.2.3 Remedial Grading Measures
Remedial grading at the site should consist of removal of undocumented fill materials in their entirety and weathered/unsuitable alluvium. In general, we reco mmend that remedial removals consist of removal and recompaction of soils in the upper 5 feet. Where not limited by adjacent structures/properties, the remova ls should extend a minimum of 5 feet beyond the limits of the proposed building footprints. Removals within the proposed streets and drive areas may be limited to removal and re-compaction of the upper 2 feet, below design grades.

Where deeper undocumented fill/unsuitable material is encountered, the removals should be extended to the bottom of undocumented fill and/or unsuitable materials to competent native soils.

Cesspools, septic tanks and/or wells may be encountered at th e site. If encountered, they should be removed in accordance with Orange County Health Care Agency requirements and the project environmental engineer’s recommendations. The voids should be backfilled with suitable onsite or import material s and compacted in accordance with the recommendations provided in Section 3.2.4.

The geotechnical consultant should review a nd approve removal botto ms prior to fill placement and should provide specific reco mmendations based on actual conditions, if necessary.

Excavations deeper than 4 feet will need to be laid back at a minimum inclination of 1.5H:1V (horizontal to vertical) or provided with shoring. Shallow, unconfined excavations (4 feet or less) may consist of near-vertical excavation. Trench excavations should be performed in accordance with Cal/OSHA requirements for Soil Type "C" due to the presence of friable/running sands. The contractor’s qualifi ed person should verify compliance with Cal/OSHA requirements. Excavations near exis ting structures (within a 1:1 projection) should be provided with shoring that is designed to support the surcharge load of the existing structure. Alternatively, excavations in soils within the upper 5 feet where cohesive materials (silts and clays) are present may be performed in sections that are 20 feet long or less.

3.2.4 Fill Placement
Upon the completion of remedial grading measures, the approved removal bottoms should be scarified a minimum of 6 inches. The removal bottoms and fill materials should be compacted to at least 90 percent of maximum dry density, as determined by ASTM Test Method D1557. Fill materials should be placed in loose lifts no thicker than 8 inches.

Fill materials should be relatively free of deleterious material. The existing undocumented fill material and native alluvial soils are considered suitable for re-use as compacted fill provided any deleterious material is removed. Concrete material may be mixed with onsite soils and placed as compacted fill provided that it is broken into pieces that are smaller than 6 inches in the largest diameter. Asphalt concrete may also be used in compacted fill materials; however,

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11 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx it should not be placed under the residential pads. Placement of concrete and asphalt as compacted fill should be approved by the project environmental engineer. The compacted fill soils should be moisture conditioned to above optimum moisture content but within the compactable moisture range.

3.2.5 Import
The geotechnical consultant should evalua te and accept any import soils prior to transportation to the subject site. We recommend that import soils have similar engineering properties as onsite soils. At minimum, the import materials should have Expansion Index of less than 50, Plasticity Index of less than 15, fines content (passing Sieve 200) of less than 50 percent, and negligible soluble sulfate content.

3.3 Settlement Potential

The amount of settlement will depend upon the type of foundation(s) selected and future loading by additional fill and structures. Based on our subsurface exploration, considering the remedial grading recommendations provided in this report are implemented during grading, and the anticipated structural loads typically associated with the proposed structur es, we estimate that total and differential settlement (combined static and seismic) will be on the order of 1.5 inches and ¾-inch over a span of 40 feet, respectively.

SA GEO should be provided with the foundation pl ans and structural load s, once available, in order to further evaluate the po tential for post-constr uction settlement of the proposed building and associated improvements. Th e parameters provided herein wi ll then be confirmed/updated based on the planned foundations and loads and additional testing and analysis.

3.4 Foundation
Design
The slab and foundations should be designed by the project structural engineer based on the proposed structure type and the anticipated loading c onditions. The foundation soils may locally have expansive soil conditions (Expansion Index of greater than 20) and will be subject to climatic and landscape moisture fluctuations. The following foundation recommendations are provided with the assumption that the recommendations included in Section 3.2 of this report are implemented during grading of the site.

The recommended net allowable bearing capacity for continuous and isolated footings may be calculated based on the following equation:

q all = 800 D + 300 B + 700 (but not to exceed 3,000 psf) where:

D = embedment depth of footing, in feet
B = width of footing, in feet

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12 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx Also, the following parameters may be used for design of foundation and slabs:

 Soil unit weight = 120 pcf
 Soil internal friction angle = 30 degrees
 Coefficient of Friction = 0.38
 Subgrade modulus (k) of 100 pci (corrected for large slabs)  Soil elastic modulus (Es) of 2,000 psi

The dead load of concrete below adjacent grades (buried concrete foundations) may be neglected.

The allowable bearing pressure and friction coefficient may be increased by one-third for wind and seismic loading.

We recommend that strip and isolated footings for the buildings ha ve a minimum embedment depth of 12 inches below the lowest adjacent gr ade. Continuous footings should be at least 12 inches wide and isolated column footings should be at least 24 inches wide. The footings of freestanding and isolated structures, such as walls and pilasters, should have a minimum embedment depth of 18 inches into approved soils.

The following table provides our general guidelines and preliminary recommendations for design of post-tensioned foundations and slabs in accordance with the 2022 California Building Code (CBC) and Post-Tension Institute (PTI) DC 10.5 Edition provisions.

GEOTECHNICAL GUIDELINES

FOR DESIGN OF POST-TENSIONED SLABS
Parameter Recommendation
Center Lift
Edge Moisture Variation Distance, em
Center Lift, ym

9.00 feet

0.35 inches
Edge Lift
Edge Moisture Variation Distance, em
Edge Lift, ym

5.00 feet

0.50 inch
Presaturation, as needed, to obtain the minimum
moisture down to the minimum depth

1.1 x optimum down to
6 inches

We recommend that post-tensioned slabs have a thic kened edge such that the slab is embedded a minimum of 12 inches below the lowest adjacent grade.

In addition, as indicated in the DC 10.5 Edition of PTI, shape factor calculations should be performed by the project structural engineer in order to determine if strengthening/modification of foundations are necessary. Per PTI guidelines, modifications to the foundations design should be considered if the shape factor (ratio of square of foundatio n perimeter over foundation area) exceeds 24.

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13 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx If non-post-tensioned slabs-on-grad e and foundations are considered at the site, an effective Plasticity Index of less than 15 is considered appropriate for the upper 15 feet of soil materials, in accordance with Wire Reinforcement Institute (WRI) method (per the 2022 CBC). For non-post- tensioned slabs, we recommend a minimum embedm ent of 12 inches below the lowest adjacent grade for the perimeter footings. Also, the upper 6 inches of subgrade soil should be pre- saturated/pre-wetted to 110 per cent of optimum moisture content prior to placement of moisture barrier and concrete.

The foundations and slabs should also be designed to tolerate the total and differential settlements discussed in Section 3.3 of this report.

For the design of pole-type foundations (i.e., light poles, shade structures, etc.), an allowable soil- bearing pressure (S1) of 360 psf/ft may be used for Equation 18-1 (the "pole" equation) of the 2022 CBC Section 1807.3.2.1 to determine the depth of embedment for the footings, considering level ground conditions. The equation is applicable for designed embedment depths of less than 12 feet for the purpose of computing lateral pressure. Also, for vertical loads on pole-type foundations, an allowable skin friction of 250 pounds per square f oot may be used. For ca st-in-place pole-type foundations, the vertical end bearing pressure should be neglected. We recommend that pole-type foundations have a minimum embedment of 2.5 feet below lowest adjacent grades.

3.5 Interior Slab Moisture Mitigation
In addition to geotechnical and st ructural considerations, the project owner should also consider interior moisture mitigation when designing and constructing slabs-on-grade.

The intended use of the interior space, type of flooring, and the type of goods in contact with the floor may dictate the need for, and design of, measures to mitigat e potential effects of moisture emission from and/or moisture vapor transmission through the slab. Typically, for human occupied structures, a vapor retard er or barrier is recommended under th e slab to help mitigate moisture transmission through slabs. The most recent guide lines by the American Concrete Institute (ACI 302.1R-04) suggest that the vapor retarder be placed directly under the slab (no sand layer).

However, the location of the vapor retarder may also be subject to the builder's past successful practice. Placement of 1 or 2 inches of sand over the moisture retardant has been common practice by builders in southern California. Specifying the strength of the retarder to resist puncture and its permeance rating is important. These qualities ar e not necessarily a function of the retarder thickness. A minimum of 10-mil is typical but so me materials, such as 10-mil polyethylene ("Visqueen"), may not meet the desired standards for toughness and permeance.

Vapor retarders, when used, should be installed in accordance with standards such as ASTM E 1643 and/or those specified by the manufacturer.

Concrete mix design and curing are also significant factors in mitigating slab moisture problems.

Concrete with lower water/cement ratios results in denser, less permeable slabs that also "dry" faster with regard to when fl ooring can be installed (reduced moisture emission quantities and rates). Rewetting of the slab following curing shoul d be avoided since it can result in additional drying time required prior to floo ring installation. Proper concrete slab testing prior to flooring installation is also important.

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14 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx Concrete mix design, the type and location of th e vapor retarder should be determined in coordination with all parties involved in the fi nished product, includ ing the project owner, architect, structural engineer, geotechnical co nsultant, concrete subcontractors, and flooring subcontractors.

3.6 Retaining Walls Design and Lateral Earth Pressures
Recommendations for lateral earth pressures for permanent retaining walls and structures (if any) with approved onsite drained soils and above groundwater table are as follows:

Conditions Level (pcf) 2:1 Sloping
Active 40 65
At-Rest 60 85
Passive 360 180 (sloping down)

These parameters are based on a soil internal fric tion angle of 30 degrees and soil unit weight of 120 pcf.

To design an unrestrained retaining wall, such as a cantilever wall, the active earth pressure may be used. For a restrained retainin g wall, the at-rest pressure shoul d be used. Passive pressure is used to compute lateral soils resistance developed against lateral structural movement. The passive pressures provided above may be increased by one- third for wind and seismic loads. The passive resistance is taken into account only if it is en sured that the soil against embedded structure will remain intact with time. Future landscaping/pl anting and improvements adjacent to the retaining walls should also be taken into account in the design of the retaining walls. Excessive soil disturbance, trenches (excavation and backfill), future landscaping adjacent to footings and over- saturation can adversely impact retaining structures and result in reduced lateral resistance.

For sliding resistance, the friction coefficient of 0.38 may be used at the concrete and soil interface.

The coefficient of friction may be increased by one-third for wind an d seismic loading. The retaining walls may also need to be designed for additional lateral loads if other structures or walls are planned within a 1H:1V projection.

The seismic lateral earth pressure for walls retaining more than 6 feet of soil and level backfill conditions may be estimated to be an addition al 20 pcf for active and at-rest conditions. The earthquake soil pressure has a triang ular distribution and is added to the static pressures. For the active and at-rest conditions, the additional earthquake loading is zero at the top and maximum at the base. The seismic lateral earth pressure does not apply to walls retaining less than, or equal to, 6 feet of soil (2022 CBC Section 1803.5.12).

Drainage behind retaining walls should also be provided in accordance with the attached Figure 4.

Specific drainage connections, ou tlets and avoiding open joints s hould be considered for the retaining wall design.

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3.7 Seismic Design Parameters
The following table summarizes the seismic design criteria for the subject site. The seismic design parameters are developed in accordance with ASCE 7-16 and 2022 CBC. Please note that, considering the proposed structures and anticipated structural periods, site-specific ground-motion hazard analysis was not performed for the site. Per Supplement 3 of ASCE 7-16, the value of SM1, and therefore SD1, have been increased by 50 percent. The seismic response coefficient, Cs, should be determined per the parameters provided below and using equation 12.8-2 of ASCE 7-16.

Selected Seismic Design Parameters
from 2022 CBC/ASCE 7-16
Seismic Design
Values Reference
Latitude 33.8320 North
Longitude -117.9100 West
Controlling Seismic Source Compton USGS, 2023
Site Class per Table 20.3-1 of ASCE 7-16 D
Spectral Acceleration for Short Periods (Ss) 1.494 g SEA/OSHPD, 2023 Spectral Accelerations for 1-Second Periods (S1) 0.528 g SEA/OSHPD, 2023 Site Coefficient Fa, Table 11.4-1 of ASCE 7-16 1.0 SEA/OSHPD, 2023 Site Coefficient Fv, Table 11.4-2 of ASCE 7-16 1.772
Design Spectral Response Acceleration at Short
Periods (SDS) from Equation 11.4-4 of ASCE 7-16 0.996 g SEA/OSHPD, 2023 Design Spectral Response Acceleration at 1-Second
Period (SD1) from Equation 11.4-4 of ASCE 7-16
(Includes 50% increase per Supplement 3)

0.936 g

TS, SD1 /SDS 11.4.6 of ASCE 7-16 0.94 sec
TL, Long-Period Transition Period 8 sec SEA/OSHPD, 2023 Peak Ground Acceleration Corrected for Site Class
Effects (PGAM) from Equation 11.8-1 of ASCE 7-16 0.698 g SEA/OSHPD, 2023 Seismic Design Category, Section 11.6 of ASCE 7-16 D SEA/OSHPD, 2023

3.8 Corrosivity
Based on the laboratory testing performed during our study, soluble sulfates exposure in the onsite soils may be classified as "S0" per Table 19.3.1.1 of ACI-318-14. Structural concrete elements in contact with soil include footings and building slabs-on-grade. The flatwork and sidewalk concrete are typically not considered stru ctural elements. Concre te mix for structural elements should be based on the "S0" soluble sulfate exposure class of Table 19.3.2.1 in ACI-318-14. Other ACI guidelines for structural concre te are recommended. Also, onsite soils are anticipated to be moderately corrosive to metals.

3.9 Exterior Concrete
The driveway, patio slabs and other flatwork el ements should be at least 4 inches thick.

Considering that the onsite soils have "Very Low" to "Low" expansion potential, reinforcement of concrete is not necessary from a geotechnical standpoint; however, reinforcement will reduce the potential for concrete cracking as a result of shrinkage. If rein forcement is used, we recommend

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16 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx that No. 3 bars be placed at 24 inches on cent er both ways. Concrete slabs should be provided with construction or weakened plane control joints at a maximum spacing of 10 feet. The control joints should have a thickness that is ¼ of the total concrete thickness. Upon the placement and compaction of subgrade soils (per Section 3.2 of these recommendations), the upper 6 inches of the subgrade soils should be pre-saturated/pre-wetted to 110 percent of optimum moisture content prior to placement of concrete and reinforcement.

For exterior slabs, the use of a granular sublayer is primarily intended to facilitate presaturation and subsequent construction by providing a better working surface over the saturated soil. It also helps retain the added moisture in the native so il in the event that the slab is not placed immediately. Where these factors are not signif icant, the layer may be omitted. If used, we recommend placement of 2 to 4 inches of granular material over subgrade soils.

Exterior concrete elements such as curb and gutter, driveways, sidewalks and patios are susceptible to lifting and cracking when constructed over expansive soils. With expansive soils, the impacts to flatwork/hardscape can be si gnificant, generally re quiring removal and replacement of the affected improvements. Please also note that re ducing concrete problems is often a function of proper slab design, concrete mix design, placement, and curing/finishing practices. Adherence to guidelines of the American Concrete Institute (ACI) is recommended. Also, the amount of post- construction watering, or lack thereof, can have a very significant impact on the adjacent concrete flatwork.

On projects with expansive soils, additional meas ures such as thickened concrete edges/footings, subdrains and/or moisture barriers should be considered where planters or natural areas with irrigation are located adjacent to the concrete improvements. Design and maintenance of proper surface drainage is also very important. If th e concrete will be subj ect to heavy loading from cars/trucks or other heavy objects, at minimum, a 6-inch-thick pavement section should be used.

The above recommendations typically are not applied to curb and gutter.

3.10 Preliminary Asphalt Concrete Pavement Design

Final structural pavement sections should be based on R-value testing after the completion of grading and in accordance with City of Anaheim requirements. Based on an assumed design R-value of 15 and estimated traffic indices (TIs), we recommend the following preliminary pavement sections:

Street Location Estimated TIs Pavement Section
General Drives TI – 5.5 0.35' AC / 0.65' AB
Parking Stalls TI – 4.0 0.35' AC / 0.35' AB
AC = Asphalt Concrete, AB = Aggregate Base

Please note that for two-stage paving operations, we recommend that the final AC cap be a minimum of 0.10 foot thick and the base AC course have a minimum thickness of 0.25 foot.

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17 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx Asphalt concrete pavement should be placed in accordance with the requirements of Sections 301 and 302 of the Standard Specifica tions of Public Works Construc tion (the Greenbook). Prior to construction of pavement sections, the subgrade soils should be scarified to a minimum depth of 6 inches, moisture-conditioned as n eeded, and recompacted in-place to a minimum of 90 percent relative compaction (per ASTM D1557). Subgrade should be firm prior to aggregate base placement.

Aggregate base materials may consist of crushed aggregate base or crushed miscellaneous base, in accordance with the Greenbook (Section 200-2). The materials should be free of any deleterious materials. Aggregate base materials should be placed in 6- to 8-inch-thick loose lifts, moisture- conditioned as necessary, and co mpacted to a minimum of 95 pe rcent relative compaction (per ASTM D1557). Asphalt concrete should also be compacted to a minimum relative compaction of 95 percent.

Unpaved median and parkway areas should also be provided with vertical moisture barriers.

3.11 Trench Excavation and Backfill
Excavations should be performed in accordance with the requirements set forth by Cal/OSHA Excavation Safety Regulations (Construction Safety Orde rs, Section 1504, 1539 through 1547, Title 8, California Code of Regulations). In genera l, onsite soils may be cl assified as Type "C".

Cal/OSHA regulations indicate that , for workmen in confined conditions, the steepest allowable slopes in Type "C" soils are 1.5:1 (horizontal to vertical) for excavations less than 20 feet deep.

Where there is no room for these layback slopes, we anticipate that shoring will be necessary. The subsurface soils are generally sandy and may be fri able, locally loose, and prone to caving. This condition should also be anticipated for excavations within the streets adjacent to the site.

Adequate shoring (i.e., shields) should be provided, as deemed necessary. Backfilling may require sand-cement slurry in order to reduce the potential of caving during the re moval of shoring.

Excavations should be reviewed periodically by the contractor's qualified person to confirm compliance with Cal/OSHA requirements.

Native soils should be suitable for use as trench backfill. Native backfi ll materials should be compacted to a minimum of 90 percent relative compaction (per ASTM D1557). S elect granular backfill (i.e., clean sand with SE 30 or better) may be us ed in lieu of native soils but should also be compacted or densified with water jetting and flooding. Trenches excavated next to structures and foundations should also be properly backfilled and compacted to provide full lateral support and reduce settlement potential.

3.12 Groundwater
Based on our subsurface exploration and review of published data, groundwater is anticipated to remain deeper than 50 feet bgs. Groundwater is not expected to be encountered during grading and construction, including the remedial removals; however, the presence of locally saturated soils and/or perched water cannot be ruled out specially during rainy seasons.

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18 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx

3.13 Stormwater Infiltration
Based on our onsite percolation testing, storm water infiltration is considered feasible. In general, higher infiltration rates were encountered at dept hs below 10 feet. Additional infiltration testing may need to be conducted onsite once a water quality management plan has been prepared in order to evaluate the infiltration rate s at the actual location and dept h of the proposed devices. For preliminary design purposes, the following design infiltration rates may be used. These rates include a minimum factor-of-safety of 3 to account for soil variability.  Infiltration systems 6 to 10 feet deep: 1 inch per hour  Infiltration systems 10 to 15 feet deep: 3 inches per hour  Deep infiltration devices, 15 to 35 feet deep (i.e., dry wells): 5 inches per hour.

Infiltration systems should be designed and constructed in accordance with County of Orange and City of Anaheim guidelines. Infiltration systems should have a min imum setback of 1 0 feet from proposed residential structures. The subgrade soil utilized as th e infiltration surface should be reviewed and approved by the geotechnical consulta nt prior to installation of any infiltration devices. Special care should be ta ken to limit disturbanc e to native soils used as the infiltration surface. Proper maintenance will also be required to extend the operational life and reduce siltation or reduction in infiltration performance. All in filtration devices should be provided with an overflow system.

3.14 Surface Drainage and Irrigation
Maintaining adequate surface drainage, proper disposal of run-off water, and control of irrigation will help reduce the potential for future mois ture-related problems and differential movements from soil heave/settlement.

Surface drainage should be carefully taken into consideration during design, grading, landscaping, and building construction. Positive surface drainage should be provided to direct surface water away from structures and slopes and toward the street or suitable drainage devices. Ponding of water adjacent to the structures should not be allowed. Buildings should have roof gutter systems and the run-off should be directed to parking lot/street gutters by area drain pipes or by sheet flow over paved areas. Paved areas should be provided with adequate drainage devices, gradients, and curbing to prevent run-off flowing from paved areas onto adjacent unpaved areas.

Considering the climatic conditions in southern California and the rela tively low expansion potential of onsite soils, a two- percent slope away fro m structures should be provided and is in substantial compliance with the 2022 CBC. Also, swales with one-percent slopes are acceptable from our geotechnical standpoint and are common practice in this locale.

Construction of planter areas immediately adjacent to structures should be avoided if possible. If planter boxes are constructed adjacent to or near buildings, the planters should be provided with controls to prevent excessive penetration of th e irrigation water into th e foundation and flatwork subgrades. Provisions should be made to drain ex cess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Raised planter boxes may be drained with weepholes. Deep planters (such as palm tree planters) should be drained with below-ground, water-tight drainage lines conne cted to a suitable outlet. Mois ture barriers should also be considered.

23048-01
May 10, 2023

19 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx It is also important to maintain a consistent level of soil moisture, not allowing the subgrade soils to become overly dry or overly wet. Properly designed landscaping and irrigation systems can help in that regard.

3.15 Additional Subsurface Explor ation and Laboratory Testing Additional subsurface exploration and laboratory testing may be necessary during the design phase of the project for determination/confirmation of the percolation rates at the site, depending on the location and depth of the propos ed systems. Also, additional laboratory testing should be performed upon completion of th e grading to confirm/update th e design parameters provided herein.

3.16 Review of Future Plans
The project grading, foundation, wall, and landscap e plans should be revi ewed and accepted by the geotechnical consultant prior to grading and construction.

3.17 Observation and Testing during Grading and Construction Geotechnical observation and testing should be performed by SA GEO during the following phases of grading and construction:

 During site demolition, preparation and clearing;
 During excavations performed for remedial grad ing and to relocate or remove existing underground improvements;
 During earthwork, including observation and acceptance of remedial removal bottoms and fill placement, including import material (if any);
 Following the completion of gradin g, in order to verify soil properties for foundations, slab- on-grade and pavements;
 Upon completion of any foundation or structural excavation, prior to pouring concrete;  During slab and flatwork subgrade preparation prior to pouring concrete;  During placement of backfill for utility trenches and infiltration devices;  During placement of backfill for retaining structures (if any);  During installation and backfill of subdrainage systems (if any); and  When any unusual soil conditions are encountered.

23048-01
May 10, 2023

20 230510_275 & 375 Santa Ana St. (23048-01) DD Report.docx

4.0 LIMITATIONS
This report has been prepared for the exclusive use of our client, Meritage Homes, within the scope of services requested for the subject property described herein. This report or its contents should not be used or relied upon fo r other projects or purposes, or by other parties without the acknowledgement of SA GEO and the consultation of a geotechnical professional. The means and methods used by SA GEO for this study are base d on local geotechnical st andards of practice, care, and requirements of governing agencies. No warranty or guarantee, expressed or implied, is given.

Our findings, conclusions, and recommenda tions are profession al opinions based on interpretations and inferences made from geolog ic and engineering data from specific locations and depths, observed or collected at a given time. By nature, geologic conditions can vary from point to point, can be very different in-between exploration points, and can also change over time.

Our conclusions and recommendations are, by na ture, preliminary and subject to verification and/or modification during grading and construction when more subsurface data is exposed.

Site Location and Seismic Hazard Map
Site Location
Meritage Homes
Proposed Residential Development
275 & 375 East Santa Ana Street
Anaheim, California
Project Number: 23048-01
Date: May 10, 2023
Figure 1
Source: Seismic Hazard Zones Map, Anaheim Quadrangle (CDMG, 1998)

Regional Geologic Map
Site Location
Source: Source: Santa Ana 30’x60’ Quadrangle (USGS, 2006) Meritage Homes
Proposed Residential Development
275 & 375 East Santa Ana Street
Anaheim, California
Project Number: 23048-01
Date: May 10, 2023
Figure 2

Source: Fault Activity Map of California (Jennings et al, 2010) Regional Fault Map
Site Location
Meritage Homes
Proposed Residential Development
275 & 375 East Santa Ana Street
Anaheim, California
Project Number: 23048-01
Date: May 10, 2023
Figure 3

Retaining Wall Drainage Detail
Figure 4

Appendix
A

23048-01
May 10, 2023
A-1

APPENDIX A

REFERENCES

California Division of Mines and Geology (CDMG), 1997, Seismic Hazard Zone Report for the Anaheim and Newport Beach 7.5-Minute Qu adrangles, Orange County, California, Seismic Hazard Zone Report 03.

California Division of Mines and Geology (CDMG), 1998, Seismic Hazard Zones Map, Anaheim Quadrangle, Official Map dated April 15, 1998.

California Geological Survey (C GS), 2018, Earthquake Fault Zone s, A Guide for Government Agencies, Property Owners / Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California, Special Publication 42, Revised 2018.

California Geological Survey (CGS), 2021, Ts unami Hazard Area Map, County of Orange, California, Official Map dated July 8, 2021.

Jennings, Charles W. and Bryant W.A., 2010, Fault Activity Map of California, Department of Conservation, California Geological Survey, Geologic Data Map No. 6.

Nationwide Environmental Title Research, LLC (NETR), 2022, Historic Aerials by NETR Online, Date Accessed: April 26, 2023; website address:
http://historicaerials.com

Orange County Public Works (OCPW), 2013, Or ange County Watersheds Water Quality Management Plan (WQMP) Technical Guid ance Document for the Preparation of Conceptual/Preliminary and/or Project Water Quality Management Plans, Exhibit 7.III, Dated December 20, 2013.

State of Californi a Water Resources Control Bo ard, 2023, GeoTracker Website, http://geotracker.waterboards.ca.gov/

Structural Engineers Association/Office of Statewide Health Planning and Development (SEA/OSHPD), 2023, U.S. Seismic Design Maps, web site address:
https://seismicmaps.org/; Date Accessed: April 25, 2023.

U.S. Geological Survey, 2006, Geologic Map of the San Bernardino and Santa Ana 30' X 60' Quadrangles, California, dated 2006, Open File Report 2006-1217.

U.S. Geological Survey, 2023, Unified Haza rd Tool, NSHM 2014 Dynamic Deaggregation Program; web site address: https://earthqu ake.usgs.gov/hazards/interactive/; Date Accessed: April 25, 2023.

Appendix
B

COARSE

GRAINED SOILS
MORE THAN 50%

OF MATERIAL IS
LARGER THAN NO.
200 SIEVE SIZE

FINE GRAINED
SOILS
MORE THAN 50%

OF MATERIAL IS
SMALLER THAN NO.
200 SIEVE SIZE

GRAVEL AND

GRAVELLY
SOILS
MORE THAN 50% OF

COARSE FRACTION
RETAINED ON NO. 4
SIEVE

SAND AND

SANDY SOILS
MORE THAN 50% OF

COARSE FRACTION
PASSING NO. 4 SIEVE

SILTS AND
CLAYS

HIGHLY ORGANIC SOILS
CLEAN

GRAVELS
(LITTLE OR NO
FINES)

GRAVELS WITH
FINES
(APPRECIABLE

AMOUNT OF FINES)

CLEAN SANDS
(LITTLE OR NO
FINES)

SANDS WITH
FINES
(APPRECIABLE

AMOUNT OF FINES)

LIQUID LIMIT LESS
THAN 50

LIQUID LIMIT
GREATER THAN 50
NOTE: Dual symbols are used to indicate gravels or sand with 5-12% fines and soils with fines classifying as CL-ML. Symbols separated by a slash indicate borderline soil classifications.

SOIL CLASSIFICATION CHART

MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS
GW

POORLY GRADED GRAVELS, GRAVEL - SAND MIXTURES,

LITTLE OR NO FINES

SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES

CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES

WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO
FINES

POORLY GRADED SANDS, GRAVELLY SANDS, LITTLE OR

NO FINES

SILTY SANDS, SAND - SILT MIXTURES

CLAYEY SANDS, SAND - CLAY MIXTURES

INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR,

SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH

SLIGHT PLASTICITY

INORGANIC CLAYS OF 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

SANDY OR SILTY SOILS, ELASTIC SILTS

INORGANIC CLAYS OF HIGH PLASTICITY

ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,

ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC

CONTENTS
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT

WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES,

LITTLE OR NO FINES

KEY TO LOG OF BORING
Sampler and Symbol Descriptions Laboratory and Field Test Abbreviations GS
Notes:

AL
DS
CN
CC Chemical Testing incl. Soluble Sulfate
RV
MD
SE Sand Equivalent
EI Expansion Index
Modified California sample (D-#)
Standard Penetration Test (S-#)
Large bulk sample (B-#)
Resistance Value (R-Value)
Grain Size Analysis (Sieve, Hydro. and/or -No. 200)Approximate depth of groundwater during drilling Approximate depth of static groundwater
Atterberg limits (plasticity)
Small bulk sample (SB-#)
Maximum Density and Optimum Moisture
SE
Consolidation
Direct Shear
Sand Equivalent
UU Unconsolidated Undrained Shear Strength
Note: Number of blows required to advance driven sample 12 inches (or length noted).

Shelby tube sample (T-#)

1. 2.

Soil classifications are based on the Unified Soil Classification System and include color, moisture, and relative density or consistency. Field descriptions have been modified to reflect results of laboratory tests where deemed appropriate. Bedrock descriptions are based on visual classification and include rock type, moisture, color, grain size, strength, and weathering.

Descriptions on these boring logs apply only at the specific boring locations and at the time the borings were drilled. They are not warranted to be representative of subsurface conditions at other locations or times.

D-3
D-5
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 1 ends

Date(s)Drilled: 4-18-2023 Logged By: AZ
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Sampling Method(s): Modified California, Bulk
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

21.5 H-1
D-1
20 @ 5’: Yellowish brown silty fine SAND, moist, medium dense, trace mica.

Alluvium (Qal)
CL-
ML
D-4 @ 10’: Yellowish brown fine to medium SAND, damp,
medium dense, friable.

3.5 100.1
@ 15’: Olive brown silty fine to medium SAND, very moist to wet, medium dense. Local SILT layers, 2 to 3 inches thick.

D-6 @ 20’: Pale yellow fine to coarse SAND, damp, dense, friable.

1.9 107.2
25 9
55 12.3 109.0

20.1 102.8SM/
ML
SP
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Dark yellowish brown sandy SILT/CLAY, moist, stiff, trace mica.

Surface: 3” AC over 3” AB
D-2
Lower: Yellowish brown fine SAND with silt, moist, medium dense, micaceous, slightly friable.

SP-
SM
16 22
@ 7.5’: Upper: Yellowish brown silty fine SAND, moist,
medium dense, trace mica. 10.4 111.6

11.0 103.7
B-1 @ 0.5’-5’B-1
Notes:

Total Depth: 21.5 Feet.

Groundwater Not Encountered.

Backfilled with Cuttings and Tamped.

Pavement Patched with Cold AC.

SP
SM DS
CN
CN

D-3
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 2 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

51.5 H-2
D-1
20 @ 5’: Yellowish brown silty fine SAND, moist, medium dense, micaceous.

Alluvium (Qal)
SM/
ML
D-4 @ 10’: Upper: Yellowish brown to pale yellow silty fine SAND, moist, medium dense, trace mica. 4.1 106.0
@ 15’: Pale yellow fine to coarse SAND, damp, medium
dense, friable. Silt layer within sample, 2 to 3 inches thick.

D-6 @ 20’: Pale yellow fine to coarse SAND, damp, dense, friable.

2.0 107.1
28 21
49 D-5

8.4 109.4

2.3 104.6
D-7 @ 25’: Pale yellow fine to coarse SAND, damp, dense, friable. 2.1 104.1
30 Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Dark yellowish brown silty fine SAND/SILT, damp to moist, medium dense/stiff, micaceous, trace pinhole pores.

Surface: 3” AC over 2.5” AB.

D-2
21 14 @ 7.5’: Yellowish brown to pale yellow silty fine SAND, damp to moist, medium dense, trace mica.

7.9 102.9

8.0 106.3SP
SP/
ML
SP
B-1 @ 0.5’-5’B-1
Lower: Pale yellow fine to medium SAND, damp, friable,
medium dense.

ML Sampler Tip: Olive gray SILT, very moist, stiff, FeO staining.

D-12
Log Of Boring
Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
H-2
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
30 Blows
Per Foot
35 40
45 50
55 60

Page 2 of 2 ends

@ 30’: Pale yellow to gray fine to medium SAND, damp,
dense, friable.

1.9 107.5D-8
54 SP

51.5 Hammer Type: Auto (140lbs @ 30”)
Logged By: AZ
Drill Bit Size/Type: 8”
Sampling Method(s): Modified California, Bulk
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Date(s)Drilled: 4-18-2023
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
D-9
@ 35’: Gray fine to medium SAND, damp, dense, friable.44

3.5 102.3

34.7 87.2

3.1 103.6

3.1 107.8
D-10 47 SP-
SM
D-11 66
@ 40’: Olive gray to gray fine to medium SAND with silt, damp, medium dense, slightly friable.
@ 45’: Gray fine to coarse SAND, damp, dense, friable.
23 @ 50’: Dark Olive gray fine sandy SILT, wet, very stiff.ML Notes:

Total Depth: 51.5 Feet.

Groundwater Not Encountered.

Backfilled with Cuttings and Tamped.

Pavement Patched with Cold AC.

@ 7.5’: Pale yellow brown fine to medium SAND, damp to
moist, medium dense, friable.

D-3
D-5
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 1 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

21.5 H-3
D-1
10 @ 5’: Dark yellowish brown silty fine SAND, moist, loose, trace mica.

Alluvium (Qal)
D-4 @ 10’: Pale yellow brown fine to coarse SAND, damp to moist, medium dense, friable.

5.4 100.0
@ 15’: Upper: Dark olive silty fine SAND/SILT, very moist, medium dense/stiff, micaceous.

D-6 @ 20’: Pale yellow fine to coarse SAND, damp, medium dense, friable, trace fine gravel.

3.6 106.5
20 15
60 10.6 112.2

4.1 121.3SM/
ML
SP
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Dark yellowish brown silty SAND, moist, medium stiff, trace mica.

Surface: 3” AC over 4” AB
D-2
10 21 4.4 101.1

13.4 109.0
B-1 @ 0.5’-5’
MDB-1
Notes:

Total Depth: 21.5 Feet.

Groundwater Not Encountered.

Backfilled with Cuttings and Tamped.

Pavement Patched with Cold AC.

SP
Lower: Pale yellow fine to coarse SAND, damp, medium
dense, friable, trace fine gravel.

SM
CN

@ 0-2.5’: Very dark brown sandy CLAY/SILT, damp.

D-3
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 2 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)

51.5 H-4
D-1
11 @ 5’: Yellowish brown silty fine SAND/SILT, very moist, medium dense/stiff.

CL-
ML
D-4 @ 10’: Yellowish brown fine to medium SAND, damp,
medium dense, friable.

2.7 103.2
@ 15’: Yellowish brown fine to coarse SAND, damp to
moist, medium dense, friable. Silt layers 1 to 2 inches thick in sample.

D-6 @ 20’: Pale yellow fine to coarse SAND, moist, medium dense, friable.

7.9 102.7
24 24
30 D-5

20.7 94.4

5.8 114.2
D-7 @ 25’: Pale yellow to gray fine to coarse SAND, damp to moist, dense, friable.

5.3 108.7
69 Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
Alluvium (Qal)
@ 2.5’: Dark yellowish brown silty fine to medium SAND, moist, loose, micaceous.

Surface: 3” AC, No AB.

D-2
11 20 @ 7.5’: Yellowish brown fine to medium SAND with silt, damp, medium dense, friable.

4.0 106.6

13.2 103.8
SP
SP/
ML
SP
B-1 @ 0.5’-5’
GS, EI, CC, DSB-1
SM-
ML
Sampler Tip: Yellowish brown silty fine SAND/SILT, very moist to wet, medium dense/stiff.

Undocumented Artificial Fill (Afu)
SM
SM/
ML
SP-
SM
SP

SM
D-12
Log Of Boring
Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
H-4
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
30 Blows
Per Foot
35 40
45 50
55 60

Page 2 of 2 ends

@ 30’: Light gray fine to coarse SAND, damp, dense, friable. 4.9 104.7D-8 58 SP

51.5 Hammer Type: Auto (140lbs @ 30”)
Logged By: AZ
Drill Bit Size/Type: 8”
Sampling Method(s): Modified California, Bulk
Comments:

18.4 99.8

6.2 107.3

5.9 119.9
D-10 56 SP-
SM
D-11 75/
11”
@ 40’: Yellowish brown fine to medium SAND with silt,
moist, dense, slightly friable.
@ 45’: Upper: Olive gray SILT, very moist to wet, hard. 42 @ 50’: Upper: Olive gray SILT, very moist, very stiff, FeO staining.

ML
Notes:

Total Depth: 51.5 Feet.

Groundwater Not Encountered.

Backfilled with Cuttings and Tamped.

Pavement Patched with Cold AC.

SP Lower: Yellowish brown fine to medium SAND, moist, very dense, slightly friable.

ML
Lower: Olive gray silty fine to medium SAND, moist, dense.

Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 1 ends

Date(s)Drilled: 4-19-2023 Logged By: AZ
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Sampling Method(s): Modified California, Bulk
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
10 P-1
D-1
Alluvium (Qal)
CL-
ML
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Dark yellowish brown sandy CLAY/SILT, moist, stiff, micaceous.
23 B-1 @ 0.5-5’
GS, AL, EI, CCB-1
Notes:

Total Depth: 10 Feet.

Groundwater Not Encountered.

Installed 2” Slotted Pipe with #3 Sand Backfill.

Presoak/Percolation Testing on 4/19/2023.

Removed Pipe and Backfilled with Sand/Cuttings 4/21/23.

Patched Pavement with Quickset Concrete.

D-3
19 D-2
15 SM/
ML
Surface: 1” AC over 3” AB.

9.8 108.5

10.3 106.3

14.1 108.7
@ 5’: Upper: Light olive brown silty fine SAND/SILT, moist, medium dense/stiff.

Lower: Yellowish brown silty fine SAND, moist, medium
dense.

SM
@ 8’: Upper: Light olive brown silty fine SAND/SILT, moist, medium dense/stiff.

SM/
ML
SM Lower: Yellowish brown silty fine SAND, moist, medium dense.

Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 1 ends

Date(s)Drilled: 4-19-2023 Logged By: AZ
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Sampling Method(s): Modified California
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
15 P-2
D-1
Alluvium (Qal)
SM
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Dark yellowish brown silty fine SAND, moist, medium dense, micaceous.
22 Notes:

Total Depth: 15 Feet.

Groundwater Not Encountered.

Set 2” Slotted Pipe with #3 Sand Backfill.

Presoak/Percolation Testing on 4/19/2023.

Removed Pipe and Backfilled with Sand/Cuttings 4/21/23.

Patched Pavement with Quickset Concrete.

D-3
21 D-2
17 Surface: 4” AC, No AB.

8.3 110.6

13.9 110.1

9.0 107.7
@ 5’: Light olive brown silty fine SAND, moist, medium
dense.

SM/
ML
@ 7.5’: Upper: Yellowish brown to olive brown silty fine SAND/SILT, moist, medium dense/stiff, FeO staining.

SM
SP
@ 13’: Pale yellow fine to medium SAND, damp, medium
dense, friable.

D-4 27
D-5 30
@ 10’: Pale yellow fine to medium SAND, damp, medium
dense, friable.

2.3 101.0

2.8 105.3
Lower: Yellowish brown silty fine SAND, moist, medium dense

Lower: Light gray silty fine SAND, damp to moist, medium dense. micaceous.

D-3
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 2 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
35 P-3
D-1
32 @ 5’: Upper: Light gray fine sandy SILT, moist, stiff.

D-4 @ 10’: Pale yellow fine to medium SAND, damp, medium dense, highly friable.

1.3 102.3
@ 15’: Yellowish brown silty fine to medium SAND, damp, medium dense, micaceous.

D-6 @ 20’: Pale yellow fine to coarse SAND, damp, dense, highly friable.

1.3 107.8
34 26
48 D-5

9.6 100.1

6.3 114.8
D-7 @ 25’: Upper: Pale yellow fine to coarse SAND, damp, dense, highly friable.

1.7 111.5
16 Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Pale yellow silty fine SAND, damp, medium dense, micaceous.

Surface: 4” AC, No AB.

D-2
29 29 @ 7.5’: Pale yellow silty fine SAND, damp, medium dense, micaceous.

4.7 112.2

5.5 103.1
SP
SM
SP
ML Lower: Olive gray SILT, wet, stiff.

ML
Alluvium (Qal)
SM
SM
GS

Log Of Boring
Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
P-3
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
30 Blows
Per Foot
35 40
45 50
55 60

Page 2 of 2 ends

@ 33’: Light gray fine to medium SAND with silt, damp, very dense, friable.

2.2 106.4D-8
78 SP
35 Hammer Type: Auto (140lbs @ 30”)
Logged By: AZ
Drill Bit Size/Type: 8”
Sampling Method(s): Modified California
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Date(s)Drilled: 4-19-2023
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
Notes:

Total Depth: 35 Feet.

Groundwater Not Encountered.

Set 2” Slotted Pipe with #3 Sand Backfill.

Presoak/Percolation Testing on 4/20/2023.

Removed Pipe and Backfilled with Sand/Cuttings 4/21/23.

Patched Pavement with Quickset Concrete.

Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 1 ends

Date(s)Drilled: 4-18-2023 Logged By: AZ
Drilling Method: Hollow Stem
Drill Rig Type: GT16
Sampling Method(s): Modified California
Drill Bit Size/Type: 8”
Hammer Type: Auto (140lbs @ 30”)
Comments:

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
10 P-4
D-1
Alluvium (Qal)
CL-
ML
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Dark yellowish brown sandy CLAY/SILT, moist, stiff, micaceous.
11 Notes:

Total Depth: 10 Feet.

Groundwater Not Encountered.

Set 2” Slotted Pipe with #3 Sand Backfill.

Presoak/Percolation Testing on 4/20/2023.

Removed Pipe and Backfilled with Sand/Cuttings 4/21/23.

Patched Pavement with Quickset Concrete.

D-3
10 D-2
18 Surface: 4” AC over 3.5” AB.

7.2 107.0

16.5 128.9
@ 5’: No Sample Recovery.
@ 8’: Upper: Yellowish brown silty fine to medium SAND, moist, medium dense.

SP Lower: Pale yellowish brown fine to coarse SAND, damp, medium dense, friable.

Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 1 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
20 P-5
D-1
Alluvium (Qal)
SM/
ML
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Dark yellowish brown silty fine to medium SAND/ SILT, moist, loose/medium stiff, micaceous.
11 Notes:

Total Depth: 20 Feet.

Groundwater Not Encountered.

Set 2” Slotted Pipe with #3 Sand Backfill.

Presoak/Percolation Testing on 4/20/2023.

Removed Pipe and Backfilled with Sand/Cuttings 4/21/23.

Patched Pavement with Quickset Concrete.

D-3
12 D-2
20 Surface: 4” AC over 3.5” AB.

8.0 107.0

2.9 101.4

13.2 108.1
@ 5’: Dark yellowish brown silty fine to medium SAND,
moist, loose, micaceous.

SP
@ 7.5’: Pale yellow fine to coarse SAND, damp, medium
dense, friable.
@ 15’: Pale yellow fine to coarse SAND, damp, medium
dense, friable, trace fine gravel.

D-4
24 D-5 26
@ 10’: Pale yellow fine to coarse SAND, damp, medium
dense, friable, trace fine gravel.

3.6 105.5

3.4 101.2
@ 18’: Pale yellow fine to coarse SAND, damp, medium
dense, friable.

D-6
24 2.9 99.1
SM

SM Lower: Gray silty fine SAND, damp, dense, micaceous. @ 25’: Upper: Pale yellowish brown fine to medium SAND, damp, dense, friable.

D-3
Log Of Boring
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
0 Blows
Per Foot
5 10
15 20
25 30

Page 1 of 2 ends

Approximate Groundwater Depth: Groundwater Not Encountered Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
35 P-6
D-1
13 @ 5’: Yellowish brown silty fine to medium SAND, moist, micaceous.

D-4 @ 10’: Pale yellowish brown fine to coarse SAND, damp, medium dense, friable.

4.4 101.1
@ 15’: Light gray fine to coarse SAND, damp, medium
dense, friable, trace fine gravel.

D-6 @ 20’: Yellowish brown fine to medium SAND with silt, damp, medium dense, friable.

4.9 115.7
20 30
30 D-5

9.6 105.5

3.0 94.7
D-7 2.7 105.9 67
Meritage/275 & 375 Santa Ana Street
Proposed Residential Development
Anaheim, California
Project Number: 23048-01
Appendix B
@ 2.5’: Yellowish brown silty fine SAND, moist, loose,
micaceous.

Surface: 1.5” AC, over 3” AB.

D-2
14 18 @ 7.5’: Pale yellowish brown fine to coarse SAND, damp, medium dense, friable.

3.3 100.6

12.3 105.6
SP
SP-
SM
Alluvium (Qal)
SM
SP

Log Of Boring
Total Depth
Drilled (ft)
Approximate Ground
Surface Elevation (ft)
P-6
Type
Number
USCS
Depth (ft)

SAMPLES

MATERIAL DESCRIPTION
Moisture
Content (%)
Dry Density
(pcf)

REMARKS
30 Blows
Per Foot
35 40
45 50
55 60

Page 2 of 2 ends

@ 33’: Upper: Light yellowish brown fine to medium SAND with silt, damp, medium dense.

3.7 111.7D-9
24 SP-
SM
35 Hammer Type: Auto (140lbs @ 30”)
Logged By: AZ
Drill Bit Size/Type: 8”
Sampling Method(s): Modified California
Comments:

Total Depth: 35 Feet.

Groundwater Not Encountered.

Set 2” Slotted Pipe with #3 Sand Backfill.

Presoak/Percolation Testing on 4/20/2023.

Removed Pipe and Backfilled with Sand/Cuttings 4/21/23.

Patched Pavement with Quickset Concrete.
@ 33’: Light gray fine to coarse SAND, damp, dense, friable.D-8 56 SP
Lower: Olive brown fine sandy SILT, moist, stiff.ML

2.8 102.9

Appendix
C

Client: SA Geotechnical, Inc HAI Project No.: SAG-23-002 Project: Meritage - 275 Santa Ana Street Performed by: GA Project No.: 23048-01 Checked by: KL
Date: 4/19/2023
Dry Soil
before
Wash
+
WContainer
Dry Soil
after #200
Wash
+
WContainer
WContainer
Wt of soil
retained on
# 200
sieve
Initial wt of
dry soil
Soil % passing
200 sieve
g g g g g %
P-1 B-1 0.5-5 Brown, Sandy Silty Clay (CL-ML) 793.71 434.37 220.46 213.91 573.25 62.68 H-4 B-1 0-5 Brown, Sandy Silty Clay (CL-ML) 782.30 485.68 221.74 263.94 560.56 52.91 MATERIALS FINER THAN 75-μm (No. 200) SIEVE by WASHING
ASTM D1140
Boring
No.

Sample
No.

Sample Description
(USCS)
Depth
(ft)

Client: SA Geotechnical, Inc HAI Project No.: SAG-23-002-2 Project: 275 & 375 E. Santa Ana St. - Anaheim Performed by: GA Project No.: 23048-01 Checked by: KL
Date: 4/21/2023
Dry Soil
before
Wash
+
WContainer
Dry Soil
after #200
Wash
+
WContainer
WContainer
Wt of soil
retained on
# 200
sieve
Initial wt of
dry soil
Soil % passing
200 sieve
g g g g g %
P-1 D-3 7.5 Yellowish Brown, Silty Sand (SM) 729.21 596.71 218.85 377.86 510.36 25.96 P-3 D-5 15 Yellowish Brown, Silty Sand (SM) 750.18 588.60 223.45 365.15 526.73 30.68 MATERIALS FINER THAN 75-μm (No. 200) SIEVE by WASHING
ASTM D1140
Boring
No.

Sample
No.

Sample Description
(USCS)
Depth
(ft)

Client: SA Geotechnical, Inc HAI Project No.: SAG-23-002 Project Name: Meritage - 275 Santa Ana Street Tested by: AH Project No.: 23048-01 Checked by: KL
Boring No.: P-1 Date: 04/19/23
Sample No.: B-1
Depth (ft): 0.5-5
Soil Description: Brown, Sandy Silty Clay (CL-ML)

LL LL LL PL PL
- 34 28 15 - -
(g) 20.3 24.4 20.3 8.5 8.1
(g) 18.3 21.6 18.3 7.2 6.9
(g) 10.9 11.3 11.4 1.1 1.1
(%) 26.7 27.6 29.9 20.9 20.7
28 21
7 CL-ML
Plastic Limit (PL)
Liquid Limit (LL)
Remarks:
- Fine Sample is Less than 50% of Passing
#200)
USCS
Plasticity Index (PI)
Water content
Wt. of Container
Wt. of Dry soil + Container
Wt. of Wet Soil + Container
No. of blows
Liquid Limit, Plastic Limit, and Plasticity Index of Soils ASTM D4318
Test
0 10
20 30
40 50
0 10 20 30 40 50 60 70 80 90 100
PLASTICITY INDEX, PI (%)
LIQUID LIMIT, LL (%)

CL - ML
CL or OL
CH or OH
ML or OL
MH or OH
Plasticity (Clays) or Compressibility (Silts)

LOW MEDIUM HIGH
26 27
28 29
30 10 100
Moisture content (%)
Number of blows
25 SAG-23-002-2
Client: SA Geotechnical, Inc GA
Project Name: 275 & 375 E. Santa Ana St. - Anaheim KL
Project Number: 23048-01 Date:

Boring No.: H-1
Sample No.: D-2
Sample Type:

Depth (ft): 5
Soil Description: Brown, Silty Sand (SM)
Type of test: Consolidated, Drained
1 2 3
1 2 4

0.002 0.002 0.002
#REF! #REF!
O 0.83 1.62 2.75
X 0.74 1.31 2.45

1.000 1.000 1.000

0.9976 0.9906 0.9849

2.416 2.416 2.416

12.5 12.5 12.5

22.5 19.4 19.9
102.5 109.5 104.8
Undisturbed Ring
Test No.

Symbol

DIRECT SHEAR TEST
HAI Project No.:

Tested by:

Checked by:
4/21/2023
ASTM D3080
Initial Moisture Content (%)
Dry Density (pcf)
Final Moisture Content (%)
Normal Stress (ksf)
Deformation Rate (in/min)
Peak Shear Stress (ksf)
Initial Height of Sample (in)
Diameter of Sample (in)
Height of Sample before Shear (in)
Shear Stress @ End of Test (ksf)
0 1
2 3
4 0 1 2 3 4 5 6 7 8
Shear Stress (ksf)
Normal Stress (ksf)
Peak
Ultimate
0 1
2 3
4 0 0.05 0.1 0.15 0.2 0.25
Shear Stress (ksf)
Horizontal Deformation (in)

SAG-23-002-2
Client: SA Geotechnical, Inc GA
Project Name: 275 & 375 E. Santa Ana St. - Anaheim KL
Project Number: 23048-01 Date:

Boring No.: H-4
Sample No.: B-1
Sample Type:

Depth (ft): 0-5
Soil Description: Brown, Silty Sand (SM)
Type of test: Consolidated, Drained
1 2 3
1 2 4

0.002 0.002 0.002
#REF! #REF!
O 0.80 1.38 2.58
X 0.73 1.36 2.48

1.000 1.000 1.000

0.9953 0.9853 0.9800

2.416 2.416 2.416

12.2 12.2 12.2

21.6 21.1 19.6
106.4 106.4 106.4
Sample Remold
Test No.

Symbol

DIRECT SHEAR TEST
HAI Project No.:

Tested by:

Client : SA Geotechnical, Inc HAI Project No.: SAG-23-002-2 Project Name: 275 & 375 E. Santa Ana St. - Anaheim Tested by: KL Project Number: 23048-01 Checked by: MV
Boring No.: H-1 Date: 04/21/23
Sample No.: D-3
Type of Sample: Undisturbed Ring
Depth (ft): 7.5
Soil Description: Brown, Clayey Sand (SC)
H (in)
Hs (in)
Hw (in)
Ha (in)
(pcf)
(%)
(%)
* Saturation is calculated based on Gs= 2.70
Load δH H Voids av Mv
(ksf) (in) (in) (in) (ksf-1) (ksf-1)

0.01 ------- 1.0000 0.345 0.527

0.2 0.0023 0.9977 0.343 0.523 1.8E-02 1.2E-02

0.4 0.0043 0.9957 0.341 0.520 1.5E-02 1.0E-02

0.8 0.0082 0.9918 0.337 0.514 1.5E-02 9.8E-03

1.6 0.0137 0.9863 0.331 0.506 1.0E-02 7.0E-03

3.2 0.0192 0.9808 0.326 0.497 5.2E-03 3.5E-03

3.2 0.0204 0.9796 0.325 0.496

6.4 0.0278 0.9723 0.317 0.484 3.5E-03 2.4E-03

12.8 0.0368 0.9632 0.308 0.471 2.2E-03 1.5E-03

3.2 0.0334 0.9666 0.312 0.476

0.8 0.0301 0.9699 0.315 0.481

0.2 0.0265 0.9735 0.318 0.486
e Comment
(%)

1.4 2.0

1.9 2.6
Unloaded
Water Added

3.0 3.3

3.7 2.8

0.8 0.4

0.2 0
Consol.

0.240
Initial Conditions
(g) (g)(g)
154.16
Height

0.284

0.655

0.974
150.88
Height of Water
Height of Solids
Initial Total Weight
132.86

1.000
Final Dry WeightFinal Total Weight

0.655
Final Conditions

CONSOLIDATION TEST
ASTM D2435

89.0 Height of Air

16.0 69.5

13.6 0.105
116.4110.4

0.035
Saturation
Water Content
Dry Density

CONSOLIDATION TEST
ASTM D2435
-1.2

0.0 1.2

2.4 3.6

4.8 0.1 1 10 100
Consolidation (%)
Pressure, p (ksf)
Water added

0.46 0.48

0.50 0.52

0.54 0.1 1 10 100
Void Ratio, e
Pressure, p (ksf)
Water added

Client : SA Geotechnical, Inc HAI Project No.: SAG-23-002-2 Project Name: 275 & 375 E. Santa Ana St. - Anaheim Tested by: KL Project Number: 23048-01 Checked by: MV
Boring No.: H-1 Date: 04/21/23
Sample No.: D-5
Type of Sample: Undisturbed Ring
Depth (ft): 15
Soil Description: Brown, Silty Sand (SM)
H (in)
Hs (in)
Hw (in)
Ha (in)
(pcf)
(%)
(%)
* Saturation is calculated based on Gs= 2.70
Load δH H Voids av Mv
(ksf) (in) (in) (in) (ksf-1) (ksf-1)

0.01 ------- 0.9930 0.383 0.627

0.2 0.0041 0.9889 0.378 0.620 3.5E-02 2.2E-02

0.4 0.0083 0.9847 0.374 0.613 3.4E-02 2.1E-02

0.8 0.0145 0.9785 0.368 0.603 2.5E-02 1.6E-02

1.6 0.0235 0.9696 0.359 0.588 1.8E-02 1.2E-02

3.2 0.0325 0.9606 0.350 0.574 9.2E-03 5.9E-03

3.2 0.0332 0.9598 0.349 0.572

6.4 0.0444 0.9487 0.338 0.554 5.7E-03 3.7E-03

12.8 0.0600 0.9330 0.323 0.528 4.0E-03 2.6E-03

3.2 0.0562 0.9369 0.326 0.535

0.8 0.0513 0.9417 0.331 0.543

0.2 0.0462 0.9468 0.336 0.551
e Comment
(%)

2.4 3.3

3.3 4.7
Unloaded
Water Added

5.2 5.7

6.0 4.5

1.5 0.8

0.4 0
Consol.

0.357
Initial Conditions
(g) (g)(g)
147.51
Height

0.315

0.610

0.947
150.62
Height of Water
Height of Solids
Initial Total Weight
123.82

0.993
Final Dry WeightFinal Total Weight

0.610
Final Conditions

CONSOLIDATION TEST
ASTM D2435

93.8 Height of Air

19.1 93.3

21.6 0.026
114.7103.6

0.021
Saturation
Water Content
Dry Density

CONSOLIDATION TEST
ASTM D2435
-2.0

0.0 2.0

4.0 6.0

8.0 0.1 1 10 100
Consolidation (%)
Pressure, p (ksf)
Water added

0.50 0.53

0.56 0.59

0.62 0.65

0.1 1 10 100
Void Ratio, e
Pressure, p (ksf)
Water added

Client : SA Geotechnical, Inc HAI Project No.: SAG-23-002-2 Project Name: 275 & 375 E. Santa Ana St. - Anaheim Tested by: KL Project Number: 23048-01 Checked by: MV
Boring No.: H-3 Date: 04/21/23
Sample No.: D-4
Type of Sample: Undisturbed Ring
Depth (ft): 10
Soil Description: Brown, Poorly Graded Sand (SP)
H (in)
Hs (in)
Hw (in)
Ha (in)
(pcf)
(%)
(%)
* Saturation is calculated based on Gs= 2.70
Load δH H Voids av Mv
(ksf) (in) (in) (in) (ksf-1) (ksf-1)

0.01 ------- 1.0280 0.509 0.982

0.2 0.0029 1.0251 0.506 0.977 2.9E-02 1.5E-02

0.4 0.0052 1.0228 0.504 0.972 2.2E-02 1.1E-02

0.8 0.0097 1.0183 0.500 0.963 2.2E-02 1.1E-02

1.6 0.0147 1.0133 0.495 0.954 1.2E-02 6.2E-03

3.2 0.0196 1.0084 0.490 0.944 5.9E-03 3.0E-03

3.2 0.0206 1.0074 0.489 0.942

6.4 0.0279 1.0001 0.481 0.928 4.4E-03 2.3E-03

12.8 0.0367 0.9914 0.473 0.911 2.6E-03 1.4E-03

3.2 0.0344 0.9936 0.475 0.916

0.8 0.0321 0.9959 0.477 0.920

0.2 0.0302 0.9978 0.479 0.924

CONSOLIDATION TEST
ASTM D2435

99.8 Height of Air

34.1 50.3

18.3 0.253

87.885.0

0.001
Saturation
Water Content
Dry Density
Height

0.478

0.519

0.998
124.46
Height of Water
Height of Solids
Initial Total Weight
105.20

1.028
Final Dry WeightFinal Total Weight

0.519
Final Conditions
(g) (g)(g)
141.11

3.1 3.3

3.6 2.7

0.9 0.5

0.3 0
Consol.

0.256
Initial Conditions
e Comment
(%)

1.4 2.0

1.9 2.9
Unloaded
Water Added

CONSOLIDATION TEST
ASTM D2435
-1.0

0.0 1.0

2.0 3.0

4.0 0.1 1 10 100
Consolidation (%)
Pressure, p (ksf)
Water added

0.90 0.92

0.94 0.96

0.98 1.00

0.1 1 10 100
Void Ratio, e
Pressure, p (ksf)
Water added

Client: SA Geotechnical, Inc HAI Project No.: SAG-23-002-2 Project: 275 & 375 E. Santa Ana St. - Anaheim Tested by: AH Project No.: 23048-01 Checked by: KL
Boring Number: H-3 Date: 04/21/23
Sample Number: B-1
Depth (ft) : 0-5
Soil Description: Brown, Silty Sand (SM)
Mold size (in) 4" 115.7
Procedure A 12.2
Weight Retained on: 1.1 -
Remarks: -
Compaction Characteristics of Soils Using Modified Effort ASTM D1557
Maximum Dry Density (pcf)
Corrected Optimum Moisture Content (%)
Corrected Maximum Dry Density (pcf)
Optimum Moisture Content (%)
100
110
120
130
140
0 5 10 15 20 25 30
Dry Density (pcf)
Moisture Content (%)
Gs= 2.80
Gs= 2.70

Client: SA Geotechnical, Inc HAI Project No.: SAG-23-002 Project Name: Meritage - 275 Santa Ana Street Tested by: GA Project No.: 23048-01 Checked by: KL
Boring No.: H-4 Date:

Sample No.: B-1
Depth (ft): 0-5 Apparatus No.: 2
Soil Description: Brown, Sandy Silty Clay (CL-ML)
259.07 g 632.22 g
237.65 g 563.02 g

11.30 g 206.46 g

21.42 g 69.20 g
226.35 g 356.56 g

9.5 % 19.4 %
601.21 g
206.46 g
394.75 g
122.9 pcf 4/24/2023 9:50 0 0
112.3 pcf 4/24/2023 10:00 10 0.0000

2.68 -

51.9 % 4/25/2023 9:50 1440 0.0039
Wt. of water
Wt. of container
Very Low
∆h, Expansion
0 0
Moisture Content
Final Specimen Info
Wt. of wet soil + cont.

Wt. of dry soil + cont.

Wt. of container

EXPANSION INDEX
ASTM D4829
4/19/2023
Wt. of wet soil + cont.

Initial Specimen Info
Wt. of water
Wt. of ring
Wt. of wet soil + ring
Wt. of wet soil
Wt. of dry soil + cont.

Wet density of soil
Wt. of dry soil
Expansion Index =
Dial
Reading
Saturation
Moisture Content
Add Distilled Water to Sample
Date & Time
Elapsed
Time
(min)

0.0039
4 Specific gravity of soil
Dry density of soil
Wt. of dry soil

Client: SA Geotechnical, Inc HAI Project No.: SAG-23-002 Project Name: Meritage - 275 Santa Ana Street Tested by: GA Project No.: 23048-01 Checked by: KL
Boring No.: P-1 Date:

Sample No.: B-1
Depth (ft): 0.5-5 Apparatus No.: 1
Soil Description: Brown, Sandy Silty Clay (CL-ML)
242.10 g 628.44 g
221.24 g 555.80 g

11.89 g 201.91 g

20.86 g 72.64 g
209.35 g 353.89 g

10.0 % 20.5 %
597.86 g
201.91 g
395.95 g
120.2 pcf 4/24/2023 9:15 0 0
109.3 pcf 4/24/2023 9:25 10 0.0000

2.68 -

50.4 % 4/25/2023 9:15 1440 0.0081
Wt. of water
Wt. of container
Very Low
∆h, Expansion
0 0
Moisture Content
Final Specimen Info
Wt. of wet soil + cont.

Wt. of dry soil + cont.

Wt. of container

EXPANSION INDEX
ASTM D4829
4/19/2023
Wt. of wet soil + cont.

Initial Specimen Info
Wt. of water
Wt. of ring
Wt. of wet soil + ring
Wt. of wet soil
Wt. of dry soil + cont.

Wet density of soil
Wt. of dry soil
Expansion Index =
Dial
Reading
Saturation
Moisture Content
Add Distilled Water to Sample
Date & Time
Elapsed
Time
(min)

0.0081
8 Specific gravity of soil
Dry density of soil
Wt. of dry soil

Project X REPORT S230421F
Corrosion Engineering Page 2
Corrosion Control – Soil, Water, Metallurgy Testing Lab

29990 Technology Dr., Suite 13, Murrieta, CA 92563 Tel: 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com

Soil Analysis Lab Results
Client: HAI
Job Name: Meritage - 275 Santa Ana Street
Client Job Number: SAG-23-002 / 23048-01
Project X Job Number: S230421F
April 25, 2023

Method
Bore# /
Description
Depth
(ft) (mg/kg) (wt%) (mg/kg) (wt%)
P-1 B-1 0.5-5 32.0 0.0032 21.7 0.0022
H-4 B-1 0-5 106.6 0.0107 49.6 0.0050
ASTM
D4327
ASTM
D4327
Sulfates
SO4
2-
Chlorides
Cl-

Cations and Anions, except Sulfide and Bicarbonate, tested with Ion Chromatography mg/kg = milligrams per kilogram (parts per million) of dry soil weight ND = 0 = Not Detected | NT = Not Tested | Unk = Unknown Chemical Analysis performed on 1:3 Soil-To-Water extract PPM = mg/kg (soil) = mg/L (Liquid)

Note: Sometimes a bad sulfate hit is a contaminated spot. Typical fertilizers are Potassium chloride, ammonium sulfate or ammonium sulfate nitrate (ASN). So this is another reason why testing full corrosion series is good because we then have the data to see if those other ingredients are present meaning the soil sample is just fertilizer-contaminated soil. This can happen often when the soil samples collected are simply surface scoops which is why it's best to dig in a foot, throw away the top and test the deeper stuff. Dairy farms are also notorious for these items.

Appendix
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/10 /8/11/12/8 /9 /2 /9 /6
/13 /8 /6 /3 /14
/15 /i255 /17 /i255 /18/19 /20 /i255 /21 /21 /i255 /19 /22 /21 /23 /24 /15 /i255 /17 /i255 /25/19 /22 /21 /23 /i255 /21 /21 /i255 /19 /22 /24 /15 /i255 /17 /i255 /25/19 /22 /i255 /21 /21 /i255 /19 /26 /21 /23 /24 /15 /i255 /17 /i255 /25/19 /26 /21 /23 /i255 /21 /21 /i255 /19 /26 /24 /15 /i255 /17 /i255 /25/19 /26 /i255 /21 /21 /i255 /19 /27 /21 /23 /24 /15 /i255 /17 /i255 /25/19 /27 /21 /23 /i255 /21 /21 /i255 /27 /24 /15 /i255 /17 /i255 /25/27 /i255 /21 /21 /i255 /27 /21 /23 /24 /15 /i255 /17 /i255 /25/27 /21 /23 /i255 /21 /21 /i255 /26 /24 /15 /i255 /17 /i255 /25/26 /i255 /21 /21 /i255 /26 /21 /23 /24 /15 /i255 /17 /i255 /25/26 /21 /23 /i255 /21 /21 /i255 /22 /24 /15 /i255 /17 /i255 /25/22 /i255 /21 /21 /i255 /22 /21 /23 /24 /15 /i255 /17 /i255 /25/22 /21 /23 /i255 /21 /21 /i255 /28 /20 /24 /23
/26 /23
/22 /23
/29 /23
/10 /14 /8 /30 /2 /30 /6 /i255 /1 /7 /30 /6 /3 /9 /31 /2 /32 /i255 /5 /33 /34 /12 /i255 /18 /35 /11/24
/36 /23
/23 /23
/37 /23
/38 /23
/39 /23
/40 /23
/40
/39 /21 /23
/39
/38 /21 /23
/41 /3 /4 /9
/7 /6 /34 /42 /2 /i255 /18 /41 /43 /24/38
/37 /21 /23
/37
/23 /21 /23
/23
/36 /21 /23/23
/44/i255/10 /8 /9 /6 /5 /7 /45 /34 /6 /7 /8 /9 /i255 /6 /8 /i255 /46 /3 /47 /3 /5 /42 /26 /27 /26 /23 /22 /27
/23
/26 /23
/22 /23
/29 /23
/36 /23
/23 /23
/10 /14 /8/30 /2 /30 /6 /i255 /1 /7 /30 /6 /3 /9 /31 /2 /32 /i255 /5 /33 /34 /12 /i255 /18 /35 /11/24
/37 /23
/38 /23
/39 /23
/40 /23
/40
/39 /21 /23
/39
/38 /21 /23
/38
/37 /21 /23
/41 /3 /4 /9 /7 /6 /34 /42 /2 /i255 /18 /41 /43 /24/37
/23 /21 /23
/23
/36 /21 /23

/0 /1/2/2/3/4 /5 /i255 /7 /8 /3 /8 /9 /7 /8 /9 /10 /7 /i255 /11 /12 /4 /13 /i255/14/15/3 /16 /16 /4 /15 /16 /3 /8 /9 /12 /17 /18 /i255 /19 /12 /8 /3 /20 /14/15/3 /16 /16 /4 /15 /16 /3 /8/9 /12 /17 /i255 /8 /3 /4 /16 /15 /8 /7 /21 /22 /23 /24 /25 /26 /i255 /28 /22 /25 /29 /30 /31/32/33/34 /35 /36 /i255 /38 /39 /40 /41 /42 /43 /22 /22 /31 /44 /26 /43 /22 /i255 /25/44 /23 /22/32/45/46 /45 /45 /45 /34 /45 /34 /45 /34 /45 /34 /i255 /38 /39 /47 /48 /49 /50 /51 /i255 /52 /25 /30 /24 /26 /31 /i255 /53/30 /23 /29 /30 /26/32/45/46 /35 /45 /54 /55 /56 /34 /55 /35 /i255 /57 /58 /15 /10 /12 /59 /15 /4 /15 /60 /i255 /8 /3 /4 /16 /15 /8 /7 /21 /22 /23 /24 /25 /26 /i255 /28 /22 /25 /29 /30 /31/32/33/54 /33 /61 /46 /55 /54 /56 /56 /i255 /38 /39 /40 /41 /42 /43 /22 /22 /31 /44 /26 /43 /22 /i255 /25 /44 /23 /22/32/45/46 /45 /45 /45 /62 /34 /56 /34 /34 /54 /34 /35 /i255 /38 /39 /47 /48 /19 /12 /8 /3 /20 /7
/63 /29 /26 /26 /22 /31/32/56/45 /45 /i255 /64
/21 /22 /65 /29 /31 /24 /44 /66/32/45/i255 /64
/67 /25 /44 /43 /22/32/45/46 /45 /35 /i255 /64
/68/15/3 /17 /i255 /69 /12 /59 /15 /4 /i255 /3 /20 /20 /i255 /7 /12 /1 /4 /10 /15 /7 /70 /53/32/55/46 /35
/25/32/56/56 /46 /61 /61 /i255 /71 /72
/73 /74/32/56/46 /62 /54 /i255 /75
/68/12/60 /15 /i255 /69 /20 /3 /4 /16 /15/7 /8 /i255/2/76/4 /i255 /77 /9 /17 /70 /53/32/35/46 /62
/25/32/56/45 /46 /54 /33 /i255 /71 /72
/73 /74/32/45/46 /61 /i255 /75
/78 /30 /26 /23 /25 /29 /79 /24 /23 /29 /30 /26/32/56/62 /46 /36 /55 /i255 /64 /68/12/60 /15 /i255 /69 /20 /3 /4 /16 /15 /7 /8 /i255/2/76/4 /76 /80 /74 /i255 /77 /9 /17 /70 /53/32/35/46 /62
/25/32/54/46 /54 /56 /i255 /71 /72
/73 /74/32/45/46 /55 /36 /i255 /75
/78 /30 /26 /23 /25 /29 /79 /24 /23 /29 /30 /26/32/36/46 /54 /36 /i255 /64 /14/9/7 /10 /4 /15 /8 /9 /81 /3 /8 /9/12 /17
/25/32/72/82/83 /i255 /84 /i255 /45 /46 /45 /85 /i255 /72/86 /87 /i255 /84 /i255 /56 /45 /45 /45 /46 /45 /85 /i255 /88 /i255 /84 /i255 /33 /45 /46 /45 /i255 /71 /72 /53/32/72/82/83 /i255 /84 /i255 /34 /46 /34 /85/i255/72/86/87 /i255 /84 /i255 /54 /46 /34 /85 /i255 /88 /i255 /84 /i255 /45 /46 /33 /73/32/72/82/83 /i255 /84 /i255 /89 /62 /46 /45 /85 /i255/72/86/87 /i255 /84 /i255 /62 /46 /45 /85 /i255 /88 /i255 /84 /i255 /45 /46 /36 /i255 /75 /90 /91 /7 /9 /20 /12 /17 /i255 /92 /15 /5 /7
/73 /93/32/94/89 /95 /i255 /46 /46 /i255 /89 /33 /46 /36 /96 /73 /97/32/94/89 /33 /46 /36 /i255 /46 /46 /i255 /89 /33 /46 /45 /96 /73 /98/32/94/89 /33 /46 /45 /i255 /46 /46 /i255 /89 /56 /46 /36 /96 /73 /99/32/94/89 /56 /46 /36 /i255 /46 /46 /i255 /89 /56 /46 /45 /96 /73 /100/32/94/89 /56 /46 /45 /i255 /46 /46 /i255 /89 /45 /46 /36 /96 /73 /101/32/94/89 /45 /46 /36 /i255 /46 /46 /i255 /45 /46 /45 /96 /73 /102/32/94/45 /46 /45 /i255 /46 /46 /i255 /45 /46 /36 /96 /73 /103/32/94/45 /46 /36 /i255 /46 /46 /i255 /56 /46 /45 /96 /73 /104/32/94/56 /46 /45 /i255 /46 /46 /i255 /56 /46 /36 /96 /73 /105/32/94/56 /46 /36 /i255 /46 /46 /i255 /33 /46 /45 /96 /73 /97 /93/32/94/33 /46 /45 /i255 /46 /46 /i255 /33 /46 /36 /96 /73 /97 /97/32/94/33 /46 /36 /i255 /46 /46 /i255 /106 /95 /107

/0/1/2 /3 /3 /4 /1 /3 /2 /5 /6 /7 /8 /i255 /10 /7 /8 /5 /4 /6 /11 /12 /5 /7 /4 /13 /14 /15 /16 /17 /18 /19 /i255 /14 /19/21 /i255/i255 /14 /15 /16 /17 /18/19/22 /23 /24/19/17 /25 /26/27 /28 /15/29/28 /30/21/30 /31 /32 /33 /34 /35 /35 /36 /37 /38 /39/40 /41 /42 /43 /35/44/45 /46 /47 /48 /49 /50 /35 /51 /52 /53 /54 /34 /55 /50/56 /48 /55 /57 /i255 /59 /60/61/62 /44 /52 /63/54/54 /52 /44/51/60 /52 /64/44/62 /62 /53 /52 /60 /63 /35 /65/66/35 /35 /52 /54 /60 /44 /65/67/44 /44 /60 /52 /51 /64/64 /52 /44 /51 /68 /69 /70 /71/72 /69 /49 /73 /74 /i255 /59 /62/61/54 /52 /51/51/64 /52 /35/64/62 /52 /63/35/62 /62 /54 /52 /53 /54 /60 /65/66/35 /35 /52 /53 /53 /44 /65/67/35 /35 /52 /51 /53/63 /52 /75 /63 /76 /77 /49 /57/48 /49 /i255 /78 /69 /73 /73 /47 /i255 /79 /34 /55 /46 /55 /48 /49 /i255 /78 /69 /73 /73 /47 /80 /i255 /59 /60/61/54 /52 /75/54/54 /52 /44/54/62 /52 /60/54/62 /62 /54 /52 /75 /44 /44 /65/66/35 /35 /52 /53 /75 /35 /65/67/35 /51 /60 /52 /51 /75/63 /52 /35 /64 /66/71/69 /48/48 /69 /49 /37 /i255 /81 /73 /48 /i255 /44 /i255 /59 /63/61/62 /44 /52 /63/75/54 /52 /63/63/62 /52 /63/63/62 /62 /54 /52 /53 /64 /64 /65/66/35 /35 /52 /75 /35 /53 /65/67/62 /53 /52 /75 /60/35 /52 /51 /75 /76 /49 /37 /81/73 /48 /81 /i255 /78 /69 /73 /73 /47 /i255 /59 /62/61/35 /52 /54/35/54 /52 /44/53/60 /52 /54/44/62 /62 /54 /52 /53 /53 /51 /65/66/35 /35 /52 /53 /51 /63 /65/67/63 /35 /52 /35 /44/35 /52 /63 /75 /38 /57 /81 /71/49 /69/50/i255/59 /60/61/54 /52 /75/60/64 /52 /54/75/60 /52 /53/64/62 /62 /54 /52 /75 /51 /64 /65/66/35 /35 /52 /54 /75 /62 /65/67/44 /44 /35 /52 /44 /63/44 /52 /64 /63 /82 /55 /37 /36/81 /i255 /83 /69 /57 /74 /81 /i255 /59 /60/61/35 /52 /54/75/54 /52 /51/44/60 /52 /63/54/62 /62 /54 /52 /53 /53 /75 /65/66/35 /35 /52 /53 /51 /53 /65/67/35 /35 /52 /75 /60/62 /52 /54 /60 /67 /49 /84/56 /55 /37 /48 /85 /86 /57 /40 /73 /49 /84 /55 /55 /74 /i255 /81 /73 /48 /i255 /44 /i255 /59 /44/61/62 /53 /52 /64/63/54 /52 /51/62/62 /52 /54/44/62 /62 /53 /52 /60 /64 /62 /65/66/35 /35 /52 /54 /44 /44 /65/67/44 /44 /53 /52 /53 /44/62 /52 /60 /54 /33 /34 /35 /35 /36 /37 /38 /39/40 /41 /42 /43 /35/62/45 /46 /47 /48 /49 /50 /35 /44 /52 /63 /51 /34 /55 /50/56 /48 /55 /57 /i255 /59 /60/61/62 /44 /52 /63/54/54 /52 /44/62/60 /52 /64/35/62 /62 /53 /52 /60 /63 /35 /65/66/35 /35 /52 /54 /60 /44 /65/67/44 /44 /60 /52 /51 /64/51 /52 /75 /54 /76 /49 /37 /81/73 /48 /81 /i255 /78 /69 /73 /73 /47 /i255 /59 /62/61/35 /52 /54/35/64 /52 /53/64/60 /52 /53/75/62 /62 /54 /52 /53 /53 /51 /65/66/35 /35 /52 /53 /51 /63 /65/67/63 /35 /52 /35 /44/63 /52 /54 /60 /66/71/69 /48/48 /69 /49 /37 /i255 /81 /73 /48 /i255 /62 /i255 /59 /63/61/62 /44 /52 /51/51/54 /52 /63/53/62 /52 /63/44/62 /62 /54 /52 /53 /64 /44 /65/66/35 /35 /52 /75 /35 /54 /65/67/44 /60 /52 /64 /63/63 /52 /35 /75 /38 /57 /81 /71/49 /69/50/i255/59 /60/61/54 /52 /75/60/64 /52 /54/51/60 /52 /53/75/62 /62 /54 /52 /75 /51 /64 /65/66/35 /35 /52 /54 /75 /62 /65/67/44 /44 /35 /52 /44 /63/44 /52 /64 /62 /82 /55 /37 /36/81 /i255 /83 /69 /57 /74 /81 /i255 /59 /60/61/35 /52 /54/75/54 /52 /35/53/60 /52 /51/60/62 /62 /54 /52 /53 /53 /75 /65/66/35 /35 /52 /53 /51 /53 /65/67/35 /35 /52 /75 /60/62 /52 /54 /60 /67 /49 /84/56 /55 /37 /48 /85 /86 /57 /40 /73 /49 /84 /55 /55 /74 /i255 /81 /73 /48 /i255 /62 /i255 /59 /44/61/62 /53 /52 /54/62/54 /52 /63/53/62 /52 /54/35/62 /62 /53 /52 /60 /54 /51 /65/66/35 /35 /52 /54 /35 /51 /65/67/44 /35 /63 /52 /53 /35/62 /52 /62 /53 /76 /77 /49 /57/48 /49 /i255 /78 /69 /73 /73 /47 /i255 /59 /60/61/62 /35 /52 /64/60/54 /52 /62/53/62 /52 /63/53/62 /62 /54 /52 /75 /60 /35 /65/66/35 /35 /52 /75 /63 /44 /65/67/44 /52 /53 /64/62 /52 /62 /44 /34 /71 /69 /57/55 /i255 /81 /73 /48 /i255 /62 /i255 /59 /62/61/62 /53 /52 /64/63/64 /52 /64/62/44 /52 /62/53/62 /62 /54 /52 /54 /62 /60 /65/66/35 /35 /52 /75 /51 /54 /65/67/51 /44 /52 /75 /53/62 /52 /60 /64 /33 /34 /35 /35 /36 /37 /38 /39/40 /41 /42 /43 /35 /44 /i255 /79 /55 /56 /48/80/87 /37 /69 /74 /62 /64 /52 /62 /54 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /64/35/64 /52 /60/64/51 /52 /54/44/62 /52 /35/63/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /64 /35 /65/67/60 /52 /60 /60/35 /52 /60 /64 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /64/35/64 /52 /60/64/51 /52 /54/44/62 /52 /35/63/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /64 /35 /65/67/60 /52 /60 /60/35 /52 /60 /64 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /75/75/53 /52 /54/54/51 /52 /54/60/62 /52 /54/64/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /75 /75 /65/67/60 /52 /60 /60/62 /52 /54 /51 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /75/75/53 /52 /54/54/51 /52 /54/60/62 /52 /54/64/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /75 /75 /65/67/60 /52 /60 /60/62 /52 /54 /51 /33 /34 /35 /35 /36 /37 /38 /39/40 /41 /42 /43 /35 /62 /i255 /79 /55 /56 /48/80/87 /37 /69 /74 /62 /51 /52 /51 /60 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /64/35/64 /52 /60/64/51 /52 /54/44/62 /52 /35/63/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /64 /35 /65/67/60 /52 /60 /60/35 /52 /62 /63 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /64/35/64 /52 /60/64/51 /52 /54/44/62 /52 /35/63/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /64 /35 /65/67/60 /52 /60 /60/35 /52 /62 /63 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /75/75/53 /52 /53/64/51 /52 /64/64/62 /52 /54/75/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /75 /75 /65/67/60 /52 /60 /60/62 /52 /63 /64 /76 /55 /69 /57/48 /45 /55 /77 /37 /70 /49 /42 /69 /57 /69 /48 /49 /88 /i255 /85 /62 /62 /54 /52 /75 /62 /60 /89 /i255 /35 /35 /52 /53 /75/75/53 /52 /53/64/51 /52 /64/64/62 /52 /54/75/62 /62 /54 /52 /75 /62 /60 /65/66/35 /35 /52 /53 /75 /75 /65/67/60 /52 /60 /60/62 /52 /63 /64

Appendix
E

Project Name: Meritage/275 & 375 Santa Ana Street 23048-01 4/19/2023
Depth (in): 119.5 Radius (in.): 4 4/19/2023
Tested By: AZ Pipe Diameter (in.): 2 4/19/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
11:56
12:06
12:07
12:17
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
12:18
12:28
12:29
12:39
12:40
12:50
12:51
13:01
13:02
13:12
13:14
13:24

42.7 I
t=

21.5 It= 7.5 in./hr.

21.2 C x It = 3.0 in./hr.

32.1 0.4Annulus Sand Correction (C) =
129.6
10 54 72 93.8 21.8 131.0
10 43 75 96.6 21.6
66 Date Tested:

Final Height of Water (Hf) =
Change in Height Over Time (ΔH) =
Average Head Over Time (Havg) =
147.670.8 95.4 24.6
ΔH(60r)/Δt(r+2Havg)

76.8 98.0 21.2
Initial Height of Water (Ho) =
10 32
10 22.0
Percolation Data Sheet
1 2
10 10

44.4 51.6
Sandy Soil Criteria
Test Hole Number: P-1

93.6 49.2

95.4 Project Number:

Date Excavated:

Date Presoak:
127.4

43.8 128.9
Percolation Data

72.6 94.1 21.5
131.8
10 21
10 10 75.4 97.3

Project Name: Meritage/275 & 375 Santa Ana Street 23048-01 4/19/2023
Depth (in): 178.2 Radius (in.): 4 4/19/2023
Tested By: AZ Pipe Diameter (in.): 2 4/19/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
14:31
14:32
14:37
14:38
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
14:43
14:44
14:50
14:51
14:55
14:56
15:01
15:03
15:07
15:09
15:12
15:14
15:17
15:19
15:22
15:24
15:27
15:29
15:33
15:35
15:38
15:40
15:43
15:45
27 I
t=

11.4 It= 44.15 in./hr.

15.6 C x It = 17.7 in./hr.

19.2 0.4
2 46 151.2 165.6 14.4 432
2 41 150 165 15 450
2 36 151.2 166.8 15.6 468
2 31 151.2 165.6 14.4 432
2 26 151.2 165 13.8 414
2 20 152.4 166.8 14.4 432
Average Head Over Time (Havg) =
Annulus Sand Correction (C) =
2 52 151.2 166.8 15.6 468
Initial Height of Water (Ho) = ΔH(60r)/Δt(r+2Havg)
Final Height of Water (Hf) =
Change in Height Over Time (ΔH) =
2 62 151.2 166.8 15.6 468
2 57 152.4 166.6 14.2 426
1 13 154.8 165.6 10.8 648
1 8 157.2 173 15.8 948
1 1 156 173 17 1020
2 1 154.8 173 18.2
Percolation Data
Date Tested:

Sandy Soil Criteria
1 1 152.4 173 20.6
Percolation Data Sheet
Project Number:

Test Hole Number: P-2 Date Excavated:

Date Presoak:

Project Name: Meritage/275 & 375 Santa Ana Street 23048-01 4/19/2023
Depth (in): 420 Radius (in.): 4 4/20/2023
Tested By: AZ Pipe Diameter (in.): 2 4/20/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
8:10
8:15
8:18
8:23
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
8:25
8:30
8:32
8:37
8:39
8:44
8:47
8:52
8:55
9:00
9:02
9:07
9:09
9:14
9:16
9:21
9:23
9:28
9:30
9:35
9:37
9:42
9:44
9:49

49.2 I
t=

4.8 It= 36.74 in./hr.

44.4 C x It = 14.7 in./hr.
27 0.4
Average Head Over Time (Havg) =
Annulus Sand Correction (C) =
Initial Height of Water (Ho) = ΔH(60r)/Δt(r+2Havg)
Final Height of Water (Hf) =
Change in Height Over Time (ΔH) =
5 84 370.8 415.2 44.4 532.8
5 77 370.8 415.2 44.4 532.8
5 70 372 415.2 43.2 518.4
5 63 370.8 415.2 44.4 532.8
5 56 370.8 415.2 44.4 532.8
5 49 370.8 415.2 44.4 532.8
5 42 372 415.2 43.2 518.4
5 35 372 415.2 43.2 518.4
5 27 370.8 415.2 44.4 532.8
5 19 370.8 415.2 44.4 532.8
5 12 370.8 415.2 44.4 532.8
5 5 372 415.2 43.2 518.4
2 5 370.8 415.2 44.4
Percolation Data
Date Tested:

Sandy Soil Criteria
1 5 375.6 415.2 39.6
Percolation Data Sheet
Project Number:

Test Hole Number: P-3 Date Excavated:

Date Presoak:

Project Name: Meritage/275 & 375 Santa Ana Street 23048-01 4/18/2023
Depth (in): 118.8 Radius (in.): 4 4/20/2023
Tested By: AZ Pipe Diameter (in.): 2 4/20/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
10:54
10:56
11:00
11:02
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
11:05
11:06
11:10
11:11
11:15
11:16
11:20
11:21
11:25
11:26
11:30
11:31
11:35
11:36
11:40
11:41
11:45
11:46
11:50
11:51
11:55
11:56
12:00
12:01
12:05
12:06

44.4 It=

4.2 It= 183.4 in./hr.

40.2 C x It = 73.4 in./hr.

24.3 0.4
Average Head Over Time (Havg) =
Annulus Sand Correction (C) =
1 51 74.4 114.6 40.2 2412
Initial Height of Water (Ho) = ΔH(60r)/Δt(r+2Havg)
Final Height of Water (Hf) =
Change in Height Over Time (ΔH) =
1 61 74.4 114.6 40.2 2412
1 56 74.4 114 39.6 2376
1 46 74.4 114.2 39.84 2390
1 41 74.4 114 39.6 2376
1 36 74.4 113.8 39.4 2362
1 31 74.4 114.6 40.2 2412
1 26 74.4 114 39.6 2376
1 21 74.4 115.2 40.8 2448
1 16 74.4 113.8 39.4 2362
1 11 74.4 113.4 39 2340
1 6 74.4 114 39.6 2376
1 1 74.4 111.6 37.2 2232
2 2 74.4 115.8 41.4
Percolation Data
Date Tested:

Sandy Soil Criteria
1 2 74.4 115.8 41.4
Percolation Data Sheet
Project Number:

Test Hole Number: P-4 Date Excavated:

Date Presoak:

Project Name: Meritage/275 & 375 Santa Ana Street 23048-01 4/18/2023
Depth (in): 240 Radius (in.): 4 4/20/2023
Tested By: AZ Pipe Diameter (in.): 2 4/20/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
10:44
10:45
10:50
10:51
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
12:15
12:16
12:21
12:22
12:27
12:28
12:33
12:34
12:38
12:39
12:44
12:45
12:50
12:51
12:55
12:56
13:00
13:01
13:05
13:06
13:10
13:11
13:16
13:17
24 I
t=

4.2 It= 147.6 in./hr.

19.8 C x It = 59.0 in./hr.

14.1 0.4
Average Head Over Time (Havg) =
Annulus Sand Correction (C) =
Initial Height of Water (Ho) = ΔH(60r)/Δt(r+2Havg)
Final Height of Water (Hf) =
Change in Height Over Time (ΔH) =
1 62 216 235.8 19.8 1188
1 56 216 235.8 19.8 1188
1 51 216 235.8 19.8 1188
1 46 216 235.8 19.8 1188
1 41 216 235.8 19.8 1188
1 36 216 235.8 19.8 1188
1 30 216 235.8 19.8 1188
1 24 216 235.8 19.8 1188
1 19 216 235.8 19.8 1188
1 13 216 235.8 19.8 1188
1 7 216 235.8 19.8 1188
1 1 216 235.8 19.8 1188
2 1 216 235.8 19.8
Percolation Data
Date Tested:

Sandy Soil Criteria
1 1 216 235.8 19.8
Percolation Data Sheet
Project Number:

Test Hole Number: P-5 Date Excavated:

Date Presoak:

Project Name: Meritage/275 & 375 Santa Ana Street 23048-01 4/19/2023
Depth (in): 414 Radius (in.): 4 4/20/2023
Tested By: AZ Pipe Diameter (in.): 2 4/20/2023
Trial Number Time Time Interval
(mins.)
Initial Water
Level (in.)
Final Water
Level (in.)
Δ in Water
Level (in.)
14:15
14:17
14:22
14:24
Time Time Interval
(mins.)
Total Elapsed
Time (mins)
Initial Depth to
Water (in.)
Final Depth to
Water (in.)
Δ in Water
Level (in.)
Percolation
Rate (in./hr.)
14:32
14:34
14:38
14:40
14:44
14:46
14:50
14:52
14:56
14:58
15:02
15:04
15:08
15:10
15:14
15:16
15:20
15:22
15:26
15:28
15:32
15:34
15:38
15:40

32.4 I
t=

8.4 It= 64.3 in./hr.
24 C x It = 25.7 in./hr.

20.4 0.4
Average Head Over Time (Havg) =
Annulus Sand Correction (C) =
Initial Height of Water (Ho) = ΔH(60r)/Δt(r+2Havg)
Final Height of Water (Hf) =
Change in Height Over Time (ΔH) =
2 68 381.6 405.6 24 720
2 62 381.6 405.6 24 720
2 56 381.6 406.2 24.6 738
2 50 381.6 406.8 25.2 756
2 44 381.6 406.8 25.2 756
2 38 381.6 407.4 25.8 774
2 32 381.6 406.8 25.2 756
2 26 381.6 408 26.4 792
2 20 381.6 408 26.4 792
2 14 381.6 408 26.4 792
2 8 382.8 408 25.2 756
2 2 381.6 408.6 27 810
2 2 381.6 408.6 27
Percolation Data
Date Tested:

Sandy Soil Criteria
1 2 381.6 408.6 27
Percolation Data Sheet
Project Number:

Test Hole Number: P-6 Date Excavated:

Date Presoak:

Appendix
F

F-1

APPENDIX F

GENERAL EARTHWORK AND GRADING

SPECIFICATIONS

1.0 GENERAL

1.1 Intent: These General Earthwork and Gr ading Specifications are for the grading and earthwork shown on the appr oved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotech nical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these general Specifications. Observations of the earthwork by the project Geotechnical Consultant during grad ing may result in new or revised recommendations that could supers ede these specifications or the recommendations in the geotechnical report(s).

1.2 Geotechnical Consultant: Prior to commencement of work, the project owner shall employ a geotechnical consultant. The geotechnical consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotech nical findings, conclusions, and recommendations prior to the commencement of grading.

Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Eart hwork Contractor (Contractor) and schedule sufficient personnel to perfor m the appropriate level of observation, mapping, and compaction testing.

During grading and earthwork operations , the Geotechnical Consultant shall observe, map, and document the subsur face exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall info rm the owner, recommend appropriate changes in design to accommodate th e observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or te sted include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all keyway bottoms, and benches made on sloping ground to receive fill.

The Geotechnical Consultant shall observe the moisture-conditioning and processing of subgrade and fill materi als and perform adequate relative compaction testing of fill to determine the attained level of compaction and assess if, in their opinion, if the work was performed in substantial compliance

F-2
with the geotechnical report(s) and these specifications. The Geotechnical Consultant shall provide test results to the owner on a ro utine and frequent basis.

1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill. The Contract or shall review and accept the plans, geotechnical report(s), and these Specifi cations prior to commencement of grading. The Contractor shall be solely responsible for pe rforming the grading in accordance with applicable grading codes, the project plans, and these specifications.

The Contractor shall prepare and sub mit to the owner and the Geotechnical Consultant a work plan that indicate s the sequence of earthwork grading, the number of "spreads" of work and the es timated quantities of daily earthwork planned for the site prio r to commencement of grad ing. The Contractor shall inform the owner and the Geotechnica l Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observa tions and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations.

The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwor k in accordance with the applicable grading codes and agency ordinan ces, these Specifications, and the recommendations in the approved geotech nical report(s) and grading plan(s).

If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weat her, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recomme nd to the owner that construction be stopped until the conditions are corrected.

2.0 PREPARATION OF FILL AREAS

2.1 Clearing and Grubbing: Areas to be excavated and filled shall be cleared and grubbed. Vegetation, such as brush, grass, roots, and other deleterious material, man-made structures, and similar debr is shall be sufficiently removed and properly disposed of in a method acceptable to the ow ner, governing agencies, and the Geotechnical Consultant. Borrow areas shall be cleared and grubbed to the extent necessary to provide a suitable fill material.

Concrete fragments that ar e free of reinforcing street may be placed in fills, provided they are placed in accordance with Section 3 and 4. Ea rth fill material

F-3
shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percen t organic matter. Nesting of organic materials shall not be allowed.

If potentially hazardous materi als are encountered, the Contractor shall stop work in the affected area, and a h azardous material sp ecialist shall be informed immediately for proper evalua tion and handling of these materials prior to continuing to work in that ar ea. As presently defined by the State of California, most refined pe troleum products (gasoline, diesel fuel, motor oil, grease, etc.) have chemical constituents that are considered hazardous waste.

As such, the indiscriminate dumping or sp illage of such fluids may constitute a misdemeanor, punishable by fines and/or imprisonment, a nd shall not be allowed.

The Geotechnical Consultant shall not be responsible for the identification or analysis of potentially hazardous materials; however, if observations, odors, or soil discoloration are susp ect, the Geotechnical Cons ultant may request from the owner the termination of grading operations until such materials are deemed not hazardous as defined by applicable laws and regulations.

2.2 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms , and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to r eceive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement.

A licensed surveyor shall provide the surv ey control for determining elevations of processed areas, keys, and benches.

2.3 Processing: Ground that has been declared sa tisfactory for support of fill by the Geotechnical Consultant shall be s carified to a minimum depth of 6 inches.

Ground that is not satisfactor y shall be removed/overex cavated as specified in the following section. Scarification sh all continue until soils are broken down and free of large clay lumps or clod s and the working surface is reasonably uniform, flat, and free of uneven fe atures that would inhibit uniform compaction. After scarificat ion, the surface should be moisture conditioned, as necessary, to achieve the proper moisture content and compacted in accordance with Section 4 of these specifications.

2.4 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan , soft, loose, dry, saturated, spongy, organic-rich, highly fractured, or otherwise unsuitable ground shall be overexcavated to co mpetent ground as recommended by the Geotechnical Consultant during grading.

F-4

2.5 Benching: Fills to be placed on ground sloping steeper than 5H:1V (horizontal to vertical units) shall be stepped or be nched. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant . Other benches shall be excavated a minimum height of 4 feet into co mpetent material or as otherwise recommended by the Geotechnical C onsultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for fill placement.

3.0 FILL MATERIAL

3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to pla cement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotec hnical Consultant or mixed with other soils to achieve satisfactory fill material.

3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inch es, shall not be buried or placed in fill unless location, materials, and pl acement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and that oversize material is completely surrounded by compacted or densified fill. Oversize materi al shall not be placed within 10 vertical feet of finish gr ade or within 2 feet of future utilities or other underground construction.

3.3 Import: If importing of fill material is required for gradin g, proposed import material shall meet the requirements of Section 3.1 and/or requirements defined in the project geotechnical report(s). Th e potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before import begins so that suitability can be determined, and a ppropriate laboratory tests performed.

4.0 FILL PLACEMENT AND COMPACTION

4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizonta l layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can ad equately compact the thicker layers.

Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout.

F-5

4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with ASTM Internat ional (ASTM Test Method D1557).

4.3 Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557). Comp action equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction and uniformity.

Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in f ill elevation, or by other methods producing satisfactory re sults acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557.

4.4 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant’s discre tion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be sel ected to verify adequacy of compaction levels in areas that ar e judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches).

4.5 Frequency of Compaction Testing: Tests shall be taken at intervals required by the governing agency and as deemed necessary by the Geotechnical Consultant in order to adequately qualify the fill material. In general, it should be anticipated that tests will be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill, unless recommended otherwise by the Geotechnical Consultant. In addition, test(s) shall be taken on slope faces and/or each 10 feet of vertical height of slope as deemed necessary by the Geotechnical Consultant. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met.

F-6

4.6 Compaction Test Locations: The Geotechnical Consulta nt shall document the approximate elevation and location of each compaction test. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so the Geotechnical Consu ltant can determine the test locations with sufficient accuracy. At a minimum , two grade stakes within a horizontal distance of 100 feet and vert ically less than 5 feet apart from pote ntial test locations shall be provided. Alternativel y, GPS units may be used to determine the approximate location/coordinates of the field density tests.

5.0 SUBDRAIN INSTALLATION
Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and standard details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during gradin g. All subdrains shall be surveyed for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these su rveys. The Contract or should consider videoing the subdrains shor tly after burial to check proper installation and functionality. The Contractor is responsible for the performance of subdrains.

6.0 EXCAVATION
Excavations, including over-excav ation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grad ing. Remedial remova l depths shown on geotechnical report(s) and plans are estimate s. The actual extent of removal shall be determined by the Geotechnica l Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cu t slopes are to be graded, the cut portion of the slope shall be made, evaluated, a nd accepted by the Geot echnical Consultant prior to placement of materials for construc tion of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant.

7.0 TRENCH BACKFILLS

7.1 Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations.

7.2 Bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of P ublic Works Construction.

Bedding material shall have a Sand Equi valent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum 90 percent of maximum from 1 foot above the top of the conduit to the surface, except in traveled ways (see Section 7.6 below).

F-7

7.3 Jetting of the bedding around the c onduits shall be observed by the Geotechnical Consultant.

7.4 Geotechnical Consultant shall test the trench backfill for relative compaction.

At least one test should be made for ever y 300 feet of trench and 2 feet of fill, unless required differently by the gove rning agency or the Geotechnical Consultant.

7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Cons truction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method.

7.6 Trench backfill in the upper foot measur ed from finish grade within existing or future traveled way, shoulder, and ot her paved areas (or areas to receive pavement) should be placed to a minimum 95 percent relative compaction.

Boring Location Map
Legend
Scale: 1”= 50’
Meritage Homes
Proposed Residential Development
275 & 375 Santa Ana Street
Anaheim , California
Project Number: 23048-01
Date: May 10, 2023
Plate 1
H-4
TD: 51.5’
Approximate Location of Hollow Stem Auger Boring, Showing Total Depth in Feet.

NorthP-6
TD: 35’
Approximate Location of Hollow Stem Auger Boring and Percolation Test, Showing Total Depth in Feet.

H-4
TD: 51.5’H-2
TD: 51.5’
H-1
TD: 21.5’
H-3
TD: 21.5’
P-1
TD: 10’ P-2
TD: 15’
P-3
TD: 35’
P-4
TD: 10’
P-5
TD: 20’ P-6
TD: 35’

ATTACHMENT G

NOTICE OF TRANSFER RESPONSIBILITY

Exhibit D

Water Quality Management Plan
Notice of Transfer of Responsibility

Tracking No. Assigned by the City of Anaheim: ____________

Submission of this Notice of Transfer of Responsibility constitutes notice to the City of Anaheim that responsibility for the Water Quality Management Plan (“WQMP”) for the subject property identified below, and implementation of that plan, is being transferred from the Previous Owner (and his/her agent) of the site (or a portion thereof) to the New Owner, as further described below.

I. Previous Owner/Previous Responsible Party Information

Company/Individual Name Contact Person
Street Address Title
City State ZIP Phone

II. Information about Site Transferred

Name of Project (if applicable)
Title of WQMP Applicable to site:

Street Address of Site (if applicable)
Planning Area (PA) and/or
Tract Number(s) for Site
Lot Numbers (if Site
is a portion of a tract)
Date WQMP Prepared (and revised if applicable)

III. New Owner/New Responsible Party Information

Company/Individual Name Contact Person
Street Address Title
City State ZIP Phone

IV. Ownership Transfer Information

General Description of Site Transferred
to New Owner

General Description of Portion of
Project/Parcel Subject to WQMP Retained by
Owner (if any)
Lot/Tract Numbers of SiteTransferred to New Owner
Remaining Lot/Tract Numbers Subject to WQMP Still Held by Owner (if any) Date of Ownership Transfer

Note: When the Previous Owner is transferring a Site that is a portion of a larger project/parcel addressed by the WQMP, as opposed to the entire project/parcel addressed by the WQMP, the General Description of the Site transferred and the remainder of the project/parcel not transferred shall be set forth as maps attached to this notice. These maps shall show those

Exhibit D

portions of a project/parcel addressed by the WQMP that are transferred to the New Owner (the Transferred Site), those portions retained by the Previous Owner, and those portions previously transferred by Previous Owner. Those portions retained by Previous Owner shall be labeled “Previous Owner,” and those portions previously transferred by Previous Owner shall be labeled as “Previously Transferred.”

V. Purpose of Notice of Transfer

The purposes of this Notice of Transfer of Responsibility are: 1) to track transfer of responsibility for implementation and amendment of the WQMP when property to which the WQMP is transferred from the Previous Owner to the New Owner, and 2) to facilitate notification to a transferee of property subject to a WQMP that such New Owner is now the Responsible Party of record for the WQMP for those portions of the site that it owns.

VI. Certifications

A. Previous Owner

I certify under penalty of law that I am no longer the owner of the Transferred Site as described in Section II above. I have provided the New Owner with a copy of the WQMP applicable to the Transferred Site that the New Owner is acquiring from the Previous Owner.

Printed Name of Previous
Owner Representative

Title

Signature of Previous Owner Representative

Date

B. New Owner

I certify under penalty of law that I am the owner of the Transferred Site, as described in Section II above, that I have been provided a copy of the WQMP, and that I have informed myself and understand the New Owner’s responsibilities related to the WQMP, its implementation, and Best Management Practices associated with it. I understand that by signing this notice, the New Owner is accepting all ongoing responsibilities for implementation and amendment of the WQMP for the Transferred Site, which the New Owner has acquired from the Previous Owner.

Printed Name of New
Owner Representative

Title

Signature

Date

THIS PAGE INTENTIONALLY LEFT BLANK
City of Anaheim—The Mill Residential Townhome Project (DEV2023-00042) Initial Study/Mitigated Negative Declaration

FirstCarbon Solutions
F.2 - Hydrology and Hydraulics Report

THIS PAGE INTENTIONALLY LEFT BLANK
Hydrology and Hydraulics and Report
TECH2023-01475
Tentative Tract No. 19290
275 and 375 E. Santa Ana Street
Anaheim, CA 92805
Prepared for:

Meritage Homes
5 Peters Canyon Road, Suite 310
Irvine, CA 92606
ATTN: Johanna Crooker
(949) 299-3847
[email protected]
Prepared by:

Moran Consulting Corporation
4500 E. Pacific Coast Highway, Suite 210
Long Beach, CA 90804
__________________________________
Cesar Moran, P.E., CA Lic. C72247
Date:

November 7, 2023
12/4/2023, 6:18:05 PM
ANAH-TECH2023-01475
Monic Sary
Contents
Discussion
Section
I. Purpose
i. Project Description
II. Methodology
III. Summary
i. Existing Site
ii. Developed Site
iii. AES Results
IV. Infiltration System Design
V. Conclusion
Attachments:

Attachment A: Existing & Proposed Hydrology Exhibit
Attachment B: Existing Conditions AES Results
Attachment C: Proposed Conditions AES Results
Attachment D: Storm Water BMP Sizing Calculations
Attachment E: Soil Map
Attachment F: FEMA Flood map

Discussion
Section I. Purpose
The purpose of this report is to evaluate the pre-developed and post-developed hydrologic conditions for the project site, located at, on, and within 275 (DMA-A) & 375 (DMA-B) E. Santa Ana Street, in the City of Anaheim, California. This report will examine the existing and proposed conditions of the site to determine whether the Project will have an impact on the stormwater runoff discharges from the site. i. Project Description
The proposed project consists of the construction of 56 condominium units, common landscaped open space, courtyard area and the utility infrastructure to support the development. The project will be built at, on and within 275 (DMA-A) & 375 (DMA-B) E. Santa Ana Street, Anaheim, CA 92805 APN #037-024- 11; 037-111-29; 037-111-30
.

Section II. Methodology
Advanced Engineering Software (AES) “RATSC” an approved software by Orange County was used for the hydrology calculations. The preset values (i.e. logarithmic equations per Hydrology Manual Figure B- 3) in AES were used for the rainfall intensities for the 10yr, 25-yr, and 100-yr study. The Orange County GIS was used to determine the dominant hydrologic soil for this project. Time of concentration was calculated using Orange County Hydrology Manual, time of concentration nomograph for initial sub area.

Section III. Summary
i. Existing Site
The 1.02 acre, DMA-A of the project site drains westerly by an existing v-gutter to a 2’ parkway culvert towards Claudina street and north westerly towards the alley. Storm water continues to flow west to Santa Ana & Anaheim Blvd. to an existing catch basin CB084227. From said catch basin, the captured runoff enters a city 18” RCP PL#3206 storm drain that flows west on Santa Ana St, which will then lead to the Barber City Channel, Bolsa Chica channel, then to the Anaheim Bay flowing southerly and lastly the Pacific Ocean within the City of Seal Beach.

The existing site is covered by asphalt concrete
pavement, one building and one shade structure, and is approximately 100% impervious. The off-site drainage flows away from the project site. The 10-yr, 25-yr, and 100-yr storm runoff produced from existing DMA-A is 2.71 CFS, 3.24 CFS, and 4.15 CFS, respectively.

The 1.03 acre, DMA-B of the project site drains westerly by an existing v-gutter to a 2’ parkway culvert towards Philadelphia Street and north westerly towards the alley. Storm water continues to flow west to Santa Ana & Anaheim Blvd. to an existing catch basin CB084227. From said catch basin, the captured runoff enters a city 18” RCP PL#3206 storm drain that flows west on Santa Ana St, which will then lead to the Barber City Channel, Bolsa Chica channel, then to the Anaheim Bay flowing southerly and lastly the Pacific Ocean within the City of Seal Beach. The existing site is covered by asphalt concrete

pavement, a shade structure, and is approximately 100% impervious. The off-site drainage flows away from the project site. The 10-yr, 25-yr, and 100-yr storm runoff produced from existing DMA-B is 3.21 CFS, 3.83 CFS, and 4.91 CFS, respectively.
ii. Developed Site
In its developed condition DMA-A, will drain north towards the alley directed by pavers in between the driveways and will be intercepted by a 2’ wide gutter sloping west towards Claudina St. along the southerly edge of the existing alley. Onsite pavement will slope approximately at 0.5%-2.0% throughout the site and will be captured by a catch basin located on the northwest end of DMA-A. From the catch basin stormwater will flow to a hydrodynamic separator, then to an access manhole and out to the two infiltration galleries, one located in the driveway and another in the parking spaces on the north end.

Once both infiltration galleries are filled, stormwater will overflow out of the catch basin and flow to the alley and continue to Santa Ana & Anaheim Blvd. to an existing catch basin CB084227. From said catch basin, the captured runoff enters a city 18” RCP PL#3206 storm drain that flows west on Santa Ana St, which will then lead to the Barber City Channel, Bolsa Chica channel, then to the Anaheim Bay flowing southerly and lastly the Pacific Ocean within the City of Seal Beach. The proposed site of DMA-A will be covered by asphalt concrete pavement, sidewalks, landscape and 4 condominium buildings, approximately 79% impervious. The 10-yr, 25-yr, and 100-yr storm runoff produced from developed DMA-A is 2.31 CFS, 2.78 CFS, and 3.58 CFS, respectively.

In its developed condition DMA-B will follow the same drainage pattern as DMA-A flowing north, intercepted by a 2’ gutter leading to a catch basin on the northwest end of DMA-B, down to a hydrodynamic separator, access manhole, and then to the two infiltration galleries. One infiltration gallery is located under the driveway and the other below the parking spaces. Overflowing out of the catch basin into the alley and to the existing catch basin CB084227, finally reaching the Pacific Ocean in the City of Seal Beach. The proposed site of DMA-B will be covered by asphalt concrete pavement, sidewalks, landscape and 4 condominium buildings, approximately 77% impervious. The 10-yr, 25-yr, and 100-yr storm runoff produced from developed DMA-B is 2.33 CFS, 2.81 CFS, and 3.62 CFS. iii. AES Results
A table summary is shown below of the existing conditions for DMA – A, and DMA – B for the following Q10-yr , Q25-yr , Q100-yr .

Table 1.

CONDITON DMA - ID Area
(Ac)
Flow
Path (ft)
Slope
(ft/ft)
%IMP SCS
CN
Year Tc
(min.)
Rainfall
intensity (in/hr)
Q
(cfs)
EXISTING DMA – A 1.02 336 0.008 100% 32 10 8.52 3.00 2.71 EXISTING DMA - B 1.03 196 0.010 100% 32 10 6.67 3.50 3.21 EXISTING DMA – A 1.02 336 0.008 100% 32 25 8.52 3.57 3.24 EXISTING DMA – B 1.03 196 0.010 100% 32 25 6.67 4.17 3.83 EXISTING DMA – A 1.02 336 0.008 100% 32 100 8.52 4.56 4.15 EXISTING DMA – B 1.03 196 0.010 100% 32 100 6.67 5.34 4.91

A table summary is shown below of the proposed conditions for DMA – A, and DMA – B for the following Q10-yr, Q25-yr , Q100-yr.

Table 2.

CONDITON DMA - ID Area
(Ac)
Flow
Path (ft)
Slope
(ft/ft)
%IMP SCS
CN
Year Tc
(min.)
Rainfall
intensity (in/hr)
Q
(cfs)
PROPOSED DMA – A 1.02 370 0.007 79% 32 10 10.51 2.65 2.31 PROPOSED DMA – B 1.03 370 0.006 77% 32 10 10.52 2.65 2.33 PROPOSED DMA – A 1.02 370 0.007 79% 32 25 10.51 3.17 2.78 PROPOSED DMA – B 1.03 370 0.006 77% 32 25 10.52 3.17 2.81 PROPOSED DMA – A 1.02 370 0.007 79% 32 100 10.51 4.04 3.58 PROPOSED DMA – B 1.03 370 0.006 77% 32 100 10.52 4.04 3.62 Section IV. Infiltration System Design
The underground infiltration system is sized based on the 85th percentile storm event, which for this site in its developed condition, would produce approximately 4,602 ft3 of runoff (DCV = 4,602 ft2). Based on the calculations presented in OC Public Works Technical Guidance Document Worksheets provided in Attachment D, the infiltration systems will be able to store and infiltrate approximately 4,643.2 ft3 within 48 hours of the end of a storm event.

Section V. Conclusion
All design storm events in the proposed condition would produce less runoff than the existing condition due to a combination of increased pervious surface area (more landscaping). In its existing condition, DMA - A of the project site discharges west of the property towards Claudina street. DMA - B of the project site discharges west towards Philadelphia St. In its proposed condition, both DMA - A and DMA – B of the project site will drain north of the property, towards the alley. The Design Capture Storm (85th Percentile, 24-hr storm event) will be intercepted a 2’ wide gutter sloping west towards Claudina St. and caught by catch basins located on the northwest corner of each DMA, down to a 12” HDPE, then to the hydrodynamic separator, and out to an access manhole connecting to the infiltration galleries by a 24” HDPE. Once the Infiltration systems have been filled, water will backflow up to the catch basin and continue to flow towards the alley sloping west towards Santa Ana St. & Anaheim Blvd. to an existing catch basin and finally reaching the Pacific Ocean in the City of Seal Beach. A summary table is shown below for the Q10-yr, Q25-yr, Q100-yr for existing and proposed DMA – A, and DMA – B.

Table 3.

PRE VS. POST DEVELOPMENT 10-YR

DMA-ID Q-PRE (CFS) Q-POST
(CFS)
DELTA
(CFS)
DMA-A 2.71 2.31 -0.40
DMA-B 3.21 2.33 -0.88

PRE VS. POST DEVELOPMENT 25-YR

DMA-ID Q-PRE (CFS) Q-POST
(CFS)
DELTA
(CFS)
DMA-A 3.24 2.78 -0.46
DMA-B 3.83 2.81 -1.02
PRE VS. POST DEVELOPMENT 100-YR

DMA-ID Q-PRE (CFS) Q-POST
(CFS)
DELTA
(CFS)
DMA-A 4.15 3.58 -0.57
DMA-B 4.91 3.62 -1.29

ATTACHMENT A

EXISTING & PROPOSED HYDROLOGY EXHIBIT

STOP
STOP
STOP
STOP
STOP

STOPAHEAD

SANTA ANA STREET

OLIVE STREET

CLAUDINA STREET

SANTA ANA STREET

PHILADELPHIA STREET
CL
CL
CL
CL
CL
CL CL

WEST ALLEY

EAST ALLEY

VICINITY MAP

NOT TO SCALE

UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA

BEFORE YOU DIG

AT LEAST TWO DAYS

DIAL TOLL FREE

MORAN CONSULTING CORPORATION
● CIVIL ENGINEERING ● SURVEYING ● LAND PLANNING
4500 E. Pacific Coast Highway, Suite 210
Long Beach, California 90804
Main (562) 340-4670 Fax (562) 340-4680
E-Mail Address: [email protected]
PREPARED BY:

DATE: JOB NO.: DRAWN BY:11/7/23 223113 WP

ANY UNDERGROUND UTILITIES OR STRUCTURES SHOWN ON THESE
PLANS WERE PLOTTED FROM CITY RECORDS. NO ADDITIONAL
UTILITY OR SUBSTRUCTURE RESEARCH HAS BEEN PERFORMED.

THE CONTRACTOR SHALL DETERMINE THE EXISTENCE AND THE

TRUE HORIZONTAL AND VERTICAL LOCATION AND SIZE OF ANY

UNDERGROUND UTILITIES OR STRUCTURES AND SHALL BE

RESPONSIBLE FOR PROTECTION, ADJUSTMENT, OR DAMAGE TO

ANY PUBLIC OR PRIVATE UTILITIES SHOWN OR NOT SHOWN
HEREON. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR
NOTIFYING U.S.A./DIG ALERT AT 1-800-227-2600 FOR UNDERGROUND UTILITY MARKING AT LEAST 48 HOURS PRIOR TO COMMENCING
ANY CONSTRUCTION. CONSTRUCTION SHALL NOT COMMENCE
PRIOR TO SAID UNDERGROUND UTILITY MARKING.

CESAR MORAN P.E. C72247 EXP. 6/30/24 DATE 11/7/23

DMA ID - A
A = 1.02 AC
L = 336 FT
100% IMPERVIOUS
375 E. SANTA ANA STREET

SHADE STRUCTURE
275 E. SANTA ANA STREET

SHADE STRUCTURE
1 STORY BUILDING

DMA ID-B
A = 1.03 AC
L = 196 FT
100% IMPERVIOUS
NOTES:

Q10 = 2.71 CFS
Q25 = 3.24 CFS
Q100= 4.15 CFS
T = 8.52 MIN
Q10 = 3.21 CFS
Q25 = 3.83 CFS
Q100= 4.91 CFS
T = 6.47 MIN

SHADE STRUCTURE

STOP
STOP
STOP
STOP
STOP

STOPAHEAD

SANTA ANA STREET

OLIVE STREET

CLAUDINA STREET

SANTA ANA STREET

PHILADELPHIA STREET
CL
CL
CL
CL
CL
CL CL
*ADA *ADA
*ADA*ADA

WEST ALLEY

EAST ALLEY

VICINITY MAP

NOT TO SCALE

UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA

BEFORE YOU DIG

AT LEAST TWO DAYS

DIAL TOLL FREE

DATE: JOB NO.: DRAWN BY:11/7/23 223113 WP

ANY UNDERGROUND UTILITIES OR STRUCTURES SHOWN ON THESE
PLANS WERE PLOTTED FROM CITY RECORDS. NO ADDITIONAL
UTILITY OR SUBSTRUCTURE RESEARCH HAS BEEN PERFORMED.

THE CONTRACTOR SHALL DETERMINE THE EXISTENCE AND THE

TRUE HORIZONTAL AND VERTICAL LOCATION AND SIZE OF ANY

UNDERGROUND UTILITIES OR STRUCTURES AND SHALL BE

RESPONSIBLE FOR PROTECTION, ADJUSTMENT, OR DAMAGE TO

CESAR MORAN P.E. C72247 EXP. 6/30/24 DATE 11/7/23

DMA ID - A
A = 1.02 AC
L =370 FT
79%IMPERVIOUS
11 DMA ID - B
A = 1.03 AC
L = 370 FT
77% IMPERVIOUS
NOTES:

Q10 = 2.31 CFS
Q25 = 2.78 CFS
Q100= 3.58 CFS
T = 10.51 MIN
Q10 = 2.33 CFS
Q25 = 2.81 CFS
Q100= 3.62 CFS
T = 10.52 MIN

ATTACHMENT B

EXISTING CONDITIONS AES RESULTS

EXISTING DMA-A
TC = 8.52

____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1684
Analysis prepared by:

MORAN CONSULTING CORPARATION
4500 E. PACIFIC COAST HIGHWAY, SUITE 210
LONG BEACH, CA 90804
562.340.4675
************************** DESCRIPTION OF STUDY ************************** * 275 E. SANTA ANA ST. ANAHEIM, CA 92805 * * EXISTING CONDITIONS DMA A * * 10-YR STUDY * ************************************************************************** FILE NAME: EXHYDA10.DAT
TIME/DATE OF STUDY: 15:48 11/03/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 22

---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ USER SPECIFIED Tc(MIN.) = 8.520
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.991
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.02 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.71
TOTAL AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) = 2.71 ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 8.52 EFFECTIVE AREA(ACRES) = 1.02 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 2.71
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

MORAN CONSULTING CORPARATION
4500 E. PACIFIC COAST HIGHWAY, SUITE 210
LONG BEACH, CA 90804
562.340.4675
************************** DESCRIPTION OF STUDY ************************** * 275 E. SANTA ANA ST. ANAHEIM, CA 92805 * * EXISTING CONDITIONS DMA A * * 25-YR STUDY * ************************************************************************** FILE NAME: EXHYDA10.DAT
TIME/DATE OF STUDY: 15:59 11/03/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ USER SPECIFIED Tc(MIN.) = 8.520
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.568
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.02 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.24
TOTAL AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) = 3.24 ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 8.52 EFFECTIVE AREA(ACRES) = 1.02 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 3.24
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

MORAN CONSULTING CORPARATION
4500 E. PACIFIC COAST HIGHWAY, SUITE 210
LONG BEACH, CA 90804
562.340.4675
************************** DESCRIPTION OF STUDY ************************** * 275 E. SANTA ANA ST. ANAHEIM, CA 92805 * * EXISTING CONDITIONS DMA A * * 100-YR STUDY * ************************************************************************** FILE NAME: EXHYDA10.DAT
TIME/DATE OF STUDY: 16:02 11/03/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ USER SPECIFIED Tc(MIN.) = 8.520
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.559
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.02 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 4.15
TOTAL AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) = 4.15 ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 8.52 EFFECTIVE AREA(ACRES) = 1.02 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 4.15
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

EXISTING DMA-B
TC = 6.47

____________________________________________________________________________ ****************************************************************************

MORAN CONSULTING CORPARATION
4500 E. PACIFIC COAST HIGHWAY, SUITE 210
LONG BEACH, CA 90804
562.340.4675
************************** DESCRIPTION OF STUDY ************************** * 375 E. SANTA ANA ST. ANAHEIM, CA 92805 * * EXISTING CONDITION DMA B * * 10-YR STUDY * ************************************************************************** FILE NAME: EXHYDB10.DAT
TIME/DATE OF STUDY: 16:09 11/03/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ USER SPECIFIED Tc(MIN.) = 6.470
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.502
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.03 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.21
TOTAL AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) = 3.21 ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 6.47 EFFECTIVE AREA(ACRES) = 1.03 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 3.21
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

MORAN CONSULTING CORPARATION
4500 E. PACIFIC COAST HIGHWAY, SUITE 210
LONG BEACH, CA 90804
562.340.4675
************************** DESCRIPTION OF STUDY ************************** * 375 E. SANTA ANA ST. ANAHEIM, CA 92805 * * EXISTING CONDITION DMA B * * 25-YR STUDY * ************************************************************************** FILE NAME: EXHYDB10.DAT
TIME/DATE OF STUDY: 16:11 11/03/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ USER SPECIFIED Tc(MIN.) = 6.470
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.169
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.03 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.83
TOTAL AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) = 3.83 ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 6.47 EFFECTIVE AREA(ACRES) = 1.03 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 3.83
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

MORAN CONSULTING CORPARATION
4500 E. PACIFIC COAST HIGHWAY, SUITE 210
LONG BEACH, CA 90804
562.340.4675
************************** DESCRIPTION OF STUDY ************************** * 375 E. SANTA ANA ST. ANAHEIM, CA 92805 * * EXISTING CONDITION DMA B * * 100-YR STUDY * ************************************************************************** FILE NAME: EXHYDB10.DAT
TIME/DATE OF STUDY: 16:14 11/03/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ USER SPECIFIED Tc(MIN.) = 6.470
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.338
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.03 0.40 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 4.91
TOTAL AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) = 4.91 ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 6.47 EFFECTIVE AREA(ACRES) = 1.03 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 4.91
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

ATTACHMENT C

PROPOSED CONDITIONS AES RESULTS

PROPOSED DMA-A
TC = 10.51

____________________________________________________________________________ ****************************************************************************

MORAN CONSULTING CORPARATION
4500 E. PACIFIC COAST HIGHWAY, SUITE 210
LONG BEACH, CA 90804
562.340.4675
************************** DESCRIPTION OF STUDY ************************** * 275 E. SANTA ANA ST. ANAHEIM, CA 92805 * * PROPOSED CONDITIONS DMA A * * 10-YR STUDY * ************************************************************************** FILE NAME: PRHYDA10.DAT
TIME/DATE OF STUDY: 16:22 11/03/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ USER SPECIFIED Tc(MIN.) = 10.510
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.652
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.02 0.40 0.350 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 2.31
TOTAL AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) = 2.31 ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 10.51 EFFECTIVE AREA(ACRES) = 1.02 AREA-AVERAGED Fm(INCH/HR)= 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.350 PEAK FLOW RATE(CFS) = 2.31
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

MORAN CONSULTING CORPARATION
4500 E. PACIFIC COAST HIGHWAY, SUITE 210
LONG BEACH, CA 90804
562.340.4675
************************** DESCRIPTION OF STUDY ************************** * 275 E. SANTA ANA ST. ANAHEIM, CA 92805 * * PROPOSED CONDITIONS DMA A * * 25-YR STUDY * ************************************************************************** FILE NAME: PRHYDA10.DAT
TIME/DATE OF STUDY: 16:24 11/03/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ USER SPECIFIED Tc(MIN.) = 10.510
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.168
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.02 0.40 0.350 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 2.78
TOTAL AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) = 2.78 ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 10.51 EFFECTIVE AREA(ACRES) = 1.02 AREA-AVERAGED Fm(INCH/HR)= 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.350 PEAK FLOW RATE(CFS) = 2.78
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

MORAN CONSULTING CORPARATION
4500 E. PACIFIC COAST HIGHWAY, SUITE 210
LONG BEACH, CA 90804
562.340.4675
************************** DESCRIPTION OF STUDY ************************** * 275 E. SANTA ANA ST. ANAHEIM, CA 92805 * * PROPOSED CONDITIONS DMA A * * 100-YR STUDY * ************************************************************************** FILE NAME: PRHYDA10.DAT
TIME/DATE OF STUDY: 16:28 11/03/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ USER SPECIFIED Tc(MIN.) = 10.510
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.042
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.02 0.40 0.350 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 3.58
TOTAL AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) = 3.58 ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 10.51 EFFECTIVE AREA(ACRES) = 1.02 AREA-AVERAGED Fm(INCH/HR)= 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.350 PEAK FLOW RATE(CFS) = 3.58
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

PROPOSED DMA-B
TC = 10.52

____________________________________________________________________________ ****************************************************************************

MORAN CONSULTING CORPARATION
4500 E. PACIFIC COAST HIGHWAY, SUITE 210
LONG BEACH, CA 90804
562.340.4675
************************** DESCRIPTION OF STUDY ************************** * 375 E. SANTA ANA ST. ANAHEIM, CA 92805 * * PROPOSED CONDITIONS DMA B * * 10-YR STUDY * ************************************************************************** FILE NAME: PRHYDB10.DAT
TIME/DATE OF STUDY: 16:34 11/03/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ USER SPECIFIED Tc(MIN.) = 10.520
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.651
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.03 0.40 0.350 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 2.33
TOTAL AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) = 2.33 ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 10.52 EFFECTIVE AREA(ACRES) = 1.03 AREA-AVERAGED Fm(INCH/HR)= 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.350 PEAK FLOW RATE(CFS) = 2.33
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

MORAN CONSULTING CORPARATION
4500 E. PACIFIC COAST HIGHWAY, SUITE 210
LONG BEACH, CA 90804
562.340.4675
************************** DESCRIPTION OF STUDY ************************** * 375 E. SANTA ANA ST. ANAHEIM, CA 92805 * * PROPOSED CONDITIONS DMA B * * 25-YR STUDY * ************************************************************************** FILE NAME: PRHYDB10.DAT
TIME/DATE OF STUDY: 16:36 11/03/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ USER SPECIFIED Tc(MIN.) = 10.520
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.166
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.03 0.40 0.350 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 2.81
TOTAL AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) = 2.81 ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 10.52 EFFECTIVE AREA(ACRES) = 1.03 AREA-AVERAGED Fm(INCH/HR)= 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.350 PEAK FLOW RATE(CFS) = 2.81
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

MORAN CONSULTING CORPARATION
4500 E. PACIFIC COAST HIGHWAY, SUITE 210
LONG BEACH, CA 90804
562.340.4675
************************** DESCRIPTION OF STUDY ************************** * 375 E. SANTA ANA ST. ANAHEIM, CA 92805 * * PROPOSED CONDITIONS DMA B * * 100-YR STUDY * ************************************************************************** FILE NAME: PRHYDB10.DAT
TIME/DATE OF STUDY: 16:38 11/03/2023
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>>>>USE SPECIFIED Tc VALUE FOR INITIAL SUBAREA<<<
============================================================================ USER SPECIFIED Tc(MIN.) = 10.520
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.040
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.03 0.40 0.350 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 3.62
TOTAL AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) = 3.62 ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 10.52 EFFECTIVE AREA(ACRES) = 1.03 AREA-AVERAGED Fm(INCH/HR)= 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.350 PEAK FLOW RATE(CFS) = 3.62
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

ATTACHMENT D

STORM WATER BMP SIZING CALCULATIONS

ORANGE COUNTYORANGE COUNTY

RIVERSIDE COUNTYRIVERSIDE COUNTY

ORANGE COUNTYORANGE COUNTY

SAN BERNARDINO COUNTYSAN BERNARDINO COUNTY

ORANGE COUNTYORANGE COUNTY

LOS ANGELES COUNTYLOS ANGELES COUNTY

ORANGE COUNTYORANGE COUNTYLOS ANGELES COUNTYLOS ANGELES COUNTY

1.05 0.7

10.95 0.90.85

0.80.75 0.70.65

0.95 0.7

0.9 0.9

0.75 P:\9526E \6-G I S\Mxd s\Re p o r ts\I nfi l tr a ti o nF e a sa b i l i ty_20110215\9526E _F i g ur e XVI -1_Ra i nfa l l Z o ne s_20110215.m xd

FIGURE JOB TITLESCALE
1" = 1.8 miles

DESIGNED

DRAWING

CHECKED
BMP
04/22/10
DATE
JOB NO.
9526-E
TH

TH ORANGE COUNTY

TECHNICAL GUIDANCE

DOCUMENT
ORANGE CO. CA

RAINFALL ZONES

0.65"

0.7 0.75

0.80 0.85

0.90 0.95

1.00 1.10"
Note: Events defined as 24-hour periods (calendar days) with greater than 0.1 inches of rainfall.

For areas outside of available data coverage, professional judgment shall be applied.

XVI-1

PROJECT SITE

HSC ID
HSC Type/ Description/
Reference BMP Fact Sheet
Effect of
individual HSCi
per criteria in
BMP Fact
Sheets (XIV.1)
(dHSCi)1
Impervious Area
Tributary to HSCi
(IAi) di × IAi

A & B

0.85 0

0.85 1.02

0.79 0.74
2,346
3 48
3 1
4 586.50

DMA ID - A

0.85 0

0.85 1.03

0.77 0.73
2,305
3 48
3 1
4 576.25

DMA ID - B

0.25 Suitability Assessment Safety Factor, SA = p
B Design
Tributary area size 0.25
Level of pretreatment/ expected
sediment loads

Design Infiltration Rate, in/hr, KDESIGN = KObserved / STotal Supporting Data
Briefly describe infiltration test and provide reference to test forms:

Note: The minimum combined adjustment factor shall not be less than 2.0 and the maximum combined adjustment factor shall not exceed 9.0.

1 1
1 3
1 3
3 1
3 3 in./hr
1 in./hr

0.25 0.75

0.25 0.25

0.75 0.25

2.00 1.5

ATTACHMENT E

SOIL MAP

PROJECT SITE

ATTACHMENT F

FEMA FLOOD MAP

N ational Flood H azard Layer FIR M ette
0 500 1,000 1,500 2,000 250
Feet
Ü

SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANE L LAYOUT

SPECIAL FLOOD

HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or Depth Zone AE, AO, AH, VE, AR
Regulatory Floodway

0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile
Zone X
Future Conditions 1% Annual
Chance Flood Hazard
Zone X
Area with Reduced Flood Risk due to
Levee. See Notes.

Zone X
Area with Flood Risk due to Levee Zone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance

17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.

The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on
9/22/2023 at 7:19 PM and does not
reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or
become superseded by new data over time.

This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifier s, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for
regulatory purposes.

Legend

OTHER AREAS OF

FLOOD HAZARD

OTHER AREAS

GENERAL

STRUCTURES
OTHER

FEATURES

MAP PANELS
8 B

20.2 The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
1:6,000
117°54'57"W 33°50'10"N
117°54'20"W 33°49'40"N
Basemap Imagery Source: USGS National Map 2023

THIS PAGE INTENTIONALLY LEFT BLANK

Anaheim City CouncilNovember 13, 2024

Anaheim City Council
November 13, 2024