Agenda — Temecula City Council, January 27, 2026 (part 4 of 6)

• Remove the existing asphalt curb and earthen shoulder, approximately 28 feet. • Remove existing road striping in all lanes
• Sawcut and grind existing pavement on the north bound direction of the Ynez Road • Grading the slope and installation of a retaining wall along the road slope (within APNs 944-290- 017 and 944-290-016). The slope grading would occur along 927 linear feet, varying from 0 feet wide by 68 feet wide, and involve approximately 6,020 cubic yards. • Removal of 10 trees and pruning of one tree. The trees to be removed and pruned are located along Ynez Road at the location of the proposed slope and retaining wall. • Install the slope grading, retaining wall, and a maintenance access road at Rancho Vista Road/Ynez Road intersection, which would remove approximately 0.22 acre of riparian/riverine resources • Install a guardrail and tubular steel fence along the north side of Ynez Road • Add pavement section that would vary between 28 feet and 46 feet wide • Construct a concrete raised median to delineate the turn pocket for Tierra Vista Road, and striped median for the turn pocket at Rancho Vista
• Stripe the new roadway for four lanes with turn pockets and Class II Bike Lanes on both the east and west sides of the road
• Installing new curbs and gutters and sidewalk along the east side of the road • Install new streetlights on east side of the roadway
• Relocating utilities that conflict with the planned improvements • Provide ADA compliant access ramp at the northeast corner of the Ynez Road and Rancho Vista Road Intersection.
• Slurry sealing the south bound direction.

Methodology
ELMT field staff conducted a thorough review of relevant literature and materials in order to preliminarily identify potential jurisdictional features occurring on or within the vicinity of the project site. In addition, a field investigation was conducted to verify existing conditions and document the extent of jurisdictional features within the boundaries of the project site.

Literature Review
Prior to conducting the field visit, a review of relevant literature and materials was conducted in order to preliminarily identify potential jurisdictional features occurring on or within the vicinity of the project site.

In addition, the following resources were reviewed prior to conducting the field investigation:
- CDFW's A Review of Stream Processes and Forms in Dryland Watersheds (2010); - Corps Arid West Regional Supplement (Version 2.0) to the Corps of Engineers Wetland Delineation Manual (2008);
- Corps Navigable Waters Protection Rule: Definition of "Waters of the United States" (2020) - Corps Arid West Regional Wetland Plant List (2016);
- Federal Emergency Management Agency Flood Insurance Rate Map; - Google Earth Aerials (1985 — 2020);
- State Wetland Definition and Procedures for Discharges of Dredge or Fill Material to Waters of the State (2021)
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- United States Department of Agriculture (USDA) Natural Resources Conservation Service (MRCS) Custom Soil Resource Report for Southwestern San Bernardino County; - USDA NRCS Hydric Soils List of California;
- United States Fish and Wildlife Service National Wetlands Inventory; and - Water Quality Control Plan for the Santa Ana River Basin.

Field Investi ag t
ELMT biologists Travis J. McGil surveyed the project site on April 19, 2023, to verify existing conditions and document the extent of jurisdictional features (e.g., wetlands, streambed, and riparian vegetation) within the boundaries of the project site. While in the field, jurisdictional areas and associated plant communities were mapped onto a base map at a scale of 1" = 50' using topographic contours and visible landmarks as guidelines. Common plant species observed during the field survey were identified by visual characteristics and morphology in the field and recorded in a field notebook. Unusual and less -familiar plants were identified in the laboratory using taxonomical guides. Taxonomic nomenclature used in this study follows the 2012 Jepson Manual. Data points were obtained with a Garmin Map 62 Global Positioning System and used to record and identify jurisdictional boundaries, soils samples, and photograph locations.

This data was then transferred via USB port as a .shp file and added to the project's jurisdictional map. The jurisdictional map and associated acreage amounts were prepared and quantified in ESRI ArcMap Version

10. ELMT carefully assessed the site for depressions, inundation, presence of hydrophytic vegetation, staining, cracked soil, ponding, and indicators of active surface flow and corresponding physical characteristics such as a clear, natural line impressed on the bank, shelving, changes in the character of soil, destruction of terrestrial vegetation, the presence of litter and debris. Suspected jurisdictional areas were checked for the presence of definable channels, soils, and hydrology.

Site Conditions
The project site is located within the Santa Margarita Watershed (HUC 18070302). Murrieta Creek flows approximately 0.5 miles southwest of the project site. The size of this river is approximately 11.8 miles long. This reach of the river is considered impaired with copper, iron, manganese, nitrogen, phosphorous, and chlorpyrifos. The Santa Margarita Watershed encompasses approximately 750 square miles in northern San Diego and southwestern Riverside counties. The watershed is bounded by several mountain ranges, including the Santa Ana and Santa Margarita mountains to the north and the Palomar Mountains to the south. Several tributaries originate on the Santa Rosa Plateau, a region known for its biological diversity and its abundant wetland resources. Currently, this watershed is primarily undeveloped, containing about 20% of urban development and agricultural land use. The upper watershed basin is one of the fastest growing areas in California. The Santa Margarita Watershed consists of a single major drainage, the Santa Margarita River, which is comprised of several smaller tributaries. The mainstem begins at the confluence of Murrieta and Temecula Creeks. South flowing tributaries include Roblar, Deluz, and Sandia Creeks.

Tributaries that flow north into the mainstem include Pechanga and Rainbow Creeks. The Santa Margarita River is approximately 27 miles long and is one of the last undammed rivers in Southern California, making it considered a valuable ecological resource. The mainstem enters the Santa Margarita estuary, which is connected to the Pacific Ocean.
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The project site ranges in elevation from approximately 1,052 feet to 1,132 feet above mean sea level, and slopes generally from southeast to northwest. A drainage transverses the site from the southeast to the northwest and forms a depression within the topography of the project site. Based on the NRCS USDA Web Soil Survey, the project site is underlain by Arlington and Greenfield fine sandy loam (15 to 35 percent slopes, severely eroded), Hanford coarse sandy loam (8 to 15 percent slopes, eroded), Hanford sandy loam (2 to 15 percent slopes), Ramona sandy loam (2 to 5 percent slopes, eroded), and Ramona and Buren sandy loams (15 to 25 percent slopes, severely eroded). Refer to Exhibit 4, Soil, in Attachment A. Soils on -site range from undisturbed, to severely disturbed and heavily compacted from historic and ongoing development.

The U.S. Fish and Wildlife Service's (USFWS) National Wetland Inventory maps to determine if any blueline streams or riverine resources have been documented within or immediate surrounding the project site. Based on this review, the adjacent drainage feature has not been mapped as a blueline stream or riverine resources. A single freshwater pond is located north of the project site in association with the Temecula Duck Pond. Refer to Attachment D, National Wetlands Inventory.

Drainage Features
An unnamed ephemeral drainage (Drainage 1) occurs within the proposed limits of disturbance. This drainage runs from southeast to northwest along the northeastern side of Ynez Road and is fed largely by a culvert which runs beneath Rancho Vista Road to the southeast and serves to divert storm water away from the surrounding residential communities. This drainage features will eventually flow into Murrieta Creek west of the project site after flowing through several culverts and flood control channels.

The onsite ephemeral drainage feature is not relatively permanent, standing, or a continuously flowing body of water and, therefore, will not qualify as waters of the United States under the regulatory authority of the Corps (Sackett v. EPA (2022) 143 S. Ct. 1322, 1336). However, the onsite drainage feature will qualify was waters of the State and fall under the regulatory authority of the Regional Board and CDFW. The table below identifies the on -site jurisdictional including the total acreage of jurisdiction and anticipated impacts for each regulatory agency within the boundaries of the project site. Based on the proposed site plan approximately 0.22 acre of impacts to CDFW jurisdiction will occur from project implementation.

Table 1: Jurisdictional Area and Impact Analysis
CDFW Jurisdictional
Regional Board Jurisdiction
N
Streambed/Riparian Habitat
On -Site
Jurisdictional
Jurisdictional
Jurisdictional
Feature
Jurisdiction
Impacts
On -Site Jurisdiction
Impacts
Acreage (Linear
Acreage (Linear
Acreage (Linear Feet)
Acreage
LMML--
Feet)
Feet)
(Linear Feet)
Drainage 1

0.27 (1,970)
0 1.62 (1,970)

0.22 TOTAL

0.27 (1,970)
0 1.62 (1,970)

0.22 Findings
There are three key agencies that regulate activities within inland streams, wetlands, and riparian areas in 0� EL�MT

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California. The Corps Regulatory Branch regulates discharge of dredge and/or fill materials into "waters of the United States" pursuant to Section 404 of the Federal Clean Water Act (CWA) and Section 10 of the Rivers and Harbors Act. Of the State agencies, the Regional Board regulates discharges into surface waters pursuant to Section 401 of the CWA and the California Porter -Cologne Water Quality Control Act and the CDFW regulates alterations to streambed and associated plant communities pursuant to Section 1602 of the California Fish and Game Code.

United States Army Corps of En i neers
The ephemeral drainage feature is not relatively permanent, standing, or a continuously flowing body of water and, therefore, will not qualify as waters of the United States under the regulatory authority of the Corps (Sackett v. EPA (2022) 143 S. Ct. 1322, 1336).

Drainage 1 is ephemeral and only receives flows from upstream urban runoff and direct precipitation.

Ongoing development surrounding the project site has cut off Drainage 1 from directly flowing into Murrieta Creek. As a result of surrounding development, and restricting of water flows, Drainage 1 no longer has a significant nexus to downstream waters and has an insubstantial or speculative effect on the chemical, physical or biological significant nexus to the downstream waters.

Federal Wetlands
In order to qualify as wetland, a feature must exhibit all three wetland parameters (i.e., vegetation, soils, and hydrology) described in the Corps Arid West Regional Supplement. Based on the results of the field investigation, the soils were rocky and sandy with no ponding water and, it was determined that the basin would not support hydric soil conditions. Therefore, no areas on the project site met all three wetland parameters.

Regional Water Quality Control Board
Drainage 1 will be considered an isolated feature within the boundaries of the project site. Based on the State Policy for Water Quality Control, Drainage 1 exhibits characteristics consistent with the Regional Board's methodology and would be considered jurisdictional waters of the State.

State Wetlands
Under the State Water Resources Control Board Sate Wetland Definition, an area is a wetland if, under normal circumstances, (1) the area has continuous or recurrent saturation of the upper substrate caused by groundwater, or shallow surface water, or both; (2) the duration of such saturation is sufficient to cause anaerobic conditions in the upper substrate; and (3) the area's vegetation is dominated by hydrophytes or the area lacks vegetation. Based on the results of the field delineation, it was determined that no areas within the project site meet the State Wetland Definition. Therefore, no state wetland features exist within the project site.

California Department of Fish and Wildlife
The onsite drainage feature exhibits characteristics consistent with CDFW's methodology and would be considered CDFW streambed.
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Conclusion and Recommendations
A single ephemeral drainage feature (Drainage 1) was observed within the boundaries of the project site during the field delineation. The onsite drainage does not possesses surface hydrologic nexus to downstream waters of the United States, and therefore, will not fall under the regulatory authority of the United States Army Corps of Engineers. However, Drainage 1 will fall under the regulatory authority of the Regional Board, and CDFW.

Regional Water Quality Control Board
The Regional Board regulates discharges to surface waters pursuant to Section 401 of the CWA and the California Porter -Cologne Water Quality Control Act. Based on the proposed project design, no impacts to Regional Board jurisdictional waters will occur from project implementation.

However, if impacts will occur to Regional Board jurisdictional waters, it will be necessary for the applicant to acquire a Water Quality Certification prior to impacts occurring within Regional Board jurisdictional areas. The Regional Board also requires that California Environmental Quality Act (CEQA) compliance be obtained prior to obtaining the 401 Certification. A Regional Board Application fee is required with the application package and is calculated based on the acreage and linear feet of jurisdictional impacts.

California Department of Fish and Wildlife
Pursuant to Section 1600 et seq. of the Fish and Game Code, the CDFW regulates any activity that will divert or obstruct the natural flow or alter the bed, channel, or bank (which may include associated biological resources) of a river or stream. Drainage 1 will be considered jurisdictional by CDFW. Therefore, it will be necessary for the applicant to acquire a Section 1602 Streambed Alteration Agreement prior to impacts occurring within CDFW jurisdictional areas.

Please do not hesitate to contact Tom McGill at (951) 285-6014 or tmcgill(g,elmtconsulting com or Travis McGill at (909) 816-1646 or travismcgill(kelmtconsulting com should you have any questions or require further information.

Sincerely,
Thomas J. McGill, Ph.D.

Managing Director
Attachments:

A. Project Exhibits
B. Site Plan
C. Site Photographs
D. National Wetland Inventory
Travis J. McGill
Director
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Attachment A
Project Exhibits

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Site Plan

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Attachment C
Site Photographs

Attachment C — Site
Photograph 1: From the southern boundary of the proposed project site at the northeast corner of the intersection of Ynez Road and Rancho Vista Road, looking northwest along Ynez Road.

Photograph 2: From Rancho Vista Road, looking southwest at the intersection of Rancho Vista Road and Ynez Road and the southern boundary of the proposed project site. 0® E L�MT

Attachment C — Site
Photograph 3: From the eastern shoulder of Ynez Road looking southeast along the proposed project site through existing vegetation.

Photograph 4: Adjacent to the eastern boundary of the project site, looking northwest along Ynez Road and existing vegetation.
0® E L�MT

Attachment C — Site
Photograph 5: Depicting a drainage (and associated vegetation) which runs parallel to the eastern boundary of the proposed project site.

Photograph 6: From the middle of the eastern boundary of the project site, looking southeast along the eastern shoulder of Ynez Road.
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Attachment C — Site
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Photograph 7: From the middle of the eastern boundary of the project site, looking northwest along the eastern shoulder of Ynez Road.

Photograph 8: From inside the drainage which runs parallel to the eastern boundary of the project site, looking southeast.
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Attachment C — Site
Photograph 9: From the eastern boundary of the project site, looking northwest through an area of active construction.

Photograph 10: From an area of active construction adjacent to the project site, looking northwest at the northern boundary of the project site at the intersection of Ynez Road and Tierra Vista Road. 0® E L�MT

Attachment D
National Wetlands Inventory

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This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site.

National Wetlands Inventory (NWI)
This page was produced by the NWI mapper

EE M T Initial Study/Mitigated Negative Declaration
❑� CONSULTING Ynez Road Improvement -Phase I, PW23-02
Appendix B-4
Ynez Road Expansion PW23-02 Oak Tree Review and Memorandum Update, Temecula, California
Dudek
January 31, 2025

January 31, 2025
Kim Berry
Senior Project Manager
TK Consulting Inc.
2082 Michelson Drive 4th Floor
Irvine, California 92612
Email: [email protected]
Subject: Ynez Road Expansion PW23-02 Oak Tree Review and Memorandum Update, Temecula, California Dear Kim Berry:

Dudek has been retained by TK Consulting Inc. to provide professional arboricultural consulting services pertaining to the Ynez Road expansion project (project) located in Temecula, California. Specifically, TK Consulting Inc. has requested that a Dudek arborist, certified by the International Society of Arboriculture (ISA), evaluate the site's protected heritage trees, as defined by the City of Temecula's (City) Heritage Tree Ordinance (Chapter 8.48 Heritage Tree Ordinance). To that end, a Dudek ISA Certified Arborist, evaluated a small grove of trees (primarily seedlings and resprouts) immediately adjacent to the site on August 9, 2023. Following completion of the initial site visit, a memo was submitted to the city identifying Dudek's initial findings, which were based on a visual evaluation of the trees from the shoulder of Ynez Road and Rancho Vista Road due to perceived dense oak tree resprouting, sloped terrain, and an encampment of people experiencing homelessness. Following submittal of the memo to the city, the city cleared the encampment, allowing for safe access to the tree/s located at the intersection of Ynez Road and Rancho Vista Road. Furthermore, due to the presence of several oak trees located north of the intersection of Ynez Road and Rancho Vista Road and the potential for impacts associated with the road widening, TK Consulting Inc. requested that Dudek revisit the site and evaluate the additional trees. As such, this memo provides an updated evaluation of the trees located at the intersection of Ynez Road and Rancho Vista Road, as well as 10 additional trees located along Ynez Road immediately adjacent to the proposed project. In summary, this memo provides a synopsis of the results of Dudek's assessment, details current and potential impacts, and gives recommendations for the future management of the trees.

Project Background
The project is located at the intersection of Ynez Road and Rancho Vista Road in Temecula, California. The project involves the expansion of Ynez Road and the installation/improvement of an inlet adjacent to a small grove of oak trees. The adjacent open space area contains several trees that may be impacted by the proposed project and, due to concerns related to oak tree impacts, the city required an evaluation of the trees and recommendations for the future management of the trees.

TO: KIM BERRY
SUBJECT: YNEZ ROAD EXPANSION PW23-02 OAKTREE REVIEW AND MEMORANDUM UPDATE, TEMECULA, CALIFORNIA City Requirements
Trees subject to City Heritage Tree permit requirements include those defined by Section 8.48.160 (Designation of Heritage Trees) of the City's Heritage Tree Ordinance:

Designated Species. Any specimen of the following species that has been identified in a tree inventory in connection with the submittal of an application for a discretionary permit and has reached the required diameter is a Heritage Tree:
■ Oak trees of the genus Quercus including, but not limited to, California or Coast Live Oak (Quercus agrifolia), Coastal Sage Scrub Oak (Quercus dumosa), Engelman Oak (Quercus engelmannii), Scrub Oak (Quercus berberidifolia), and Valley Oak (Quercus lobata) more than eighteen inches in diameter when measured at a point four feet above the natural grade at the base of the tree.
■ Platanus racemosa, (California Sycamore) more than twelve inches in diameter when measured at a point four feet above the natural grade at the base of the tree. ■ Umbellularia californica, (California Bay Laurel) more than twelve inches in diameter when measured at a point four feet above the natural grade at the base of the tree. ■ Juglans californica, (California Black Walnut) more than twelve inches in diameter when measured at a point four feet above the natural grade at the base of the tree. ■ Heteromeles (Photinia) arbutafolia, (California Holly) or (Toyon) more than twelve inches in diameter when measured at a point four feet above the natural grade at the base of the tree.
■ Trees of the above listed species with multiple trunks are deemed to have reached the required diameter if the sum of the diameters of the multiple trunks exceeds the diameter required for a single trunk tree by two inches.

Observations/Discussion
Dudek arborist Christopher J. Kallstrand performed an updated site visit on August 30, 2023, to reevaluate the trees located at the intersection of Ynez Road and Rancho Vista Road, as well as 10 additional trees located along Ynez Road immediately adjacent to the proposed project. The updated site visit was completed following the removal of an encampment of those experiencing homelessness that previously prevented safe access to the site. The subsequent removal of the encampment allowed for safe access to the tree understory, allowing for a more complete analysis of the total number of trees and the overall site conditions. Furthermore, Dudek mapped and evaluated 10 additional trees located along Ynez Road immediately adjacent to the proposed project. In total, Dudek evaluated 18 trees located along the northeast side of Ynez Road between Rancho Vista Road to the southeast and an active construction site to the northwest.

Pursuant to the Guide for Plant Appraisal (ISA 2000), tree health and structure were evaluated with respect to five tree components: roots, trunk(s), scaffold branches, small branches, and foliage. Each component of the tree was assessed for health factors such as insect, fungal, or pathogen damage; fire damage; mechanical damage; presence of decay; presence of wilted or dead leaves; and wound closure. Components were graded as good, fair, D U D E K JANUARY 2025

TO: KIM BERRY
SUBJECT: YNEZ ROAD EXPANSION PW23-02 OAKTREE REVIEW AND MEMORANDUM UPDATE, TEMECULA, CALIFORNIA poor, or dead, with "good" representing no apparent problems, and "dead" representing a dying or dead tree.

Health rating descriptions are as follows:

Excellent. Tree has excellent health and strong vigor. No damage. Flowering and fruiting expected. Typically, only given to large, high -quality specimens (taller than 15 feet in height).

Good. Tree has good health and vigor. All branches are alive and healthy. Damage is very localized and minimal. Flowering and fruiting likely, if tree is large enough.

Fair. Tree health is average. Some stressors or damage possible, but any damage is minimal to moderate (e.g., rodent grazing, insect damage). No dead/broken branches.

Poor. Tree is under stress, and overall health is in decline, or tree has taken significant damage. Mortality likely unless stressors relieved and/or conditions change. Broken/dead limbs likely present.

Critical. Tree is in extreme decline. One or more branches dead. One or more branches dying. Physical damage likely present. Damage is significant and extensive. Mortality expected within 2 to 4 years.

Dead. Tree is dead.

The 18 trees comprise 16 coast live oak trees and 2 California sycamore trees. The individual tree diameters at standard height (4.5 feet above ground level) range from 3 to 44 inches. The tree crowns range from 5 to 50 feet across at their widest points and reach heights of up to 40 feet. In general, all the trees were found to be in fair to good health and fair to poor structural condition.

Tree no. 4, as shown in Attachment 1, Tree Location Map, was previously assessed to be a smaller tree among what was evaluated as vigorous resprouting. However, after the arborist gained access to the understory, tree no. 4 was found to be a 32-inch diameter tree with very poor form. The trunk of the tree, as shown in Attachment 2, Representative Site and Tree Photographs, has multiple stems that were cut and recut at an early age, resulting in an abnormal branching structure that runs parallel to the ground. This abnormal, ground -parallel branching structure gives off the visual appearance of "vigorous resprouting" when evaluated from the road edge. However, as seen in Attachment 2, Representative Site and Tree Photographs, the "vigorous resprouting" is the branching structure of the tree. Additional photographs of tree no. 4 can also be seen in Attachment 2.

Based on the Heritage Tree size requirements of Section 8.48.160 of the city ordinance, seven of the trees (six coast live oak trees and one California sycamore) located within the survey area are considered Heritage Trees.

Individual tree locations are presented in Attachment 1, Tree Locations Map. Photographs of the site and its oak trees are presented in Attachment 2, Representative Site and Tree Photographs, and individual tree attributes are presented in Attachment 3, Tree Information Matrix.

Impacts
Tree impacts, as discussed in this report, are based on the information provided to Dudek by TK Consulting Inc. in January 2025 and on the results of Dudek's site evaluation on August 30, 2023. Based on the location of each of the trees and their position within the landscape, ten trees (tree nos. 1, 2, 3, 4, 9, 10, 11, 12, 13, and 14) will require removal to accommodate the proposed project. Tree nos. 4, 9, 10, and 14 are considered Heritage Trees.

Furthermore, one tree (tree no. 15) will require pruning to minimize construction -related damage and meet D U D E K JANUARY 2025

TO: KIM BERRY
SUBJECT: YNEZ ROAD EXPANSION PW23-02 OAKTREE REVIEW AND MEMORANDUM UPDATE, TEMECULA, CALIFORNIA California Department of Transportation (Caltrans) clearance standards. The single tree requiring pruning is considered a Heritage Trees. The location of the individual tree impacts, by impact type, can be found in Attachment 4, Tree Impacts.

Recom mendations/Conti usion
Based on the site evaluation, four Heritage Trees will require removal (tree nos. 4, 9, 10, and 14) and one Heritage Tree will require pruning (tree no. 15). The remaining seven trees, including four heritage trees, will be preserved in place. Based on Section 8.48.210 of the city ordinance, a permit will be required to for the removal of four Heritage Trees and pruning of one Heritage Tree. As such, Dudek recommends that TK Consulting Inc. submit a Heritage Tree permit request for the removal of four Heritage Trees and pruning of one Heritage Tree.

Furthermore, consistent with the requirements of the city's Heritage Tree Ordinance, Dudek recommends that the four removed Heritage Trees be replaced, on site, with six 48-inch box coast live oak trees and two 48-inch California sycamore trees. Should it be found that the eight trees cannot be accommodated on site, Dudek recommends TK Consulting Inc. work with the city to identify alternative planting locations.

In addition to the permit and Heritage Tree recommendations, Dudek recommends that tree no. 15 be pruned to accommodate the project and meet Caltrans clearance standards. Specifically, Dudek recommends that all pruning be conducted under the supervision of an ISA Certified Arborist, in accordance with American National Standards Institute (ANSI) A300 pruning standards, and that the tree have its crown raised on the street side to a minimum height of 15 feet to meet clearance standards.

Dudek further recommends that tree no. 15 be protected in place during the construction process in accordance with the tree protection requirements provided in Attachment 5, Tree Protection Recommendations.

This arborist memo provides conclusions and recommendations based only on a visual examination of the trees within the tree survey area by ISA Certified Arborists and reasonable reliance on the completeness and accuracy of the information provided to the arborist. The examination did not include subterranean or internal examination of the trees.

Arborists are tree specialists who use their education, knowledge, training, and experience to examine trees, recommend measures to enhance the beauty and health of trees, and attempt to reduce the risk of living near them. Although trees provide many benefits to those who live near them, they also include inherent risks from breakage or failure that can be minimized but not eliminated.

To live or work near trees is to accept some degree of risk. Neither the author of this arborist report nor Dudek have assumed any responsibility for or will be liable for any claims, losses, or damages for damage to any tree, death or injury to any person, or any loss of or damage to any personal or real property. Should you have any questions, please contact Chris Kallstrand at [email protected].

D U D E K JANUARY 2025

TO: KIM BERRY
SUBJECT: YNEZ ROAD EXPANSION PW23-02 OAKTREE REVIEW AND MEMORANDUM UPDATE, TEMECULA, CALIFORNIA Sincerely,
Christopher Kallstrand
Urban Forestry Specialist
Urban Forestry and Fire Protection Planning
Att.: 1. Tree Locations Map

2. Representative Site and Tree Photographs

3. Tree Information Matrix

4. Tree Impacts

5. Tree Protection Recommendations
D U D E K JANUARY 2025

Attachment 1
Tree Locations Map

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SOURCE: AERIAL-ESRI MAPPING SERVICE 2022 ATTACHMENT 1
D U D E IC © 0 40 Tree Locations Map
EEL Ynez Road Expansion Project

Attachment 2
Representative Site and Tree Photographs

Photograph 1. Overview photograph of tree nos. 1— 8.

Photograph 2. Overview photo of tree no. 9 (Photo taken facing northwest). The tree is located mid -slope on steep berm. Tree is in fair health. As a fair health tree, the tree health is average with some evidence of stressors, but any damage is minimal to moderate. Primary stressors include early evidence of oak anthracnose (fungi that produce dark, pinpoint -sized, fruiting bodies and localized necrotic spots. Early sign of twig girdler, but limited within the crow. Damage is minimal throughout the crown.

Photograph 3. Close up view of tree no. 9's lower stem. Tree is multi -stemmed and has included bark throughout the base of tree. Evidence of stem damage is present.

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Photograph 9. Overview photograph of tree nos. 12 - 18.

Photograph 12 — Overview of tree no. 18. Tree no. 18 overhangs the adjacent project site and exhibits evidence of pruning to raise the crown over the adjacent road.

Attachment 3
Tree Information Matrix

Tree No.

Botanical Name
Common Name
Stems
Individual
Stem Diameters
Height
(ft.)
Crown
Width
Health
Structure
Heritage Tree Status
Impact Status
D1
D2
D3
D4
DS
D6
1 Quercus agrifolia
Coast Live Oak
1 3
0 0
0 0
0 10
6 Fair
Fair
Non -jurisdictional
Removal
2 Quercus agrifolia
Coast Live Oak
1 3
0 0
0 0
0 10
8 1 Fair
Fair
Non -jurisdictional
Removal
3 Quercus agrifolia
Coast Live Oak
1 8
0 0
0 0
0 12
15 Fair
Poor
Non -jurisdictional
Removal
4 Quercus agrifolia
Coast Live Oak
4 32
9 9
10 0
0 20
35 Good
Poor
Heritage Tree
Removal
5 Quercus agrifolia
Coast Live Oak
1 44
0 0
0 0
0 30
50 Fair
Fair
Heritage Tree
Preserve
6 Quercus agrifolia
Coast Live Oak
1 10
0 0
0 0
0 25
15 Fair
Poor
Non -jurisdictional
Preserve
7 Quercus agrifolia
Coast Live Oak
2 16
9 0
0 0
0 25
20 Fair
Fair
Non -jurisdictional
Preserve
8 Quercus agrifolia
Coast Live Oak
1 11
0 0
0 0
0 25
15 Fair
Poor
Non -jurisdictional
Preserve
9 Quercus agrifolia
Coast Live Oak
5 12
15 15
23 10
0 30
35 Fair
Fair
Heritage Tree
Removal
10 Quercus agrifolia
Coast Live Oak
4 12
12 15
16 0
0 30
35 Fair
Fair
Heritage Tree
Removal
11 Quercus agrifolia
Coast Live Oak
3 5
5 3
0 0
0 15
10 Good
Fair
Non -jurisdictional
Removal
12 Quercus agrifolia
Coast Live Oak
4 6
6 5
3 0
0 18
10 Fair
Fair
Non -jurisdictional
Removal
13 Platanus racemosa
California
Sycamore
2 6
6 0
0 0
0 20
10 Fair
Fair
Non -jurisdictional
Removal
14 Platanus racemosa
California
Sycamore
1 27
0 0
0 0
0 35
35 Fair
Fair
Heritage Tree
Removal
15 Quercus agrifolia
Coast Live Oak
1 26
0 0
0 0
0 35
40 Fair
Fair
Heritage Tree
Preserve - Clearance Prune
16 Quercus agrifolia
Coast Live Oak
2 35
13 0
0 0
0 40
40 Good
Fair
Heritage Tree
Preserve
17 Quercus agrifolia
Coast Live Oak
2 32
10 0
0 0
0 35
30 Good
Fair
Heritage Tree
Preserve
18 Quercus agrifolia
Coast Live Oak
1 34
0 0
0 0
0 40
40 Good
Fair
Heritage Tree
Preserve

Attachment 4
Tree Impacts

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ATTACHMENT 4
Tree Impacts Map
Ynez Road Expansion Project

Attachment 5
Tree Protection Recommendations

ATTACHMENT 5 / TREE PROTECTION MEASURES
Tree Protection Measures
The following tree protection measures are provided as general guidelines for tree protection from construction impacts. The measures presented should be monitored by arborists and enforced by contractors and developers for maximum benefit to the trees.

Tree Protection Measures Prior to Construction
Prior to any construction activity (drainage, demolition, material removal or delivery), oak and landmark trees with canopies that fall within 30 feet of construction activity shall be protected by fencing and signage. All contractors shall be made aware of the tree protection measures. A project arborist shall be assigned to monitor tree health and construction activity near retained trees on site. The project arborist shall be an International Society of Arboriculture (ISA) Certified Arborist.

Fencing. A 6-foot high, chain link fence with tree protection signs shall be erected around all trees (or tree groups) with canopies that fall within 30 feet of construction activity. The protective fence should be installed at a distance from the trunk that is equal to the dripline radius plus 5 feet (protected tree zone). For any trees that would be encroached upon by construction activities, fencing shall be placed as far away from trunk of the tree as possible while still allowingthe required construction activities to proceed. This fencing will delineate the tree protection zone and prevent unwanted activity in and around the trees in order to reduce soil compaction in the root zones of the trees and other damage from heavy equipment. Fences are to be mounted on two-inch diameter galvanized iron posts, driven into the ground to a depth of at least 2-feet at no more than 10-foot spacing. In areas where fencing is located on paving or concrete that will not be demolished, then the posts may be supported by an appropriate grade level concrete base. Tree protection signs should be attached to every fourth post. The contractor shall maintain the fence to keep it upright, taut, and aligned at all times. Fencing shall be removed only after all construction activities are complete.

Pre -Construction Meeting. A pre -construction meeting shall be held between all contractors and the arborist. The arborist will instruct the contractors on tree protection practices and answer any questions. All equipment operators and spotters, assistants, or those directing operators from the ground, shall provide written acknowledgement of their receiving tree protection training. This training shall include information on the location and marking of protected trees, the necessity of preventing damage, and the discussion of work practices that will accomplish such.

Protection and Maintenance During Construction
Once construction activities have begun, the following measures shall be adhered to:

Avoidance: Signs, ropes, cables, or any other items shall not be attached to any tree.

Equipment Operation and Storage. Operating heavy machinery around the root zones of trees will increase soil compaction, which decreases soil aeration and subsequently reduces water penetration in the soil. All heavy equipment and vehicles shall stay out of the fenced tree protection zone, unless where specifically approved in writing by the City Arborist and under the supervision of an ISA Certified Arborist Storage and Disposal. Do not store or discard any supply or material, including paint, lumber, concrete overflow, etc. within the fenced tree protection zone. Remove all foreign debris within the fenced tree protection zone; it is important D U D E K 15504 5-1
AUGUST 2023

ATTACHMENT 5 / TREE PROTECTION MEASURES
to leave the duff, mulch, chips, and leaves around the retained trees for water retention and nutrients. Avoid draining or leakage of equipment fluids near retained trees. Fluids such as: gasoline, diesel, oils, hydraulics, brake and transmission fluids, paint, paint thinners, and glycol (anti -freeze) should be disposed of properly. Keep equipment parked outside of the fenced tree protection zone of retained trees to avoid the possibility of leakage of equipment fluids into the soil. The effect of toxic equipment fluids on the retained trees could lead to decline and death.

Moving Construction Materials. Moving Construction Materials: Care will be taken when moving equipment or supplies near the trees, especially overhead. Avoid damaging the tree(s) when transporting or moving construction materials and working around retained trees (even outside of the fenced tree protection zone). Above ground tree parts that could be damaged (e.g., low limbs, trunks) should be flagged with red ribbon. If contact with the tree crown is unavoidable, prune the conflicting branch(es) using ISA or ANSI A300 standards.

Grade Changes. Grade changes, including adding fill, are not permitted within the tree protection zone, without special written authorization and under supervision by a Certified Arborist. Lowering the grade within this area will necessitate cutting main support and feeder roots, jeopardizing the health and structural integrity of the tree(s).

Adding soil, even temporarily, on top of the existing grade will compact the soil further, and decrease both water and air availability to the trees' roots.

Root Pruning. Except where specifically approved in writing, all trenching shall be outside of the fenced tree protection zone. Roots primarily extend in a horizontal direction, forming a support base to the tree similar to the base of a wineglass. Where trenching is necessary in areas that contain tree roots, prune the roots using a Dosko root pruner or equivalent. All cuts shall be clean and sharp, to minimize ripping, tearing, and fracturing the root system. The trench shall be made no deeper than necessary.

Trenching. Unless a Tree Permit has been issued for trenching activity within the fenced tree protection zone, all trenching shall be outside of the fenced tree protection zone. Roots primarily extend in a horizontal direction forming a support base to the tree similar to the base of a wineglass. Where trenching is necessary in areas that contain tree roots, prune the roots using a Dosko root pruner or equivalent. All cuts should be clean and sharp, to minimize ripping, tearing, and fracturing of the root system. The trench should be made no deeper than necessary Irrigation. Trees that have been substantially root pruned (30% or more of their root zone) will require irrigation for the first twelve months. The first irrigation should be within 48 hours of root pruning. They should be deep watered every two to four weeks during the summer and once a month during the winter (adjust accordingly with rainfall). One irrigation cycle should thoroughly soak the root zones of the trees to a depth of 3 feet. The soil should dry out between watering; avoid keeping a consistently wet soil. Designate one person to be responsible for irrigating (deep watering) the trees. Check soil moisture with a soil probe before irrigating. Irrigation is best accomplished by installing a temporary above ground micro -spray system that will distribute water slowly (to avoid runoff) and evenly throughout the fenced tree protection zone but never soaking the area located within 6- feet of the tree trunk.

Pruning. Do not prune any of the trees until all construction is completed. This will help protect the tree canopies from damage. All pruning shall be completed under the direction of an ISA Certified Arborist and using ISA guidelines. Only dead wood shall be removed from tree canopies.

Washing. Periodic washing of the foliage is recommended during construction but no more than once every two weeks.

Washing should include the upper and lower leaf surfaces and the tree bark. This should continue beyond the 1 D U D E K AUGUST 023 5 2
2023

ATTACHMENT 5 / TREE PROTECTION MEASURES
construction period at a less frequent rate with a high-powered hose only in the early morning hours. Washing will help control dirt/dust buildup that can lead to mite and insect infestations.

Inspection. An ISA Certified Arborist shall inspect the trees on at least a monthly basis for the duration of construction activity. A summary report documenting observations and management recommendations shall be submitted to the owner following each inspection. Photographs of representative trees are to be included in each report.

Maintenance After Construction
Once construction is complete the tree protection fencing may be removed and the following measures performed to sustain and enhance the vigor of the preserved trees.

Mulch. Provide a 4-inch mulch layer of mulch under the canopy of trees. Mulch shall be clean and organic and provide long-term soil conditioning, soil moisture retention, and soil temperature control.

Pruning. Pruning should only be done to maintain clearance and remove broken, dead or diseased branches.

Pruning shall only take place following a recommendation by an ISA Certified Arborist and performed under the supervision of an ISA Certified Arborist. No more than 15% of the canopy shall be removed at any one time. All pruning shall conform to ISA or ANSI A300 standards.

Watering. Retained trees on site shall be watered as they were prior to the commencement of construction activity.

Supplemental irrigation may be necessary for twelve months following substantial root pruning.

Watering Adjacent Plant Material. All plants near the trees shall be compatible with water requirements of said trees. Watering regime included in the site's landscape plan shall be developed with consideration for the water needs of retained trees.

Spraying. If the trees are maintained in a healthy state, regular spraying for insect or disease control should not be necessary. If a problem does develop, an ISA Certified Arborist should be consulted; the trees may require application of insecticides to prevent the intrusion of bark -boring beetles and other invading pests. All chemical spraying should be performed by a licensed applicator under the direction of a licensed pest control advisor.

Inspection. All trees within 30 feet of construction activity shall be monitored by an ISA Certified Arborist for the first two years after construction completion. An annual monitoring report shall be submitted to the City Arborist. Each report shall summarize the inspection efforts, document observations and management actions taken, include photographs of each tree, and compare postconstruction tree conditions with the original, pre -construction baseline condition. If any retained trees die within this inspection period, they shall be replaced at a ratio approved by the City. 1 D U D E K AUGUST 023 5 3
2023

ATTACHMENT 5 / TREE PROTECTION MEASURES

INTENTIONALLY LEFT BLANK
D U D E K 15504 5-4
AUGUST 2023

ODEEMT
Initial Study/Mitigated Negative Declaration
❑� CONSULTING Ynez Road Improvement -Phase I, PW23-02
Appendix C
Cultural Resource Assessment Ynez Road Improvements Project BCR Consulting
August 7, 2025

CULTURAL RESOURCES ASSESSMENT
Ynez Road Improvements Project
Temecula, Riverside County, California
Prepared for:

Travis J. McGill
Director/ Biologist
ELMT Consulting
2201 North Grand Avenue #10098
Santa Ana, California 92711
Prepared by:

Nick Shepetuk, M.A., RPA
BCR Consulting LLC
505 W. 81" Street
Claremont, California 91711
Project No. EMT2502
Data Base (NADB) Information:

Type of Study: Reconnaissance Survey
Resources Recorded: None
USGS Quadrangle: 7.5-minute Temecula (1975), Murrieta, California (1979) 0�

BCRCQNSULTING LLC
August 7, 2025

AUGUST 7, 2025 BCR CONSULTING LLC

YNEZ ROAD IMPROVEMENTS PROJECT

CULTURAL RESOURCES ASSESSMENT

MANAGEMENT SUMMARY
BCR Consulting LLC (BCR Consulting) is under contract to ELMT Consulting to complete a Cultural Resources Assessment of the Ynez Road Improvements Project (the project) located in Temecula, Riverside County, California. A cultural resources records search, reconnaissance level pedestrian field survey, Sacred Lands File search with the Native American Heritage Commission, and paleontological resources overview were conducted for the project in partial fulfillment of the California Environmental Quality Act (CEQA).

The records search revealed that 71 cultural resource studies have taken place resulting in the recording of 35 cultural resources within one mile of the project site. Of the 71 previous studies, three have assessed the project site and no cultural resources have been previously identified within its boundaries. During the field survey, BCR Consulting did not discover any cultural resources, including prehistoric or historic -period archaeological sites or historic - period buildings, within the project boundaries. Based on these results, no significant impacts related to archaeological resources are anticipated and no further investigations or monitoring are recommended for any proposed project activities.

The current study attempted to determine whether significant archaeological deposits were present on the proposed project site. Although none were yielded during the records search and field survey, ground -disturbing activities have the potential to reveal buried deposits not observed on the surface. Prior to the initiation of ground -disturbing activities, field personnel should be alerted to the possibility of buried prehistoric or historic archaeological deposits. In the event that field personnel encounter buried archaeological materials, work in the immediate vicinity of the find should cease and a qualified archaeologist should be retained to assess the significance of the find. The qualified archaeologist should have the authority to stop or divert construction excavation as necessary. If the qualified archaeologist finds that any archaeological resources present meet eligibility requirements for listing on the California Register of Historical Resources (California Register) or the National Register of Historic Places (National Register), plans for the treatment, evaluation, and mitigation of impacts to the find will need to be developed. Prehistoric or historic archaeological materials that may be encountered during ground -disturbing activities include:
• historic -period artifacts such as glass bottles and fragments, cans, nails, ceramic and pottery fragments, and other metal objects;
• historic -period structural or building foundations, walkways, cisterns, pipes, privies, and other structural elements;
• prehistoric flaked -stone artifacts and debitage (waste material), consisting of obsidian, basalt, and or cryptocrystalline silicates;
• groundstone artifacts, including mortars, pestles, and grinding slabs; • dark, greasy soil that may be associated with charcoal, ash, bone, shell, flaked stone, groundstone, and fire affected rocks;
• human remains.

AUGUST 7, 2025 BCR CONSULTING LLC

YNEZ ROAD IMPROVEMENTS PROJECT

CULTURAL RESOURCES ASSESSMENT
initiate and carry out the required Native American Consultation, the results of the consultation are not provided in this report. However, this report may be used during the consultation process, and BCR Consulting staff is available to answer questions and address concerns as necessary. A representative from Pechanga Band of Indians accompanied BCR Consulting personnel during the pedestrian field survey.

According to CEQA Guidelines, projects subject to CEQA must determine whether the project would "directly or indirectly destroy a unique paleontological resource". The Paleontological Overview provided in Appendix D has recommended that:

The geologic units underlying the project area are mapped as the Pleistocene sandstone member of the Pauba Formation (Tan & Kennedy 2000, Geologic map of the Temecula 7.5-minute quadrangle, San Diego and Riverside counties, California: A digital database; Kennedy et al. 2003, Preliminary geologic map of the Murrieta 7.5' quadrangle, Riverside County, California). Pleistocene units such as the Pauba Formation are considered to be fossiliferous and highly paleontologically sensitive. Although the Western Science Center does not have any fossil localities within the project area or 1-mile radius, there is a fossil -bearing locality less than half a mile outside the radius and also in the Pauba Formation. Pleistocene units throughout Southern California have produced large quantities of fossils, such as the extensive collection from Diamond Valley Lake housed at Western Science Center.

Any fossil specimens recovered from the project would be scientifically significant.

Excavation activity associated with the development of the project area would impact the paleontologically sensitive Quaternary units, and it is the recommendation of the Western Science Center that a paleontological resource mitigation program be put in place to monitor, salvage, and curate any recovered fossils from the study area.

If human remains are encountered during any proposed project activities, State Health and Safety Code Section 7050.5 states that no further disturbance shall occur until the County Coroner has made a determination of disposition pursuant to Public Resources Code Section 5097.98. The County Coroner must be notified of the find immediately. If the remains are determined prehistoric, the Coroner will notify the Native American Heritage Commission (NAHC), which will determine and notify a Most Likely Descendant (MLD). With the permission of the landowner or his/her authorized representative, the MLD may inspect the site of the discovery.

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TABLE OF CONTENTS
MANAGEMENT SUMMARY................................................................................................. ii INTRODUCTION...................................................................................................................1 NATURAL SETTING.............................................................................................................1 CULTURALSETTING...........................................................................................................1 PREHISTORIC CONTEXT..............................................................................................1 ETHNOGRAPHY.............................................................................................................3 HISTORY........................................................................................................................4 PERSONNEL........................................................................................................................4 METHODS............................................................................................................................4 RESEARCH....................................................................................................................4 FIELDSURVEY..............................................................................................................5 RESULTS.............................................................................................................................5 RESEARCH....................................................................................................................5 FIELDSURVEY..............................................................................................................6 RECOMMENDATIONS.........................................................................................................6 REFERENCES......................................................................................................................8

FIGURES
1: Project Location and Vicinity Maps..................................................................................2 TABLES
A: Cultural Resource Records Search Results.....................................................................5

APPENDICES
A: RECORDS SEARCH BIBLIOGRAPHY
B: PROJECT PHOTOGRAPHS
C: NAHC SACRED LANDS FILE SEARCH
D: PALEONTOLOGICAL OVERVIEW
iv

AUGUST 7, 2025 BCR CONSULTING LLC

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INTRODUCTION
BCR Consulting LLC (BCR Consulting) is under contract to ELMT Consulting to complete a Cultural Resources Assessment of the Ynez Road Improvements Project (the project) located in the City of Temecula, Riverside County, California. A cultural resources records search, reconnaissance level pedestrian field survey, paleontological overview, and Sacred Lands File search with the Native American Heritage Commission (NAHC) were conducted for the project site in partial fulfillment of the California Environmental Quality Act (CEQA). The project site is located within a non -sectioned portion of Township 8 South, Range 3 West, San Bernardino Baseline and Meridian. It is depicted on the United States Geological Survey (USGS) Temecula, California (1975), Murrieta, California (1979) 7.5-minute topographic quadrangle (Figure 1).

NATURAL SETTING
The elevation of the project site is approximately 1,055 to 1,125 feet above mean sea level (AMSL). It has been subject to disturbances related to surface erosion (sheet washing and rilling) and surface clearing and grubbing related to a recent development project in the property adjacent to the south side of the project site. Surficial geological deposits within the project site naturally included Holocene and latest Pleistocene, unconsolidated deposits of alluvial fan gravels, sands, and silts (Tan and Kennedy 2000). The current study has not yielded any evidence that such sediments have produced raw materials used in prehistoric tool manufacture. Local rainfall ranges from 2 to 5 inches annually (Jaeger and Smith 1971:36- 37). The project has a northwesterly aspect. The mild climate of the late Pleistocene allowed pinon-juniper woodland to thrive throughout most of the Mojave Desert (Van Devender et al. 1987). The vegetation and climate during this epoch attracted significant numbers of Rancholabrean fauna, including dire wolf, saber-toothed cat, short -faced bear, horse, camel, antelope, mammoth, as well as birds which included pelican, goose, duck, cormorant, and eagle (Reynolds 1988). The drier climate of the middle Holocene resulted in the local development of complementary flora and fauna, which remain largely intact to this day.

Common native plants include creosote, cacti, rabbit bush, interior golden bush, cheesebush, species of sage, and various grasses. Common native animals include coyotes, cottontail and jackrabbits, rats, mice, desert tortoises, roadrunners, raptors, turkey vultures, and other bird species.

CULTURAL SETTING
Prehistoric Context
The local prehistoric cultural setting has been organized into many different chronological frameworks (see Warren and Crabtree 1986; Bettinger and Taylor 1974; Lanning 1963; Hunt 1960; Wallace 1958, 1962, 1977; Wallace and Taylor 1978; Campbell and Campbell 1935), although there is no definitive sequence for the entire region. The difficulties in establishing cultural chronologies for the Mojave Desert are a function of its enormous size and the small amount of archaeological excavations that have been conducted there. Moreover, throughout prehistory the Mojave Desert has been occupied sporadically by many groups, whose territories often overlap spatially and chronologically resulting in mixed artifact deposits. Due to dry climate and capricious geological processes, these artifacts rarely become integrated in -situ. Lacking a milieu hospitable to the preservation of cultural midden, geological

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Ynez Road Improvements Project ELMT Consulting
BCRCONSULTING LLC Reference: FSRII USGS Quad: Murrieta, California (1979); Temecula, California (1975)

AUGUST 7, 2025 BCR CONSULTING LLC

YNEZ ROAD IMPROVEMENTS PROJECT

CULTURAL RESOURCES ASSESSMENT
processes, these artifacts rarely become integrated in -situ. Lacking a milieu hospitable to the preservation of cultural midden, local chronologies have relied upon temporally diagnostic artifacts, such as projectile points, or upon the presence/absence of other temporal indicators, such as groundstone. Such methods are instructive, but can be limited by prehistoric occupants' concurrent use of different artifact styles, or by artifact reuse or re -sharpening, as well as researchers' mistaken diagnosis, and other factors (see Flenniken 1985; Flenniken and Raymond 1986; Flenniken and Wilke 1989). Recognizing the shortcomings of comparative temporal indicators, this study recommends review of Warren and Crabtree (1986), who have drawn upon this method to produce a commonly cited and relatively comprehensive chronology.

Ethnography
The project site is situated within the traditional boundaries of the Luiseno (Bean and Shipek 1978; Kroeber 1925). Typically, the native culture groups in southern California are named after nearby Spanish missions, and such is the case for this Takic-speaking population. For instance, the term "Luiseno" is applied to the natives inhabiting the region within the "ecclesiastical jurisdiction of Mission San Luis Rey ... [and who shared] an ancestral relationship which is evident in their cosmogony, and oral tradition, common language, and reciprocal relationship in ceremonies" (Oxendine 1983:8). The first written accounts of the Luiseno are attributed to the mission fathers. Sparkman (1908), Oxendine (1983) and others produced later documentation. Prior to Spanish occupation of California, the territory of the Luiseno extended along the coast from Agua Hedionda Creek to the south, Aliso Creek to the northwest, and the Elsinore Valley and Palomar Mountain to the east. These territorial boundaries were somewhat fluid and changed through time. They encompassed diverse environments that included coastal beaches, lagoons and marshes, inland river valleys and foothills, and mountain groves of oaks and evergreens (Bean and Shipek 1978:551).

Like other Native American groups in southern California, the Luiseno caught and collected seasonally available food resources, and led a semi -sedentary lifestyle. Luiseno villages generally were located in valley bottoms, along streams, or along coastal strands near mountain ranges sheltered in canyons, near a water source, and in a location that was easily defended. Individuals from these villages took advantage of the varied resources available.

They also established seasonal camps along the coast and near bays and estuaries to gather shellfish and hunt waterfowl (Kroeber 1925, Bean and Shipek 1978). The Luiseno lived in small communities, which were the focus of family life. Luiseno villages were politically independent, administered by a hereditary chief, and occupied by patrilineally linked extended families (Kroeber 1925; Bean and Shipek 1978). The Luiseno believed in private property, which covered items and land owned by the village, as well as items (houses, gardens, ritual equipment, trade beads, eagle nests, and songs) owned by individuals. Trespass against any property was punished (Bean and Shipek 1978:551). Luiseno subsistence was based primarily on seeds like acorns, grass seed, Manzanita, sunflower, sage, chia, and pine nuts.

Seeds were dried and ground to be cooked into a mush. Game animals such as deer, rabbit, jackrabbit, wood rat, mice, antelope, and many types of birds supplemented their vegetal intake (Lightfoot and Parrish 2009:341-362). The Luiseno utilized fire for crop management and communal rabbit drives (ibid.; Bean and Shipek 1978:552). 3 AUGUST 7, 2025 BCR CONSULTING LLC

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CULTURAL RESOURCES ASSESSMENT
History
Historic -era California is generally divided into three periods: the Spanish Period (1769 to 1821), the Mexican Period (1821 to 1848), and the American Period (1848 to present).

Spanish Period. The first European to pass through the vicinity was most likely Father Francisco Garces. Having become familiar with the area, Father Garces acted as a guide to Juan Bautista de Anza, who was commissioned to lead a group across the desert from a Spanish outpost in Arizona to set up quarters at the Mission San Gabriel in 1771 near what today is Pasadena (Beck and Haase 1974). Garces was followed by Alta California Governor Pedro Fages, who briefly explored the region in 1772. Searching for San Diego Presidio deserters, Fages had traveled through Riverside to San Bernardino, crossed the mountains into the Mojave Desert, and then to the San Joaquin Valley (Beck and Haase 1974).

Mexican Period. In 1821, Mexico overthrew Spanish rule and the missions began to decline.

By 1833, the Mexican government passed the Secularization Act, and the missions, reorganized as parish churches, lost their vast land holdings, and released their neophytes (Beattie and Beattie 1974).

American Period. The American Period, 1848—Present, began with the Treaty of Guadalupe Hidalgo. In 1850, California was accepted into the Union of the United States primarily due to the population increase created by the Gold Rush of 1849. The cattle industry reached its greatest prosperity during the first years of the American Period. Mexican Period land grants had created large pastoral estates in California, and demand for beef during the Gold Rush led to a cattle boom that lasted from 1849-1855. However, beginning about 1855, the demand for beef began to decline due to imports of sheep from New Mexico and cattle from the Mississippi and Missouri Valleys. When the beef market collapsed, California ranchers lost their ranchos through foreclosure. A series of floods in 1861-1862, followed by a significant drought diminished the economic impact of local ranching. This decline combined with agricultural and real estate developments of the late 19th century, set the stage for diversified economic pursuits that have continued to proliferate (Beattie and Beattie 1974; Cleland 1941).

PERSONNEL
David Brunzell, M.A., RPA acted as the Principal Investigator for the current study. Nick Shepetuk, M.A., RPA acted as the Project Manager and compiled the technical report with contributions from BCR Consulting Staff Archaeologists John Defachelle, B.A., B.S., and Eduardo Gutierrez, B.S. BCR Consulting Staff Archaeologist Doug Kazmier, B.A., PGC completed the cultural resources records search. BCR Consulting Staff Archaeologist George Brentner, B.A., completed the pedestrian survey with Pechanga Band of Indians Representative Jocelyne Reyes.

METHODS
Research
Prior to fieldwork, a records search was conducted at the South Coastal Information Center (SCIC), located at San Diego State University. This archival research reviewed the status of all recorded historic and prehistoric cultural resources, and survey and excavation reports

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completed within a one -mile radius of the project site. The Built Environment Resource Directory (BERD) was also reviewed to determine whether the project might affect any resources that have been found eligible for National Register or California Register listing by the California Office of Historic Preservation.

Field Survey
An archaeological field survey of the project site was conducted on July 29, 2025. The survey was conducted by walking parallel transects along 100 percent of the alignment frontage, including a 15-meter buffer on either side of it, where accessible. Sediment exposures were carefully inspected for evidence of cultural resources.

RESULTS
Research
Research completed through the SCCIC revealed that 71 cultural resource studies have taken place resulting in the recording of 35 cultural resources within a one -mile radius of the project site. Of the 71 previous studies, three have assessed the project site and no cultural resources have been previously identified within or adjacent to its boundaries. A records search summary is included below, and a complete records search bibliography is provided in Attachment A.

Table A. Cultural Resource Records Search Results
USGS 7.5 Min
Quad
Resources Within One Mile of Project Site (Location)
Studies in Vicinity of
Project Site
Murrieta (1979)
P-33-1382: Historic Graves/Cemetery (1 Mile NW)
RI-201, 225, 707, 787,
and Temecula
P-33-2134: Prehistoric Milling/Lithic Scatter (1/2 Mile SW) 864, 865, 1048*,
(1975),
P-33-4949: Historic -Period Slaughterhouse (1 Mile SW)
1176, 1426, 1824,
P-33-7737: Historic -Period Hotel (1/2 Mile SW)
California
P-33-7738: Historic First National Bank (1/2 Mile SW)
1987, 2216, 2239,
P-33-7739: Historic -Period Commercial Building (1/2 Mile SW) 2360, 2388, 2434,
P-33-7740: Historic -Period Commercial Building (1/2 Mile SW) 2435, 2729, 2817,
P-33-7741: Historic -Period Commercial Building (1/2 Mile SW) 3025, 3116, 3189*,
P-33-7742: Historic -Period Commercial Building (1/2 Mile SW) 3290, 3496, 4085,
P-33-7750: Historic -Period Hotel (3/4 SW Mile )
4094, 4351, 4404*,
P-33-7751: Historic -Period House (1/2 Mile SW)
4531, 4654, 4877,
P-33-7752: Historic -Period Commercial Building (1/2 Mile SW) P-33-7754: Historic -Period Commercial Building (1/2 Mile SW) 5205, 5533, 5539,
P-33-7755: Historic -Period Church (1/2 Mile SW)
5720, 6048, 6059,
P-33-7756: Historic -Period House (3/4 Mile SW)
6612, 6831, 6877,
P-33-7758: Historic -Period House (3/4 Mile SW)
7009, 7274, 7540,
P-33-7759: Historic -Period House (3/4 Mile SW)
7574, 7646, 7879,
P-33-7760: Historic -Period House (3/4 Mile SW)
8199, 8363, 8387,
P-33-7761: Historic -Period House (3/4 Mile SW)
P-33-7762: Historic -Period House (3/4 Mile SW)
8408, 8487, 9146,
P-33-7763: Historic -Period House (3/4 Mile SW)
9161, 9257, 9446,
P-33-7764: Historic -Period House (3/4 Mile SW)
9517, 9747, 9799,
P-33-7765: Historic -Period House (3/4 Mile SW)
9810, 9913, 9966,
P-33-7767: Historic -Period House (1/2 Mile SW)
10048, 10058, 10088,
P-33-7768: Historic -Period House (1/2 Mile SW)
10114, 10220, 10414,
P-33-7769: Historic -Period House (1/2 Mile SW)
P-33-7770: Historic -Period Resource (1/2 mile SW)
10483, 10790, 11082,
11129
5 AUGUST 7, 2025 BCR CONSULTING LLC

YNEZ ROAD IMPROVEMENTS PROJECT

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USGS 7.5 Min
Quad
Resources Within One Mile of Project Site (Location)
Studies in Vicinity of
Project Site
P-33-7771: Historic -Period House (3/4 Mile SW)
P-33-7772: Historic -Period House (3/4 Mile SW)
P-33-7773: Historic -Period House (3/4 Mile SW)
P-33-7774: Historic -Period House (3/4 Mile SW)
P-33-13686: Unspecified Prehistoric Resource (5/8 Mile NE) P-33-13712: Prehistoric Milling Feature (3/4 Mile SW)
P-33-19848: Historic -Period House (1/2 Mile SW)
P-33-26828: Isolated Prehistoric Artifact (1/2 Mile NE) *Previously assessed project site.

Field Survey
During the field survey, Mr. Brentner and Jocelyne Reyes carefully inspected the project site, and identified no cultural resources (including historic -period or prehistoric archaeological sites, or historic -period architectural resources) of any kind within the project site boundaries.

The project site has been subject to severe disturbances associated with modern landscaping, and the construction of roads and nearby residential areas. Surface visibility was approximately 65 to 70 percent within the project site. Sediments observed were comprised of a light brown sandy loam.

RECOMMENDATIONS
The records search and field survey did not identify any cultural resources, including prehistoric or historic -period archaeological sites or historic -period buildings, located within or adjacent to the project boundaries. Based on these results, no significant impacts related to archaeological resources are anticipated and no further investigations or monitoring are recommended for any proposed project activities.

The current study attempted to determine whether significant archaeological deposits were present on the proposed project site. Although none were yielded during the records search and field survey, ground -disturbing activities have the potential to reveal buried deposits not observed on the surface. Prior to the initiation of ground -disturbing activities, field personnel should be alerted to the possibility of buried prehistoric or historic archaeological deposits. In the event that field personnel encounter buried archaeological materials, work in the immediate vicinity of the find should cease and a qualified archaeologist should be retained to assess the significance of the find. The qualified archaeologist should have the authority to stop or divert construction excavation as necessary. If the qualified archaeologist finds that any archaeological resources present meet eligibility requirements for listing on the California Register of Historical Resources (California Register) or the National Register of Historic Places (National Register), plans for the treatment, evaluation, and mitigation of impacts to the find will need to be developed. Prehistoric or historic archaeological materials that may be encountered during ground -disturbing activities include:
historic -period artifacts such as glass bottles and fragments, cans, nails, ceramic and pottery fragments, and other metal objects;
historic -period structural or building foundations, walkways, cisterns, pipes, privies, and other structural elements;
n.

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• prehistoric flaked -stone artifacts and debitage (waste material), consisting of obsidian, basalt, and or cryptocrystalline silicates;
• groundstone artifacts, including mortars, pestles, and grinding slabs; • dark, greasy soil that may be associated with charcoal, ash, bone, shell, flaked stone, groundstone, and fire affected rocks;
• human remains.

Findings were positive during the Sacred Lands File search with the NAHC. The NAHC recommended contacting the Pechanga Band of Indians for more information. The City will initiate Assembly Bill (AB) 52 Native American Consultation for the project. Since the City will initiate and carry out the required Native American Consultation, the results of the consultation are not provided in this report. However, this report may be used during the consultation process, and BCR Consulting staff is available to answer questions and address concerns as necessary. A representative from Pechanga Band of Indians accompanied BCR Consulting personnel during the pedestrian field survey.

Any fossil specimens recovered from the project would be scientifically significant.

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of the landowner or his/her authorized representative, the MLD may inspect the site of the discovery.

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REFERENCES
Beattie, George W., and Helen P. Beattie
1974 Heritage of the Valley: San Bernardino's First Century. Biobooks: Oakland.

Bean, Lowell John, and Florence Shipek
1978 California, edited by R.F. Heizer. Handbook of North American Indians, Vol. 8, W.C.

Sturtevant, general editor, Smithsonian Institution, Washington, D.C.

Bean, Lowell John and Katherine Siva Saubel
1972 Temalpakh. Malki Museum Press. Banning, California.

Beck, Warren A., and Ynez D. Haase
1974 Historical Atlas of California. Oklahoma City: University of Oklahoma Press.

Bettinger, Robert L., and R.E. Taylor
1974 Suggested Revisions in Archaeological Sequences of the Great Basin and Interior Southern California. Nevada Archaeological Survey Research Papers 3:1-26.

Campbell, E., and W. Campbell
1935 The Pinto Basin. Southwest Museum Papers 9:1-51.

Cleland, Robert Glass
1941 The Cattle on a Thousand Hills —Southern California, 1850-80. San Marino, California: Huntington Library.

Flenniken, J.J.
1985 Stone Tool Reduction Techniques as Cultural Markers. Stone Tool Analysis: Essays in Honor of Don E. Crabtree, edited by M.G. Plew, J.C. Woods, and M.G. Pavesic.

University of New Mexico Press, Albuquerque.

Flenniken, J.J. and A.W. Raymond
1986 Morphological Projectile Point Typology: Replication, Experimentation, and Technological Analysis. American Antiquity 51:603-614.

Flenniken, J.J. and Philip J. Wilke
1989 Typology, Technology, and Chronology of Great Basin Dart Points. American Anthropologist 91:149-158.

Hannah, Michele
2017 Pechanga's Comments on the Cultural Resources Report, from email dated 2/10/17. On File at BCR Consulting.

Hunt, Alice P.
1960 The Archaeology of the Death Valley Salt Pan, California. University of Utah Anthropological Papers No. 47.

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Kenney, M.D.
1999 Introduction to the Natural History of Southern California. California Natural History Guides: 13. Los Angeles: University of California Press.

Kroeber, Alfred L.
1925 Handbook of the Indians of California. Bureau of American Ethnology Bulletin 78.

Washington D.C.: Smithsonian Institution. Reprinted in 1976, New York: Dover Publications.

Lanning, Edward P.
1963 The Archaeology of the Rose Spring Site (Iny-372). University of California Publications in American Archaeology and Ethnology 49(3):237-336.

Lightfoot, Kent G., Otis Parrish
2009 California Indians and Their Environment, an Introduction. University of California Press, Berkeley.

Morton, D.M.
1972 Geology of the Lakeview -Perris Quadrangle, Riverside County, California, CDMG, Map Sheet 19, Scale 1:24,000.
1977 Surface Deformation in Part of the San Jacitno Valley, Southern California, in Journal of Research, Vol. 5, No. 1, Jan -Feb. 1977, pp. 117-124.

Oxendine, Joan
1983 The Luiseno Village During the Late Prehistoric Era. Unpublished PhD Dissertation, Department of Anthropology, University of California, Riverside.

Reynolds, R.E.
1988 Paleontologic Resource Overview and Management Plan for Edwards Air Force Base, California. San Bernardino County Museum, Redlands, California.

Rogers, M.J.
1965 Early Lithic Industries of the Lower Basin of the Colorado River and Adjacent Desert Areas. San Diego Museum Papers No. 3.

Sparkman, Philip S.
1908 The Culture of the Luiseno Indians. University of California Publications in American Archaeology and Ethnology 8(4). University of California, Berkeley.

United States Geological Survey
1975 Temecula, California 7.5-minute topographic quadrangle map 1997 Pechanga, California 7.5-minute topographic quadrangle map 10 AUGUST 7, 2025

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Wallace, William J.
1958 Archaeological Investigation in Death Valley National Monument. University of California Archaeological Survey Reports 42:7-22.
1962 Prehistoric Cultural Development in the Southern California Deserts. American Antiquity 28(2):172-180.
1977 A Half Century of Death Valley Archaeology. The Journal of California Anthropology 4(2):249-258.

Wallace, William J., and Edith S. Taylor
1978 Ancient Peoples and Cultures of Death Valley National Monument. Acoma Books, Ramona, California.

Warren, Claude N., and R.H. Crabtree
1986 The Prehistory of the Southwestern Great Basin. In Handbook of the North American Indians, Vol. 11, Great Basin, edited by W.L. d'Azevedo, pp.183-193.

W.C. Sturtevant, General Editor. Smithsonian Institution, Washington D.C. 11 AUGUST 7. 2025

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/_1,»►1 11 ►.I_1

RECORDS SEARCH BIBLIOGRAPHY

Report List
Report No. Other IDs Year Author(s) Title
Affiliation Resources
RI-00201
NADB-R - 1080258;
1980 Nancy A. Wittney-
Archaeological Assessment
Scientific Surveys Inc.

Voided - MF-0194
Desautele
RI-00225
NADB-R - 1080282;
1977 Ken Daly
An Archaeological Assessment of Areas A, B,
Archaeological Research
Submitter - 245;
and C, Rancho California, Riverside County,
Unit, U.C. Riverside
Voided - MF-0212
California
RI-00707
NADB-R - 1080758;
1979 Mark Roeder
An Archaeological/Paleontological Survey,
Scientific Resource
Voided - MF-0630
Inventory and Assessment of the Proposed
Surveys, Inc., Santa Ana,
San Diego "Pipeline 5" Right -of -Way and
CA
Attendant Facilities Located in the Counties
of Riverside and San Diego, California
RI-00787
NADB-R - 1080839;
1980 Larry L. Bowles and Jean
An Archaeological Assessment of Parcel
Archaeological Consulatants
Voided - MF-0708
A. Salpas
15012
RI-00864
NADB-R - 1080919;
1980 Renee Giansanti
Environment Impact Evaluation: An
Archaeological Research
Other - UCRARU
Archaeological Assessment of Tentative
Unit, U.C. Riverside
#501;
Tract 15265, Temecula Valley Area of
Voided - MF-0782
Riverside County, California
RI-00865
NADB-R - 1080920;
1980 Renee Giansanti
Environmental Impact Evaluation: An
Archaeological Research
Other - UCRARU
Archaeological Assessment of Tentative
Unit, U.C. Riverside
#502;
Tract 15458, Temecula Valley Area of
Voided - MF-0783
Riverside, California
RI-01048
NADB-R - 1081146;
1980 Christopher W. White
Cultural Resource Inventory and Impact
Archaeological Systems
Voided - MF-0991
Assessment for the KACOR/Rancho
Management, Inc.

California Property
RI-01176
NADB-R - 1081285;
1980 Roger J. Desautels
Archaeological Assessment of PM 16720
Scientific Resource
Voided - MF-1121
Surveys, Inc., Santa Ana,
CA
RI-01426
NADB-R - 1081676;
1982 BOWLES, LARRY L.

ARCHAEOLOGICAL ASSESSMENT FOR

AUTHOR(S)
Voided - MF-1496
TENTATIVE PARCEL 18254
RI-01824
NADB-R - 1082177;
1984 DROVER,

AN ARCHAEOLOGICAL ASSESSMENT OF

AUTHOR(S)
Voided - MF-1971
CHRISTOPHER E.

PARCEL MAPS 19580 AND 19626 IN

TEMECULA, CALIFORNIA
RI-01987
NADB-R - 1082407;
1985 MCCARTHY, DANIEL

AN ARCHAEOLOGICAL ASSESSMENT OF

ARCHAEOLOGICAL
Voided - MF-2177
3+ ACRES OF LAND IN THE TEMECULA
RESEARCH UNIT, U.C.

AREA OF RIVERSIDE COUNTY

RIVERSIDE
RI-02216
NADB-R - 1082647;
1988 DROVER, C.E.

AN ARCHAEOLOGICAL ASSESSMENT OF

AUTHOR(S)
Voided - MF-2403
VESTING TENTATIVE TRACT MAP 23160,

RIVERSIDE COUNTY, CALIFORNIA
33-000855
33-001726, 33-001727, 33-001728,
33-001729, 33-001730, 33-001742,
33-001753
33-000050, 33-000270, 33-002134
33-001382,33-001384

Page 1 of 8 ends

Report List
Report No. Other IDs Year Author(s) Title
Affiliation Resources
RI-02239
NADB-R - 1082672;
1988
DROVER, C.E.

AN ARCHAEOLOGICAL ASSESSMENT OF

AUTHOR(S)
Voided - MF-2430
PM 23496, RANCHO CALIFORNIA AUTO

CENTER ALTERNATIVE II, RIVERSIDE

COUNTY, CALIFORNIA
RI-02360
NADB-R - 1082826;
1988

SCIENTIFIC
ARCHAEOLOGICAL ASSESSMENT FORM:

SCIENTIFIC RESOURCE
Voided - MF-2569

RESOURCE SURVEYS,

MURRIETA AREA OF RIVERSIDE COUNTY
SURVEYS, INC.

INC.

RI-02388
NADB-R - 1082886;
1988

KELLER, JEAN SALPAS

AN ARCHAEOLOGICAL ASSESSMENT OF

AUTHOR(S)
Voided - MF-2628
PLOT PLAN 10.864, RIVERSIDE COUNTY,

CALIFORNIA
RI-02434
NADB-R - 1082926;
1989
DROVER, C.E.

AN ARCHAEOLOGICAL ASSESSMENT OF

AUTHOR(S)
Voided - MF-2667
PLOT PLAN 1101, RIVERSIDE COUNTY,

CALIFORNIA
RI-02435
NADB-R - 1085211;
1997
KELLER, JEAN A.

A PHASE I CULTURAL RESOURCES
AUTHOR
Submitter - PA 97-
ASSESSMENT OF TUSCANY RIDGE PA97-
0089;
0089 13.80 ACRES OF LAND LOCATED IN
Voided - MF-2667

TEMECULA, RIVERSIDE COUNTY,

CALIFORNIA USGS MURRIETA,
CALIFORNIA QUADRANGLE, 7.5' SERIES
RI-02729
NADB-R - 1083339;
1990
KELLER, JEAN A.

AN ARCHAEOLOGICAL ASSESSMENT OF
AUTHOR
Voided - MF-2934
TENTATIVE TRACT MAP 25980 RIVERSIDE

COUNTY, CALIFORNIA
RI-02817
NADB-R - 1083423;
1990

DROVER,

AN ARCHAEOLOGICAL ASSESSMENT OF
AUTHOR
Voided - MF-3017
CHRISTOPHER E.

TENTATIVE TRACT 23990 TEMECULA,

CALIFORNIA
RI-03025
NADB-R - 1083572;
1990

DROVER,

AN ARCHAEOLOGICAL ASSESSMENT OF
AUTHOR
Voided - MF-3250
CHRISTOPHER E.

TENTATIVE TRACT 25981, TEMECULA,
RIVERSIDE COUNTY, CALIFORNIA.

RI-03116
NADB-R - 1081142;
1987
BISSELL, R.M.

A CULTURAL RESOURCES

RMW PALEO
Voided - MF-3338

RECONNAISSANCE OF TENTATIVE
PARCEL NO. 22515 NEAR TEMECULA,

RIVERSIDE COUNTY, CALIFORNIA
RI-03189
NADB-R - 1083751;
1990

PEAK AND

CULTURAL RESOURCES ASSESSMENT

PEAK AND ASSOCIATES
Other - 89-90;
ASSOCIATES and Brian

OF AT&T'S PROPOSED SAN BERNARDINO
& BRIAN F. MOONEY
Voided - MF-3408
F. Mooney Associates

TO SAN DIEGO FIBER OPTIC CABLE, SAN

ASSOCIATES

BERNARDINO, RIVERSIDE AND SAN

DIEGO COUNTIES, CALIFORNIA

Page 2 of 8 ends

Report List
Report No. Other IDs Year Author(s) Title
RI-03290 NADB-R - 1083888; 1991 KELLER, JEAN A.

Voided - MF-3523
RI-03496
NADB-R - 1084178;
1992

JONES & STOKES
Voided - MF-3757
ASSOCIATES, INC.

RI-04085
NADB-R - 1085241;
1998

HORNE, MELINDA
Other - TR3552;
Voided - MF-4536
RI-04094
NADB-R - 1085266;
1998

LOVE, BRUCE, BAI
Submitter - 316;
"TOM" TANG, and
Voided - MF-4556
Michael Hogan
RI-04351
NADB-R - 1085649;
1999
KELLER, JEAN A.

Voided - MF-4847
RI-04404
NADB-R - 1085736;
2000

JONES AND STOKES
Voided - MF-4913
ASSOCIATES, INC.

RI-04531 NADB-R - 1085892; 2001 DUKE, CURT
Submitter - PBM031
RI-04654 NADB-R - 1086013 2002 KELLER, JEAN A.

Affiliation Resources

AN ARCHAEOLOGICAL ASSESSMENT OF

AUTHOR(S)
TENTATIVE PARCEL MAP 26845, 3.68

ACRES OF LAND IN TEMECULA,

RIVERSIDE COUNTY, CALIFORNIA, USGS

TEMECULA, CALIFORNIA QUADRANGLE,

7.5' SERIES

ARCHAEOLOGICAL SURVEY REPORT

JONES & STOKES

FOR RIVERSIDE COUNTY MURRIETA
ASSOCIATES, INC.

CREEK FLOOD CONTROL PROJECT

CULTURAL RESOURCES SURVEY OF A

APPLIED EARTHWORKS

7.5 ACRE PARCEL LOCATED AT THE

WESTERN EDGE OF TEMECULA VALLEY,

RIVERSIDE COUNTY, CALIFORNIA
CULTURAL RESOURCES REPORT:

CRM TECH

PROPOSED GENERAL MOTORS

DEALERSHIP AT INTERSECTION OF

SOLONA WAY AND YNEZ ROAD CITY OF

TEMECULA, RIVERSIDE COUNTY,

CALIFORNIA

A PHASE I CULTURAL RESOURCES
AUTHOR

ASSESSMENT OF TEMECULA VILLAGE
(PA 99-0309/ PA 99-0310/ PA 99-0311),

22.97 ACRES OF LAND IN TEMECULA,
RIVERSIDE COUNTY, CALIFORNIA.

FINAL CULTURAL RESOURCES

JONES AND STOKES

INVENTORY REPORT FOR THE WILLIAMS
ASSOCIATES, INC.

COMMUNICATIONS, INC., FIBER OPTIC

CABLE SYSTEM INSTALLATION PROJECT,

RIVERSIDE TO SAN DIEGO, CALIFORNIA
VOL I -IV.

LETTER REPORT: CULTURAL RESOURCE LSA ASSOCIATES, INC.

ASSESSMENT FOR CINGULAR WIRELESS
FACILITY NO. SD 457-01, RIVERSIDE

COUNTY, CALIFORNIA

A PHASE I CULTURAL RESOURCES AUTHOR

ASSESSMENT OF TENTATIVE TRACT MAP
30169, 4.57 ACRES OF LAND IN THE CITY

OF TEMECULA, RIVERSIDE COUNTY,

CALIFORNIA
33-001085
33-000816, 33-000817, 33-000862,
33-001845, 33-002970, 33-003081,
33-003839, 33-004202, 33-004624,
33-004744, 33-004768, 33-007587,
33-007601, 33-008105, 33-008172,
33-009772, 33-009773, 33-009774,
33-009775, 33-009776

Page 3 of 8 ends

Report List
Report No. Other IDs Year Author(s) Title
RI-04877 NADB-R - 1086239 2003 PEAK & ASSOCIATES,
INC.

RI-05205 NADB-R - 1086568 2000 WHITE, LAURIE
RI-05533 NADB-R - 1086896 2006 KELLER, JEAN A.

RI-05539 NADB-R - 1086902 2006 KELLER, JEAN
:7Q�kff��1•►/9�1:�:ai[�I:71�%ic��Z�b'>•:/•1:7»:��L'1�:7N7��7 RI-06048 NADB-R - 1087411 2005 TETRA TECH, INC.

RI-06059 NADB-R - 1087422
RI-06612 NADB-R - 1087979;
Submitter - CRM

TECH CONTRACT
#1866
2004 ANDREWS, SHERRI
2006 TANG, BAI "TOM",

MICHAEL HOGAN,

JOSH SMALLWOOD
and THOMAS

SHACKFORD
Affiliation Resources

CULTURAL RESOURCES ASSESSMENT

PEAK & ASSOCIATES,

OF THE PROPOSED TEMECULA VALLEY
INC.

REGIONAL WATER RECLAMATION

FACILITY EFFLUENT PIPELINE,

RIVERSIDE COUNTY, CALIFORNIA

RECORDS SEARCH RESULTS FOR

MICHAEL BRANDMAN
SPRINT PCS FACILITY RV35XC0099C

ASSOCIATES
(TOWER PLAZA/ RANCHO CA TOWN

CENTER), CITY OF TEMECULA,

RIVERSIDE COUNTY, CA

A PHASE I CULTURLA RESOURCES

JEAN KELLER

ASSESSMENT OF TENTATIVE TRACT MAP
30434, +/-31.98 ACRES OF LAND IN THE

CITY OF TEMECULA, CALIFORNIA

A PHASE I CULTURAL RESORUCES

JEAN KELLER

ASSESSMENT OF TENTATIVE PARCEL
MAP 30404, +/-5.19 ACRES OF LAND IN

THE CITY OF TEMECULA, RIVERSIDE

COUNTY, CALIFORNIA

PHASE I CULTURAL RESOURCES

BONTERRA CONSULTING

ASSESSMENT OF THE PROPOSED SELBY

21.22 ACRE DEVELOPMENT PROJECT,

TEMECULA, RIVERSIDE COUNTY, CA

A PHASE I ARCHAEOLOGICAL SURVEY
TETRA TECH, INC.

OF 4 ACRES FOR THE PROPOSED
ELITE'S PLAZA PROJECT (APN 921-060-
044, 921-060-046, 921-060-053) LOCATED

EAST OF JEFFERSON AVENUE AND

NORTH OF RANCHO CALIFORNIA ROAD,

IN THE CITY OF TEMECULA, RIVERSIDE

COUNTY,CALIFORNIA
ARCHAEOLOGICAL STUDY OF LOT 11

ASM AFFILIATES

BUISNESS CENTER DRIVE, RIVERSIDE

COUNTY, CALIFORNIA

HISTORICAL/ARCHAEOLOGICAL

CRM TECH
RESOURCES SURVEY REPORT:

ASSESSOR'S PARCEL NUMBER 922-130-
016, CITY OF TEMECULA, RIVERSIDE
COUNTY. CALIFORNIA
33-010986
33-007770

Page 4 of 8 ends

Report List
Report No. Other IDs
Year Author(s)
Title
Affiliation
Resources
RI-06831 Submitter - CRM
2007 Tang, Bai "Tom", Michael
Historical/Archaeological Resources Survey

CRM TECH
TECH Contract No.

Hogan, Clarence
Report: Assessor's Parcel No. 944-290-022,
2010
Bodmer, Daniel Ballester,
in the City of Temecula, Riverside County,
and Laura H. Shaker
California
RI-06877 Other - DACW09-03-
2006 Jill Onken, Kerry D. Cato,
Geoarchaeological Evaluation for the Murrieta
Statistical Research, Inc.
33-000526
D-005;
Anne Q. Stoll, and
Creek Flood Control and Ecosystem
Submitter - Technical
Michael K. Lerch
Restoration Project, Riverside County,
Report 05-89
California
RI-07009
2006 White, Robert S. and
A Cultural Resources Assessment of
Archaeological Associates
White, Laura S.

Tentative Tract 33584, a 7.4-Acre Parcel
Located at the Northeast Corner of Mira
Loma Drive and Rancho Vista Road, City of
Temecula, Riverside County
RI-07274
2007 Robert S. White and
A Phase I Cultural Resources Assessment of
Archaeological Associates
Laura S. White
the 1 Acre YMCA at Margarita Community
Park Project (PA05-0365) Located at 29119
Margarita Road, City of Temecula, Riverside
County
RI-07540
2007 Keller, Jean A.

A Phase I Cultural Resources Assessment of
Jean A. Keller, Cultural
Pujol Street Apartments, Planning Application
Resources Consultant
07-0229, +-13.72 Acres of Land in the City of
Temecula, Riverside County, California
RI-07574
2008 Patrick McGinnis and
Phase I Archaeological Assessment of 3-
Tierra Environmental
Hillary Murphy
Acres Proposed for the Santiago
Services, Inc.

Sedimentation Basin Project, Riverside
County, California, APN 945-120-01, TPM
No. 11125
RI-07646
2005 Clifford, James, Scott
A Cultural Resources Survey for the Star
Brian F. Smith and
Mattingly, and Brian F.

World Center Project, City of Temecula,
Associates
Smith
Riverside County
RI-07879
2006 Pierson, Larry J. and
An Archaeological Report for the Mitigation
Brian F. Smith and
33-013686
Brian F. Smith
Monitoring and Reporting Program at the
Associates
Temecula Ridge Apartments Project, City of
Temecula
RI-08199
2009 Robert J. Wlodarski
Field Reconnaissance Phase for the
Cellular Archaeological
Proposed AT&T Wireless
Resource Evaluations
Telecommunications Site RS0152
RI-08363
2009 Kathy Anderson and
Old Town Specific Plan Amendment,
Environmental Science
33-007737, 33-007738, 33-007739,
Madeleine Bray
Temecula, Riverside County, California.

Associates
33-007740, 33-007750, 33-007752,
33-007757, 33-007758, 33-007759,
33-007760, 33-007761, 33-007773

Page 5 of 8 ends

SCIC 7/17/2025 1:40:07 PM

Report List
Report No. Other IDs Year Author(s) Title
Affiliation Resources
RI-08387 Other - BCR
2009 David Brunzell
Letter Report: Cultural Resources
BCR Consulting
Consulting Project
Assessment of the Distributed Antennae
No. SYN0903
Communications System Porject in the Cities
of Temecula and Murrieta, Riverside County,
California (BCR Consulting Project No.

SYN0903).

RI-08408
2009 Jean A. Keller
A Phase I Cultural Resources Assessment of
Jean A. Keller, PhD.,
Santiago Road Property APN 945-120-001
Cultural Resources
thru 004.

Consultant
RI-08487 Other - 8-RIV-
2010 M.K. Meiser, Cheryl

HISTORICAL RESOURCES EVALUATION
EDAW, Inc.

Temecula BRLO-
Bowden-Renna, Christy

REPORT FOR THE MAIN STREET BRIDGE
Main Street P.M.

Dolan, and Rebecca

REPLACEMENT PROJECT
(Project Number)
McCorkle Apple

CITY OF TEMECULA, RIVERSIDE
5459 (22)

COUNTY, CALIFORNIA
RI-09146
2013 Tracy A.Stropes and
Phase I Archaeological Assessment for the
Brian F. Smith and
Brian F. Smith
Ridge Park Project, City of Temecula,
Associates, Inc.

California
RI-09161
2009 Sara Clowery-Moreno
Archaeological Assessment for the Ridge
Brian F. Smith and
and Brian F. Smith
Park Plaza Project City of Temecula,
Associates.

California
RI-09257
2011 David Brunzell
Cultural Resources Assessment of the
BCRConsulting
NewPath Networks, LLC DAS Project in the
Archaeology Historic
Cities of Murrieta and Temecula, Riverside
Preservation Paleontology
County, California (BCR Consulting Project
No. SYN0901)
RI-09446
2015 Joan George and Josh
Cultural Resource Assessment for the
Applied Earthworks
Smallwood
Uptown Temecula Auto Spa Project, City of
Temecula, Riverside County, California
RI-09517
2014 David Brunzell
Cultural Resources Assessment of the Lyndie
BCR Consulting LLC
Project, Temecula, Riverside County,
California (BCR Consulting Project No. TRF
1408)
RI-09747 Project No. 14-00924
2014 Robert Ramirez, Jennifer
Eastern Municipal Water District Temecula
Rincon Consultants
Peterson, and Kevin Hunt
Valley Recycled Water Pipeline Project
Cultural Resources Study
RI-09799
2015 Eric A. Rodriguez and
A Class III Section 106 (NHPA) Cultural
Brian F. Smith & Associates
Brian F. Smith
Resource Study for the Southpointe Project,
SPL-2015-00849-PJB Temecula, California
33-007750, 33-007754
33-002134

Page 6 of 8 ends

Report List
Report No. Other IDs Year Author(s) Title
RI-09810 Other - LSA Project
No. TRD1701
RI-09913
RI-09966
RI-10048
Z41518 9lki:1
RI-10088
Affiliation Resources
2017 Gini Austerman Archaeological Resources Assessment PA17- LSA 0324 Marketplace Project, Assessor's Parcel
Numbers 922-360-004, 005, 006, and 007,
City of Temecula, Riverside County, California
2005 Wayne H. Bonner and
Marnie Aislin-Kay
2017 Stacie Wilson
2002 LORNA BILLAT
2009 Wayne H. Bonner and
Arabesque Said
Other - TCNS ID # 2014 Matthew Beazley and
115367 Matthew Fields
RI-10114 2015 CANDACE EHRINGER,
MICHAEL VADER, and

CHRIS LOCKWOOD
RI-10220 2009 Diane F. Bonner and
Robert J. Wlodarski
RI-10414
2018 Michael Vader
Cultural Resource Records Search and Site Michael Brandman Visit Results for T-Mobile Associates
Telecommunications Facility Candidate
IE04711A (Orchard Christian Fellowship),
42101 Moraga Road, Temecula, Riverside
County, California
Cultural Resources Survey Report for the Helix Environmental Proposed Temecula Hotel and Condominium Planning, Inc.

Project, City of Temecula, Riverside County,
California
LETTER REPORT:NEXTEL EARTHTOUCHLLC

COMMUNICATIONS PROPOSED

WIRELESS TELECOMMUNICATIONS

SERVICE FACILITIES IN SOUTHERN

CALIFORNIA
Cultural Resources Records Search Results
Michael Brandman
For Verizon Wireless Canidate "Moontide"
Associates
30470 Pauba Road, Temecula, Riverside
County, California
Archaeological Assessment: Proposed
Envioronmrntal Corporation
Collocation of Antennas on an Existing 73-
of America
Foot Stealth Telecommunications Equipment
Compound.

ALTAIR SPECIFIC PLAN EIR PROJECT ESA

TEMECULA RIVERSIDE COUNTY

CALIFORNIA
LETTER REPORT: Cultural Resources Historical Environmental Record Search and Archaeological Survey Archaeological Research Results for the proposed Royal Street Team (H.E.A.R.T.) Communications, California, LLC, Site
LA3453A (Rancho Baptist Church) located at
29775 Santiago Road, Temecula, Riverside
County, California 92592-3055
Vine Creek Apartments Project, City of ESA
Temecula, California
33-000270, 33-025246, 33-025247,
33-028069, 33-028070, 33-028071
33-006486, 33-006877, 33-008363

Page 7 of 8 ends

Report List
Report No. Other IDs Year Author(s) Title
Affiliation Resources
RI-10483 2018
David Brunzell
Cultural Resources Assessment Ynez Road
BCR Consulting LLC
Improvements Project Temecula, Riverside
County, California
RI-10790 Other - 2018
Sarah A. Williams
Cultural Resources Record Search and Site
Environmental Assessment
CSL02031_LAC670
Visit Results for AT&T Mobility, LLC
Specialists, Inc.

Candidate CSL02031_LAC670 (DCH
Chrysler Dodge Jeep), 26845 Ynez Road,
Temecula, Riverside County, California
CASPR #:3551AOB3ZV
RI-11082 2020
Hannah Haas and
Archaeological Monitoring for the Pala Force
Rincon
Chrisopher Duran
Main Project, Temecula, Riverside County,
California
RI-11129 2019
Andrew J. Garrison and
A Section 106 (NHPA) Historic Resources
Brian F. Smith and
Brian F. Smith
Study for the Altair Project, SPL-2016-00641-
Associates
PJB, City of Temecula, California

Page 8 of 8 ends

Resource List
Primary No. Trinomial
Other IDs Type Age Attribute codes Recorded by
Reports
P-33-001382 CA-RIV-001382
Other - TR: TV 2-1
Site
Historic
AH12
1976 (Pettus, n/a);
RI-01824, RI-02502,
1984 (C.E. Drover, n/a)
RI-02903
P-33-002134 CA-RIV-002134
Site
Prehistoric
AP02; AP04
1982 (L.L. Bowles, n/a);
RI-01426, RI-01427,
1998 (W.H. Bonner, Scientific
RI-02502, RI-09161
Resource Surveys, Inc., Huntington
Beach, CA.)
P-33-004949 CA-RIV-004949
Other - The Slaughter House;
Structure
Historic
HP08
1983 (Judy Stewart, Riverside
Other - JSA 6-H
County Historical Commission);
1992 (J. Russell, Jones & Stokes
Associates, Inc.)
P-33-007737
Other - Palomar Hotel;
Building,
Historic
HP05
1983 (Pauline Larson, Riverside
RI-08363
Other - Ser. No. 33-2390-3;
Structure
County Historical Comm.)
National Register - 3s
P-33-007738
Other - The Bank;
Building
Historic
HP06
1983 (Pauline Graham, Riverside
RI-08363
Other - First National Bank;
County Historical Comm.)
Other - Ser. No. 33-2390-4;
National Register - 3S
P-33-007739
Other - Faith Christian Center;
Building
Historic
HP06; HP16
1983 (Pauline Graham, Riverside
RI-08363
Other - Machado Store;
County Historical Comm.)
Other - Ser. No. 33-2390-5;
National Register - 3S
P-33-007740
Other - Swing Inn Cafe;
Building
Historic
HP06
1983 (Joy Sullivan, Riverside
RI-08363
Other - Clogstone Restaurant;
County Historical Comm.)
Other - Ser. No. 33-2390-6;
National Register - 5S2
P-33-007741
Other - Temecula Carpets;
Building
Historic
HP06
1983 (Joy Sullivan, Riverside
Other - Knott's Garage;
County Historical Comm.)
Other - Ser. No. 33-2390-7;
National Register - 5S2
P-33-007742
Other - Munoa House;
Building
Historic
HP02
1983 (Joy Sullivan, Riverside
Other - Ser. No. 33-2390-8;
County Historical Comm.)
National Register - 7N
P-33-007750
Other - Hotel Temecula;
Building
Historic
HP05
1983 (Pauline Graham, Riverside
RI-08363, RI-08487
Other - Welty Hotel;
County Historical Comm.)
Other - Ser. No. 33-2390-9;
National Register - 3S
P-33-007751
Other - Pete Escallier House;
Building
Historic
HP02
1983 (Joy Sullivan, Riverside
Other - Alec Escallier House;
County Historical Comm.)
Other - Ser. No. 33-2390-10;
National Register - 3S

Page 1 of 3 ends

Resource List
Primary No. Trinomial
Other IDs Type Age Attribute codes Recorded by
P-33-007752
Other - The Loft Antiques;
Building
Historic
Other - Friedeman Market;
Other - Ser. No. 33-2390-11;
Other - 5S
P-33-007754
Other - B & C Antiques;
Building
Historic
Other - Imigrant Office;
Other - Ser. No. 33-2390-13;
National Register - 3S
P-33-007755
Other - Saint Catherine's Church;
Building
Historic
Other - Ser. No. 33-2390-14;
National Register - 3S
P-33-007756
Other - Jack Liefer House;
Building
Historic
Other - Al Burnham House;
Other - Ser. No. 33-2390-15;
National Register - 5S2
P-33-007758
Other - H. Raish House;
Building
Historic
Other - McConville House;
Other - Ser. No. 33-2390-17;
National Register - 3S
P-33-007759
Other - Jim Freeman House;
Building
Historic
Other - Albert Nienke House;
Other - Ser. No. 33-2390-18;
National Register - 3S
P-33-007760
Other - G. A. Burnham House;
Building
Historic
Other - Ser. No. 33-2390-19;
National Register - 3S
P-33-007761
Other - Al Otto House;
Building
Historic
Other - Ser. No. 33-2390-20;
National Register - 5S2
P-33-007762
Other - The Jordan Home;
Building
Historic
Other - Fred Ramirez House;
Other - Ser. No. 33-2390-21;
National Register - 5S2
P-33-007763
Other - Angel Ramirez House;
Building
Historic
Other - Ser. No. 33-2390-22;
National Register - 5S2
P-33-007764
Other - Ser. No. 33-2390-23;
Building
Historic
National Register - 5S2

Page 2 of 3 ends

Reports
HP06
1983 (Joy Sullivan, Riverside
RI-08363
County Historical Comm.)
HP06
1983 (Joy Sullivan, Riverside
RI-08487
County Historical Comm.)
HP16
1983 (Pauline Graham, Riverside
County Historical Comm.)
HP02
1983 (Judy Stewart, Riverside
County Historical Comm.)
HP02
1983 (Judy Stewart, Riverside
RI-08363
County Historical Comm.)
HP02
1983 (Judy Stewart, Riverside
RI-08363
County Historical Comm.)
HP02
1983 (Mildred Tobin, Riverside
RI-08363
County Historical Comm.)
HP02
1983 (Judy Stewart, Riverside
RI-08363
County Historical Comm.)
HP02
1983 (Mildred Tobin, Riverside
County Historical Comm.)
HP02
1983 (Pauline Graham, Riverside
County Historical Comm.)
HP02
1983 (J. Stewart, Riverside County
Historical Comm.)
SCIC 7/17/2025 1:01:13 PM

Resource List
Primary No. Trinomial
Other IDs Type Age Attribute codes Recorded by
P-33-007765
Other - Betty Otto House;
Building
Historic
HP02
Other - Harry Walters House;
Other - Ser. No. 33-2390-24;
National Register - 5S2
P-33-007767
Other - Tally House;
Building
Historic
HP02
Other - J. D. Welty;
Other - Ser. No. 33-2390-26;
National Register - 7R
P-33-007768
Other - Delgado House;
Building
Historic
HP02
Other - Ser. No. 33-2390-27;
National Register - 7R
P-33-007769
Other - Arviso House;
Building
Historic
HP02; HP06
Other - Ser. No. 33-2390-28;
Other - Amcal-2;
National Register - 5S2
P-33-007770
Historic
P-33-007771
Other - Nellis Escallier House;
Building
Historic
HP02
Other - Pete Maureen House;
Other - Ser. No. 33-2390-30;
National Register - 5S2
P-33-007772
Other - French House;
Building
Historic
HP02
Other - Ser. No. 33-2390-31;
National Register - 5S2
P-33-007773
Other - Escallier House;
Building
Historic
HP02
National Register - 3S
P-33-007774
Other - Bill Friedeman House;
Building
Historic
HP02
Other - Ser. No. 33-2390-33;
National Register - 3S
P-33-013686
Prehistoric
P-33-013712
Site
Prehistoric
AP04; AP16
P-33-019848
Other - Baron Residence;
Building
Historic
HP02
Other - Amical-1
P-33-026828
Other - LSA-DRH1701-1-1
Other
Prehistoric
AP16

Page 3 of 3 ends

Reports
1983 (Judy Stewart, Riverside
County Historical Comm.)
1983 (Pauline Graham, Riverside
County Historical Comm.)
1983 (Pauline Graham, Riverside
County Historical Comm.)
1983 (Mildred Tobin, Riverside
County Historical Comm.);
2011 (Laura S. White,
Archaeological Associates)
1983 (B. Taylor, Riverside County RI-06612
Historical Comm.);
2006 (J. Smallwood)
1983 (Joy Sullivan, Riverside
County Historical Comm.)
1983 (Jim Warner, Riverside County
Historical Comm.)
1983 (Judy Stewart, Riverside RI-08363
County Historical Comm.)
1983 (Jim Warner, Riverside County
Historical Comm.)
2004 (Meier, H., Brian F. Smith and RI-07879
Associates)
1982 (Bowles, L.L., UCR ARU)
2011 (Laura S. White,
Archaeological Associates)
2017 (Nicholas Bizzell, LSA)
SCIC 7/17/2025 1:01:14 PM

AUGUST 7. 2025

BCR CONSULTING LLC

YNEZ ROAD IMPROVEMENTS PROJECT

CULTURAL RESOURCES ASSESSMENT
�»►111 ►:41:1

PHOTOGRAPHS

AUGUST 7, 2025

BCR CONSULTING LLC

YNEZ ROAD IMPROVEMENTS PROJECT

CULTURAL RESOURCES ASSESSMENT
® 231°SW (T) OO 11 N 486405 3706887 ±3m • 323m
Photo 1: Overview of Project Area
0134°SE (T) OO 11 N 486622 3706693 ±4m ♦ 341 m
Photo 2: Overview of Area Surrounding the North Side of the Central Project Area

AUGUST 7, 2025

BCR CONSULTING LLC

YNEZ ROAD IMPROVEMENTS PROJECT

CULTURAL RESOURCES ASSESSMENT
® 348°N (T) OO 11 N 486774 3706518 ±4m ♦ 348m
Photo 3: Overview of Project Area
® 325°NW (T) OO 11 N 486713 3706565 ±4m • 343m
Photo 4: Overview of Project Area From Its South Portion

AUGUST 7, 2025

BCR CONSULTING LLC

YNEZ ROAD IMPROVEMENTS PROJECT

CULTURAL RESOURCES ASSESSMENT
® 270°W (T) OO 11 N 486399 3706849 ±4m ♦ 324m
Photo 5: Overview of Project Area from N Portion
® 219°SW (T) OO 11 N 486420 3706873 ±4m • 325m
Photo 6: Overview of Project Area

AUGUST 7. 2025

BCR CONSULTING LLC

YNEZ ROAD IMPROVEMENTS PROJECT

CULTURAL RESOURCES ASSESSMENT

APPENDIX C

NAHC SACRED LANDS FILE SEARCH

CHAIRPERSON
Reginald Pagaling
Chumash

VICE -CHAIRPERSON
Buffy McQuillen
Yokayo Porno, Yuki,
Nomlaki

SECRETARY
Sara Dutschke
Miwok

PARLIAMENTARIAN
Wayne Nelson
Luiseno

COMMISSIONER
Isaac Bojorquez
Ohlone-Costanoan

COMMISSIONER
Stanley Rodriguez
Kumeyaay

NATIVE AMERICAN HERITAGE COMMISSION
July 17, 2025
George Brentner
BCR Consulting, LLC
Via Email to: [email protected]
Re: Ynez Road Improvements Project, Riverside County
To Whom It May Concern:

As requested, a search of the Native American Heritage Commission (NAHC) Sacred Lands File (SLF) was completed based on information submitted for the above referenced project. The results were positive. Please contact the Pechanga Band of Indians on the attached list for more information. Be aware that tribes do not always record their sacred sites in the SLF, nor are they required to do so. As such, an SLF search is not a substitute for consultation with all tribes that are traditionally and culturally affiliated with a project's geographic area.

Attached is a list of Native American tribes that are traditionally and culturally affiliated with the project's geographic area. Please contact all of the listed tribes as they may have information about sacred sites within the project area that is not listed with the NAHC.

If within two weeks of notification, a response has not been received, the Commission requests that you follow up with a telephone call or email to ensure that the project information was received.

If you receive notification of a change of address or phone number from a tribe, please inform the NAHC so that we can assure that our lists contain current information.

COMMISSIONER
In addition to engaging in tribal consultation, you should consult the appropriate regional Reid Milanovich
Cahuifla
California Historical Research Information System (CHRIS) information center to determine whether it has information regarding the presence of recorded archaeological sites within the project area.

COMMISSIONER
Bennae Calac
If you have any questions or need additional information, please contact me at Pauma-Yuima Band of
Luiseno Indians
[email protected].

Sincerely,

COMMISSIONER
Vacant

ACTING EXECUTIVE

SECRETARY
Andrew Green
Michelle Carr Cultural Resources Analyst
NAHC HEADQUARTERS Attachment
1550 Harbor Boulevard
Suite 100
West Sacramento,
California 95691
(916) 373-3710
[email protected]

Page 1 of 1 ends

Tribe Name
Agua Caliente Band of
Cahuilla Indians
Cahuilla Band of Indians
Cahuilla Band of Indians
Cahuilla Band of Indians
Contact Person
Lacy Padilla, Director of
Historic
Preservation/THPO
Anthony Madrigal, Tribal
Historic Preservation
Officer
BobbyRay Esparza,
Cultural Director
Erica Schenk,
Chairperson
Native American Heritage Commission
Native American Contact List
Riverside County
7/17/2025
Contact Address
5401 Dinah Shore Drive
Palm Springs, CA, 92264
52701 CA Highway 371
Anza, CA, 92539
52701 CA Highway 371
Anza, CA, 92539
52701 CA Highway 371
Anza, CA, 92539
Phone #
(760) 333-5222
(951) 763-5549
Email Address
ACBCI-
THPO@aguacaliente.
net
anthonymad2002@g
mail.com
Cultural Affiliation
Cahuilla
Cahuilla
(951) 763-5549 besparza@cahuilla- Cahuilla
nsn.gov
(951) 590-0942 chair@cahuilla- Cahuilla
nsn.gov
Juaneno Band of Mission Joyce Perry, Cultural 4955 Paseo Segovia (949) 293-8522 [email protected] Juaneno Indians Acjachemen Nation - Resource Director Irvine, CA, 92603 m Belardes
Juaneno Band of Mission Nathan Banda, Chairman 31411-A La Matanza Street (949) 426-8804 [email protected] Juaneno Indians Acjachemen Nation San Juan Capistrano, CA,
84A 92675
Juaneno Band of Mission Heidi Lucero, THPO/MLD 31411-A La Matanza Street (562) 879-2884 [email protected] Juaneno Indians Acjachemen Nation San Juan Capistrano, CA,
84A 92675
Juaneno Band of Mission Shannon Wingfield, 31411-A La Matanza Street (949) 488-3484 [email protected] Juaneno Indians Acjachemen Nation Secretary San Juan Capistrano, CA, om 84A 92675
07/17/2025 10:07 AM
1of3

Native American Heritage Commission
Native American Contact List
Riverside County
7/17/2025
La Jolla Band of Luiseno
Wesley Ruise, Tribal
22000 Highway 76
Indians
Chairman
Pauma Valley, CA, 92061
Pala Band of Mission
Christopher Nejo, Legal
PMB 50, 35008 Pala
Indians
Analyst/Researcher
Temecula Road
Pala, CA, 92059
Pala Band of Mission
Shasta Gaughen, Tribal
PMB 50, 35008 Pala
Indians
Historic Preservation
Temecula Road
Officer
Pala, CA, 92059
Pala Band of Mission
Alexis Wallick, Assistant
PMB 50, 35008 Pala
Indians
THPO
Temecula Road
Pala, CA, 92059
Pauma Band of Luiseno
Temet Aguilar,
P.O. Box 369
Indians
Chairperson
Pauma Valley, CA, 92061
Pechanga Band of Indians
Steve Bodmer, General
P.O. Box 1477
Counsel for Pechanga
Temecula, CA, 92593
Band of Indians
Pechanga Band of Indians
Tuba Ebru Ozdil,
P.O. Box 2183
Pechanga Cultural
Temecula, CA, 92593
Analyst
Quechan Indian Tribe of the
Jonathan Koteen,
P.O.Box 1899
Fort Yuma Reservation
President, Quechan Tribal Yuma, AZ, 85366-1899
Council
Quechan Indian Tribe of the
Jill McCormick, Historic
P.O. Box 1899
Fort Yuma Reservation
Preservation Officer
Yuma, AZ, 85366-1899
Rincon Band of Luiseno
Joseph Linton, Tribal
One Government Center
Indians
Council/Culture
Lane
Committee Member
Valley Center, CA, 92082
(760) 742-3771 wesley.ruisejr@lajolla- Luiseno
nsn.gov
(760) 891-3564 [email protected] Cupeno
Luiseno
(760) 891-3515 sgaughen@palatribe. Cupeno
com Luiseno
(760) 891-3537 [email protected] Cupeno
m Luiseno
(760) 742-1289 [email protected] Luiseno
m
(951) 770-6171 sbodmer@pechanga- Luiseno
nsn.gov
(951) 770-6313 eozdil@pechanga- Luiseno
nsn.gov
(760) 919-3600 executivesecretary@ Quechan
quechantribe.com
(928) 261-0254 historicpreservation@ Quechan
quechantribe.com
(760) 803-3548 jlinton@rincon- Luiseno
nsn.gov
07/17/2025 10:07 AM
2 of 3

Native American Heritage Commission
Native American Contact List
Riverside County
7/17/2025
Rincon Band of Luiseno
Cheryl Madrigal, Cultural
One Government Center
(760) 648-3000
cmadrigal@rincon- Luiseno
Indians
Resources
Lane
nsn.gov
Manager/Tribal Historic
Valley Center, CA, 92082
Preservation Officer
Rincon Band of Luiseno
Laurie Gonzalez, Tribal
One Government Center
(760) 484-4835
Ionzalez@rincon- Luiseno
Indians
Council/Culture
Lane
nsn.gov
Committee Member
Valley Center, CA, 92082
Rincon Band of Luiseno
Denise Turner Walsh,
One Government Center
(760) 689-5727
dwalsh@rincon- Luiseno
Indians
Attorney General
Lane
nsn.gov
Valley Center, CA, 92082
San Luis Rey Band of
Carmen Mojado,
1889 Sunset Drive
(760) 917-1736
cjmojado@slrmissioni Luiseno
Mission Indians
Secretary of Goverment
Vista, CA, 92083
ndians.org
Affairs
Santa Rosa Band of
Vanessa Minott, Tribal
P.O. Box 391820
(951) 659-2700
vminott@santarosa- Cahuilla
Cahuilla Indians
Administrator
Anza, CA, 92539
nsn.gov
Santa Rosa Band of
Mercedes Estrada,
P.O. Box 391820
(951) 659-2700
mestrada@santarosa- Cahuilla
Cahuilla Indians
Cultural Director
Anza, CA, 92539
nsn.gov
Santa Rosa Band of
Steven Estrada, Tribal
P.O. Box 391820
(951) 659-2700 sestrada@santarosa- Cahuilla
Cahuilla Indians
Chairman
Anza, CA, 92539
nsn.gov
Soboba Band of Luiseno
Jessica Valdez, Cultural
P.O. Box 487
(951) 663-6261 jvaldez@soboba- Cahuilla
Indians
Resource Specialist
San Jacinto, CA, 92581
nsn.gov Luiseno
Soboba Band of Luiseno Joseph Ontiveros, Tribal P.O. Box 487 (951) 663-5279 jntiveros@soboba- Cahuilla Indians Historic Preservation San Jacinto, CA, 92581 nsn.gov Luiseno Officer
This list is current only as of the date of this document. Distribution of this list does not relieve any person of statutory responsibility as defined in Section 7050.5 of the Health and Safety Code, Section 5097.94 of the Public Resources Code and Section 5097.98 of the Public Resources Code.

This list is only applicable for contacting local Native Americans with regard to cultural resources assessment for the proposed Ynez Road Improvements 07/17/2025 10:07 AM
3 of 3

AUGUST 7. 2025

BCR CONSULTING LLC

YNEZ ROAD IMPROVEMENTS PROJECT

CULTURAL RESOURCES ASSESSMENT
»►111K411]

PALEONTOLOGICAL OVERVIEW

U-sOWESTERN SCIENCE CENTER
July 9, 2025
BCR Consulting LLC
George Brentner
505 West 81" Street
Claremont, CA 91711
Dear George Brentner,
This letter presents the results of a record search conducted for the Ynez Road Improvements Project (EMT2502) in Temecula, Riverside County, California.

The geologic units underlying the project area are mapped as the Pleistocene sandstone member of the Pauba Formation (Tan & Kennedy 2000, Geologic map of the Temecula 7.5- minute quandrangle, San Diego and Riverside counties, California: A digital database; Kennedy et al. 2003, Preliminary geologic map of the Murrieta 7.5' quadrangle, Riverside County, California). Pleistocene units such as the Pauba Formation are considered to be fossiliferous and highly paleontologically sensitive. Although the Western Science Center does not have any fossil localities within the project area or 1-mile radius, there is a fossil -bearing locality less than half a mile outside the radius and also in the Pauba Formation. Pleistocene units throughout Southern California have produced large quantities of fossils, such as the extensive collection from Diamond Valley Lake housed at Western Science Center.

Any fossil specimens recovered from the project would be scientifically significant. Excavation activity associated with the development of the project area would impact the paleontologically sensitive Quaternary units, and it is the recommendation of the Western Science Center that a paleontological resource mitigation program be put in place to monitor, salvage, and curate any recovered fossils from the study area.

If you have any questions, or would like further information, please feel free to contact me at [email protected]
Sincerely,
Andrew McDonald, PhD
Curator
2345 Searl Parkway ♦ Hemet, CA 92543 ♦ phone 951.791.0033 ♦ fax 951.791.0032 ♦ Western ScienceCenter.org

Ynez Road Improvements Project Legend
(EMT2502) O a Quaternary alluvium and marine deposits (Pliocene to Holocene) Project area + 1 mile radius
-------------
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EE M T Initial Study/Mitigated Negative Declaration
❑� CONSULTING Ynez Road Improvement -Phase I, PW23-02
Appendix D
Geotechnical Recommendations Report for the Proposed Widening of the East Side of Ynez Road between Station No. 101+99.21 and 117+61.56, Temecula, California
LGC Valley, Inc
October 16, 2024

LGC Valley, Inc.

Geotechnical Consulting
October 16, 2024 Project No. 174002-05
Ms. Kim Berry
TK Consulting, Inc.
2082 Michelson Drive, 4th Floor
Irvine, California 92612
Subject: Geotechnical Recommendations Report for the Proposed Widening of the East Side of Ynez Road between Station No. 101+99.21 and 117+61.56, Temecula, California In accordance with your request, LGC Valley, Inc. (LGC) has performed a geotechnical evaluation of the proposed widening of the east side of Ynez Road between Station No. 101+99.21 (southeast side of Tierra Vista Road) and Station No. 117+61.56 (northwest side of Rancho Vista Road) in the City of Temecula, California. The purpose of our study was to evaluate the existing on -site geotechnical conditions relative to the current grading/improvement plan design and to provide geotechnical recommendations applicable to the planned roadway median, east side travel lanes widening, and associated parkway improvements for the project. Our study included a review of the previous geotechnical documents relative to the Ynez Road improvements on the Rancho Highlands property by LGC; review of available pertinent geotechnical and geologic reports and maps relative to the general vicinity; a site reconnaissance; analysis of the collected data; and preparation of our findings, conclusions, and recommendations relative to the proposed Ynez Road widening improvements.

Based on our evaluation, it is our professional opinion that the site design is suitable from a geotechnical perspective provided the findings, conclusions, opinions, and recommendations contained within this report are
If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service.
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Respectfully submitted, Q 5 Q K rti3O
No.y612 �p
01 LGC VALLEY, INC. ccCL CERi1FIEl?
* ENGINEERING
iM N GEOLOGIST
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W�`-�--� c�OF CAS\FO4
Randall K. Wagner, CEG 1612
Senior Project Geologist
Distribution: (1) Addressee (via e-mail)
B_
Basil Hattar, GE 2734
Principal Engineer
9272 Jeronimo Road, Suite 104, 9 Irvine 9 CA 92618 • (949) 297-3856

TABLE OF CONTENTS
Section
Page

1.0 INTRODUCTION..........................................................................................................1

1.1 Purpose and Scope of Services..............................................................................1

1.2 Site and Project Description..................................................................................1

2.0 GEOTECHNICAL CONDITIONS...............................................................................4

2.1 Site Geology.........................................................................................................4

2.2 Geologic Structure................................................................................................4

2.3 Ynez Road Widening Between Station No. 101+80 and 107+25 ............................4

2.4 Landslides............................................................................................................ 5

2.5 Groundwater........................................................................................................5

2.6 Faulting................................................................................................................5

2.7 Seismicity and Related Effects.............................................................................6

2.7.1 Seismic Design Criteria............................................................................ 6

2.7.2 Liquefaction and Dynamic Settlement....................................................... 8

2.8 Engineering Characteristics of the On -Site Soils....................................................8

3.0 CONCLUSIONS..........................................................................................................10

4.0 RECOMMENDATIONS.............................................................................................12

4.1 Site Earthwork...................................................................................................12

4.1.1 Site Preparation......................................................................................12

4.1.2 Removal and Recompaction....................................................................12

4.1.3 Fill Slope Key.........................................................................................12

4.1.4 Temporary Excavation Stability..............................................................13

4.1. S Fill Placement and Compaction...............................................................13

4.1.6 Trench Backfill and Compaction..............................................................13

4.2 Lateral Earth Pressures for Retaining Walls.......................................................14

4.3 Preliminary Pavement Recommendation............................................................15

4.4 Corrosivity to Concrete and Metal.......................................................................16

4.5 Curb, Gutter and Sidewalk Recommendations....................................................17

4.6 Control of Surface Water and Drainage Control...................................................17

4.7 Construction Observation and Testing.................................................................18

5.0 LIMITATIONS.............................................................................................................19 Project No. 174002-05 Page i October 16, 2024

LIST OF TABLES. ILLUSTRATIONS. AND APPENDICES
Tables
Table 1 - California Building Code Site Seismic Characteristics (page 7) Table 2 - Lateral Earth Pressures for Retaining Walls (page 14) Table 3 - Preliminary Pavement Design Section (page 16) Fizures and Plate
Figure 1 - Site Location Map (page 3)
Figure 2 - Retaining Wall Detail, Sand Backfill (rear of text) Plate 1 - Geotechnical Map (in pocket)
Appendices
Appendix A - References
Appendix B - General Earthwork and Grading Specifications for Rough Grading ProjectNo. 174002-05 Page ii October 16, 2024

1.0 INTRODUCTION

1.1 Purpose and Scope ofServices
The main purpose of this study was to evaluate the proposed widening of the east side of Ynez Road between Station No. 101+99.21 and Station No. 117+61.56 in the City of Temecula, California (Figure 1) from a geotechnical perspective and to provide preliminary geotechnical recommendations relative to the grading and improvement operations along the roadway. This report was prepared to summarize the existing geotechnical conditions; and to provide our geotechnical findings, conclusions, opinions, and recommendations relative to the grading of the roadway. Our scope of services included:
• Review of the latest Ynez Road Improvement Plans prepared by Proactive Engineering Consultants West, Inc. (PEC West), which was used as a base for our geotechnical map (Plate 1). • Review of pertinent available geotechnical literature/publications, geologic maps, and aerial photographs (Appendix A).
• Review of previous geotechnical reports prepared by LGC for the adjacent Rancho Highlands development (Appendix A).
• Reconnaissance and geologic mapping of the site.
• Geotechnical analysis of the data accumulated during our study. • Preparation of this report presenting our findings, conclusions, interpretations, and recommendations including the General Earthwork and Grading Specifications for Rough Grading (Appendix B) with respect to the proposed rough and post grading of the roadway.

1.2 Site and Proiect Description
The proposed street improvement/widening project is located along the east side of Ynez Road between Station No. 101+99.21 (southeast side of Tierra Vista Road) and Station No. 117+61.56 (northwest side of Rancho Vista Road) in the City of Temecula, California (Figure 1). The proposed Rancho Highlands multi -family development is located along the east side of Ynez Road from Station No. 101+99.21 to 107+26 while undeveloped property is located east of Station No. 107+26 to 117+61.56.

Elevations along the roadway range from approximately 1051 feet at the northwest end or the widening project to 1120 feet at the southeast end. In general, the site is located on the east flank of a small tributary canyon running parallel to Ynez Road in a northwest -southeast direction.

Project No. 174002-05 Page I October 16, 2024

Based on the street improvement plans prepared by PEC West Inc. (PEC, 2024), the proposed improvements will include the addition of a second northbound travel lane creating a east -facing fill slope up to approximately 20 to 25-feet in height, a maximum 18-foot tall masonry retaining wall (between Station No. 110+61 and 112+10), a right -turn and left -turn pocket at Tierra Vista Road, a left -turn pocket at Rancho Vista Road, a raised center median between Station No. 101+90 and 107+25), a new curb/gutter and sidewalk along the east side of the roadway, new street lights, underground utilities, landscaping, etc. Estimated design earthwork quantities are approximately 6,000 cubic yards of fill with minimal cut.

Project No. 174002-05 Page 2 October 16, 2024

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Project No. 174002-05
Site Location Map Eng. i Geol. slxiRxw
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nrcim Sta # 101+91.21 to 117+61.56 Scale 1" = 1000,
Temecula, California Date October 16, 2024

2.0 GEOTECHNICAL CONDITIONS

2.1 Site GeoloQy
Based on our subsurface investigation and geologic mapping during the development of the Rancho Highlands residential project, geologic reconnaissance mapping along the roadway widening, and review of available geologic maps and publications relative to the site and general vicinity (Appendix A), the roadway is composed of surficial units consisting of document artificial fill (Afd) placed during the Rancho Highlands grading operations, older artificial fill (Afo) associated with the construction of the existing portion of Ynez Road, and Quaternary -aged young alluvial deposits (Qya); that are underlain by the sandstone facies of the Pauba Formation (Qps). The approximate limits of the mapped units are indicated on the Geotechnical Map (Plate 1).

The documented fills along the northeast side of the proposed Ynez Road widening were placed during the grading of the Rancho Highlands residential development in November 2021 through February 2022. The fill soils generally consist of medium brown to gray yellow -brown and red brown, silty to clayey very fine to medium sands and silty fine to coarse sands (LGC, 2022a). The older fill along Ynez Road is related to the grading and construction of the existing portion of Ynez Road along the east side of the roadway and consist mainly of silty sands. Potentially compressible deposits of young alluvium were encountered along the entire east side of Ynez Road. As observed, these deposits primarily consist of medium to dark brown and gray to red -orange brown, silty to clayey very fine to medium sands that are low to highly expansive, porous, and contain scattered organics. The upper portion of the young alluvium is considered potentially compressible in the present state. The Early Pleistocene -Aged Pauba Formation, Sandstone Facies, as encountered during Rancho Highlands grading consists primarily of massively -bedded yellow gray -brown to light gray red -brown slightly silty to silty very fine to coarse sands with some interbedded clays.

2.2 Geolozic Structure
The overall structure of the formational material in the general vicinity of the site is trending east -west to slightly northwest -southeast dipping 2 to 10 degrees to the north (Kennedy and Morton, 2003).

Based on our professional experience, bedding within the Pauba Formation is massive to thickly - bedded. Jointing on -site is anticipated to be variable, but predominantly trends northwest -southeast (generally subparallel to the Elsinore Fault Zone), with dips moderately to steeply dipping (dips on the order of 45 to 89 degrees to the west).

2.3 Ynez Road Wideninz Between Station No. 101+80 and 107+25 Prior to grading along the east side of Ynez Road between Station No. 101+80 and 107+25, the area was cleared of light vegetation and other miscellaneous debris and the material was disposed of at an off -site facility. The upper 5 feet of the existing young alluvium within the limits of grading was removed to competent material (i.e. medium dense to dense young alluvial soils). Following the remedial removals, areas to receive fill were scarified approximately 6-inches, moisture -conditioned, as needed, to obtain a near -optimum moisture content and compacted to a minimum 90 percent relative compaction, as determined by ASTM Test Method D6938 (nuclear gauge method). The field density Project No. 174002-05 Page 4 October 16, 2024

test results and the approximate test locations are presented in the Rancho Highlands As -Graded Report of Rough and Precise Grading (LGC, 2022a).

Prior to the placement of the fill slope along the east side of Ynez Road between approximate Station No. 103+75 and 107+05, a fill slope key was constructed. The fill slope key was excavated at least 2 feet into competent soil along the toe -of -slope and constructed approximately 15 feet wide with the key bottom angled a minimum of 2 percent into -the -slope. The approximate location of the fill slope key is shown on the Geotechnical Map (Plate 1).

2.4 Landslides
Based on our geologic reconnaissance mapping along the Ynez Road; and review of the geotechnical reports of the site, general vicinity, and geologic literature (Appendix A); no evidence of landsliding or other slope instability conditions were observed in the vicinity or noted in the literature. Consequently, the potential for the existence of landslides is considered insignificant.

2.5 Groundwater
Based on our review of the State of California Department of Water Resources (CDWR) website, the project lies within the Temecula Valley Groundwater Basin which is part of the larger California South Coast Hydrogeologic Region (CDWR, 2003). As indicated in the 2003 update of California Bulletin 118 (CDWR, 2003), groundwater in the Temecula Valley Groundwater Basin is mainly located within the alluvial soils present in the area, and to a lesser extent, in the fractured basement rocks. The overall groundwater movement in the area of the site is towards the southeast.

During our subsurface investigation for the Rancho Highlands project (LGC, 2019), a perched groundwater condition was encountered within the lower portion of the young alluvial soils at a depth of 15 feet below the existing ground surface. The prior geotechnical investigation of the site by Converse in 1988 encountered ground water in the alluvial soils to the northwest of the site adjacent to the Temecula Duck Pond at depths ranging from approximately 12 to 17 feet below the existing ground surface (Converse, 1988).

While there is a perched groundwater condition in the lower portion of the alluvial soils along the east side of the Ynez Road improvements, groundwater is not expected to be a significant impact to the proposed development (provided the recommendations of this report are implemented during the design, grading, and construction of the proposed site improvements).

2.6 Faultin,-
The southern California region has long been recognized as being seismically active. The seismic activity results from a number of active faults that cross the region, all of which are related to the San Andreas transform system, a broad zone of right lateral faults that extend from Baja California to Cape Mendocino. The numerous faults in Southern California include Holocene -active and pre - Holocene faults. The definitions of fault activity terms used here are based on those developed for Project No. 174002-05 Page 5 October 16, 2024

the Alquist-Priolo (AP) Special Studies Zone Act of 1972 that was recently updated in January 2018 (CDCCGS, 2018).

Holocene -active faults are faults that have had surface displacement within Holocene time (i.e. the last 11,700 years before the present [BP]). Faults are considered pre -Holocene if the past movement is older than 11,700 years BP. A third category, age -undetermined faults are faults where the recency of faulting has not been determined (i.e. "a fault can be considered age -undetermined if the fault in question has simply not been studied in order to determine its recency of movement [CDCDMG, 2018]).

Regional active faults that occur within the southern California area include the on -shore and off- shore Rose Canyon -Newport Inglewood fault zone to the southwest, the Elsinore fault zone within a portion of the site, and the San Jacinto and San Andreas faults to the northeast. The closest known active fault to the site is the Wildomar fault (part of the Elsinore Fault Zone, Temecula Section) and is located just to the west of Ynez Road (Within 100 feet of the roadway).

Secondary effects of seismic shaking resulting from large earthquakes on the major faults in the southern California region include soil liquefaction and dynamic settlement. Other secondary seismic effects include shallow ground rupture, seiches and tsunamis. In general, these secondary effects of seismic shaking are a possibility throughout the Southern California region and are dependent on the distance between the site and the causative fault and the on -site geology.

2.7 Seismicity and Related Effects
The main seismic parameters to be considered when discussing the potential for earthquake -induced damage are the distances to the causative faults, earthquake magnitudes, and expected ground accelerations. We have performed site -specific analysis based on these seismic parameters for the site and the on -site geologic conditions. The results of our analysis are discussed in terms of the potential seismic events that could be produced by the maximum probable earthquakes. A maximum probable earthquake is the maximum earthquake likely to occur given the known tectonic framework.

2.7.1 Seismic Design Criteria
The site seismic characteristics were evaluated per the guidelines set forth in Chapter 16, Section 1613 of the 2022 California Building Code (CBC). The maximum considered earthquake (MCE) spectral response accelerations (SMs and SM1) and adjusted design spectral response acceleration parameters (SDs and SDI) for Site Class D are provided in Table 1.

Project No. 174002-05 Page 6 October 16, 2024

Table 1
California Building Code Site Seismic Characteristics
Selected Parameters from 2022 CBC,
Seismic Design Values
Section 1613 - Earthquake Loads
Site Class (per Chapter 20 of ASCE 7)
D
Risk -Targeted Spectral Acceleration for Short

1.646g
Periods (Ss)
Risk -Targeted Spectral Accelerations for 1-

0.614g
Second Periods (SI)
Site Coefficient F,, [per CBC Table

1.0 1613.3.3(1)]
Site Coefficient Fv [per CBC Table

1.7 1613.3.3(2)]
Site Modified Spectral Acceleration for Short
Periods (Sms) for Site Class D

1.646g
[Note: SMs = FaSs]
Site Modified Spectral Acceleration for 1-
Second Periods (SMI) for Site Class D

1.044g
[Note: SM1 = FvSI]
Design Spectral Acceleration for Short Periods
(SDS) for Site Class D

1.097g
[Note: SDS = (2/3)SMS]
Design Spectral Acceleration for 1-Second
Periods (SDI) for Site Class D

0.696g
[Note: SDI = (2/3)SM1]
Seismic Design Category (per CBC Section
D
1613.2.5)
Section 1803.5.12 of the 2022 CBC (per Section 11.8.3 of ASCE 7) states that the maximum considered earthquake ground motions, Peak Ground Acceleration (PGA) should be used for the geotechnical evaluations. The PGAM for the site is equal to 0.818g (USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2).

A deaggregation of the PGA based on a 2,475-year average return period indicates that an earthquake magnitude of 7.71 at a distance of approximately 1.5 kilometers (0.93 miles) from the site would contribute the most to this ground motion (USGS, 2020).

Project No. 174002-05 Page 7 October 16, 2024

Z 7.2 Liauefacdon and Dynamic Settlement
Liquefaction is a seismic phenomenon in which loose, saturated, granular soils behave similarly to a fluid when subject to high -intensity ground shaking. Liquefaction occurs when three general conditions exist: 1) shallow groundwater; 2) low density non -cohesive (granular) soils; and 3) high -intensity ground motion. Liquefaction is typified by a buildup of pore -water pressure in the affected soil layer to a point where a total loss of shear strength occurs, causing the soil to behave as a liquid. Studies indicate that saturated, loose to medium dense, near surface cohesionless soils exhibit the highest liquefaction potential, while dry, dense, cohesionless soils and cohesive soils exhibit low to negligible liquefaction potential.

Effects of liquefaction on level ground include settlement, sand boils, and bearing capacity failures below structures.

Based on the anticipated relative density of on -site soils and placement of compacted fill soils along the roadway; and the depth to the static groundwater in the area of the proposed roadway improvements; it is our opinion that the potential for liquefaction impacting the site is low, and seismically induced settlements are considered to be negligible.

During a strong seismic event, seismically induced settlement can occur within loose to moderately dense, dry or saturated granular soil. Settlement caused by ground shaking is often non -uniformly distributed, which can result in differential settlement. Based on in -situ densities, and soil types, dry sand settlement and induced surface manifestations are not considered an issue at the site.

Z8 Enzineerinz Characteristics of the On -Site Soils
Based on our review of the laboratory test results of the adjacent Rancho Highlands project and our professional experience on adjacent sites with similar soils, the engineering characteristics of the on - site soils are discussed below.

Resistance Value: Resistance Value (i.e. R-Value) testing of representative soils samples during the development of the Rancho Highlands project indicates representative roadway soils possess R- Values ranging from 16 to 41 (LGC, 2022b).

Corrosivi , Testing: Based on the limited corrosivity testing during the development of the Rancho Highlands project indicates representative roadway soils have a pH ranging from 6.52 to 6.73; a sulfate content of ranging from 0.009 to 0.079 percent; a chloride content ranging from 520 to 665 ppm, and a minimum resistivity of 960 to 1,700 (ohms -cm). Caltrans currently considers a site to be corrosive to foundation elements if one or more of the following conditions exist: chloride concentrations are greater than or equal to 500 ppm, sulfate concentrations are greater than or equal to 2000 ppm or the pH is 5.5 or less. Based on the Rancho Highlands project results, the site soils have negligible soluble sulfates and are considered corrosive per Caltrans criteria.

Excavation Characteristics: The roadway widening area is anticipated to be underlain by surficial units consisting of silty to sandy soils. It is anticipated that the on -site materials can be excavated Project No. 174002-05 Page 8 October 16, 2024

with conventional heavy-duty construction equipment and that difficult excavation and/or blasting is not anticipated.

Project No. 174002-05 Page 9 October 16, 2024

3.0 CONCLUSIONS
Based on the results of our geotechnical evaluation of the Ynez Road improvements between Station No. 101+99.21 and 117+61.56, it is our professional opinion that the proposed improvement of Ynez Road is feasible from a geotechnical standpoint, provided the following conclusions and recommendations are incorporated into the project plans, specifications, and followed during the site grading operations. The following is a summary of the geotechnical conclusions derived from our study:
• The proposed roadway is composed of surficial units consisting of document artificial fill (Afd) placed during the Rancho Highlands grading operations, older artificial fill (Afo) associated with the construction of the existing portion of Ynez Road, and Quaternary -aged young alluvial deposits (Qya); that are underlain by the sandstone facies of the Pauba Formation (Qps). The approximate limits of the mapped units are indicated on the Geotechnical Map (Plate 1)
• Any undocumented fill, desiccated documented older fill soils, and the upper 5 feet of the young alluvial deposits are considered unsuitable in their present state and will require removal and recompaction in areas of proposed street improvements and design fills.
• The overall structure of the formational material in the general vicinity of the site is trending east -west to slightly northwest -southeast dipping 2 to 10 degrees to the north (Kennedy and Morton, 2003). Based on our professional experience, bedding within the Pauba Formation is massive to thickly -bedded. • No evidence of landsliding or other slope instability conditions were observed in the vicinity or noted in the literature. Consequently, the potential for the existence of landslides is considered insignificant. • The existing on -site soils appear to be suitable material for use as fill provided, they are relatively free of rocks (larger than 8 inches in maximum dimension), organic material and debris. • While there is a perched groundwater condition in the lower portion of the alluvial soils along the east side of the Ynez Road improvements, groundwater is not expected to be a significant impact to the proposed development (provided the recommendations of this report are implemented during the design, grading, and construction of the proposed site improvements)
• Active faults are not known to exist along the proposed widening of Ynez Road; and consequently, the potential for surface rupture at the site is considered low. • The main seismic hazard that may affect the site is ground shaking from one of the active regional faults. • Resistance Value (i.e. R-Value) testing of representative soils samples during the development of the Rancho Highlands project indicates representative roadway soils possess R-Values ranging from 16 to

41. • Based on limited laboratory testing and our professional experience on adjacent sites, the on -site soils have a low to high expansion potential, possess a negligible soluble sulfate content, and are considered corrosive per Caltrans criteria. However, some of the soils may possess a moderate to high sulfate content and may be very corrosive; therefore, corrosion testing should be performed at the completion of grading to assess this potential, as necessary.

Project No. 174002-05 Page 10 October 16, 2024

It is anticipated that the on -site materials can be excavated with conventional heavy-duty construction equipment and that difficult excavation and/or blasting is not anticipated. • The anticipated site excavation and the proposed construction will not have an adverse impact on the adjacent properties.

Project No. 174002-05 Page 11 October 16, 2024

4.0 RECOMMENDATIONS

4.1 Site Earthwork
We anticipate that earthwork at the site will consist of site preparation and remedial grading followed by subgrade preparation for the proposed roadway widening, placement of fills for the design slope, construction of the retaining wall, construction of curb and gutters, aggregate base and asphaltic concrete placement, and sidewalk construction. We recommend that earthwork and construction onsite be performed in accordance with the following recommendations, the City of Temecula and County of Riverside requirements, and the General Earthwork and Grading Specifications for Rough Grading included in Appendix B. In case of conflict, the recommendations in the following sections shall supersede those included as part of Appendix B.

4.1.1 Site Preparation
Prior to grading of areas to receive structural fill or pavement areas, the areas should be cleared of surface obstructions, any existing debris, potentially compressible material (such as undocumented or unsuitable fill soils, unsuitable alluvium, or weathered bedrock) and stripped of vegetation. Vegetation and debris should be removed and properly disposed of off -site. Holes resulting from the removal of buried obstructions or utilities, should be replaced with suitable compacted fill material. Areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 6 inches, brought to a near -optimum moisture condition, and recompacted to at least 90 percent relative compaction (based on American Standard of Testing and Materials [ASTM] Test Method D1557).

4.1.2 Removal and Recompaction
As discussed in Section 2.2, the upper portion of the site east of the existing roadway is underlain by potentially compressible unsuitable soils (undocumented or unsuitable fill soils, unsuitable alluvium), which may settle under the surcharge of fill and/or traffic loads.

Compressible materials not removed by the planned grading should be excavated to competent material and replaced with compacted fill soils. We anticipate that the upper 5 feet of the young alluvial soils, and upper 1 to 2 feet of existing fills will need to be removed and replaced with compacted fill.

From a geotechnical perspective, material that is removed may be placed as fill provided the material is relatively free from rocks (greater than 8 inches in maximum dimension), organic material and construction debris, is moisture -conditioned or dried (as needed) to obtain above - optimum moisture content, and then recompacted prior to additional fill placement or construction.

4.1.3 Fill Slope Key
Prior to the placement of the fill slop along the east side of Ynez Road; a fill slope key should be constructed. The fill slope key should be excavated at least 2 feet into competent soil along the toe -of -slope and constructed approximately 15 feet wide with the key bottom angled a minimum of 2 percent into -the -slope.

Project No. 174002-05 Page 12 October 16, 2024

We also recommend that a subdrain be installed along the back bottom edge of the key. The outlet locations of the subdrains should be determined in the field during site grading. The subdrains should consist of a 4-inch diameter perforated PVC pipe surrounded by 3 cubic feet (per linear foot) of crushed rock wrapped in filter fabric (Marifi 140N or equivalent). The subdrain should have a minimum fall of 1-percent toward the outlet.

4.1.4 Temporary Excavation Stability
In general, all excavations should be performed in accordance with project plans, specifications, and all Occupational Safety and Health Administration (OSHA) requirements.

Excavations should be laid back or shored in accordance with OSHA requirements before personnel or equipment are allowed to enter. Soil conditions should be mapped and frequently checked by a representative of LGC to verify conditions are as anticipated. The contractor shall be responsible for providing the "competent person" required by OSHA standards to evaluate soil conditions. Close coordination with the geotechnical engineer should be maintained to facilitate construction while providing safe excavations. Excavation safety is the responsibility of the contractor.

Temporary excavations maybe cut vertically up to five feet. Excavations over five feet should be slot -cut, shored, or cut no steeper than 1:1 (horizontal to vertical) slope gradient. Surface water should be diverted away from the exposed cut, and not be allowed to pond on top of the excavations. Temporary cuts should not be left open for an extended period of time.

4.1.5 Fill Placement and Compaction
From a geotechnical perspective, the on -site soils are suitable for use as compacted fill, provided they are screened of rocks greater than 8-inches in maximum dimension, organic material, and construction debris. Areas prepared to receive structural fill and/or other surface improvements should be scarified to a minimum depth of 6-inches, brought to at least optimum -moisture content, and recompacted to at least 90 percent relative compaction (based on ASTM Test Method D1557). The optimum lift thickness to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in uniform lifts generally not exceeding 8-inches in loose thickness. Placement and compaction of fill should be performed in accordance with local grading ordinances under the observation and testing of the geotechnical consultant.

If possible, import soils should contain no materials over 3- to 6-inches in maximum dimension and have a very low expansion potential.

4.1.6 Trench Backfll and Compaction
The on -site soils may generally be suitable as trench backfill provided they are screened of rocks and other material over 3- to 6-inches in diameter and organic matter. Trench backfill should be compacted in uniform lifts (generally not exceeding 8-inches in compacted thickness) by mechanical means to at least 90 percent relative compaction (per ASTM Test Method D1557).

Project No. 174002-05 Page 13 October 16, 2024

If trenches are shallow and the use of conventional equipment may result in damage to the utilities; clean sand, having sand equivalent (SE) of 30 or greater, should be used to bed and shade the utilities. Sand backfill should be densified. The densification may be accomplished by jetting or flooding and then tamping to ensure adequate compaction. A representative from LGC should observe, probe, and test the backfill to verify compliance with the project specifications.

4.2 Lateral Earth Pressures for Retaining Walls
The following lateral earth pressures may be used for the design of any future site retaining walls. Due to the expansive nature of some of the on -site clayey alluvium soils, we recommend site retaining walls be backfilled with either the very low expansive bedrock sandy soils (with minus 3-inch rock) or approved select soils. Approved select soils should consist of clean, granular soils (less than 15 percent passing the No. 200 sieve) of very low expansion potential (expansion index 20 or less based on UBC. 18-2). The recommended lateral pressures for approved select soils for level or sloping backfill are presented in Table 2.

Table 2
Lateral Earth Pressures for Retaining Walls
Conditions
Equivalent Fluid Weight (pcf)
Level Backfill
2:1 Backfill Sloping
Upwards
Seismic Earth
Pressure (pcf)
Approved Select Material
Approved Select Material
Active
35 50
15 At Rest
51 80
--
* For walls with greater than 6-feet in backfill height, the above seismic earth pressure should be added to the static pressures given in the table above. The seismic earth pressure should be considered as an inverted triangular distribution with the resultant acting at 0.6H in relation to the base of the retaining wall footing (where H is the retained height). The aforementioned incremental seismic load was determined in general accordance with the standard of practice in the industry (using the Mononobe- Okabe method for active and Woods method for at -rest) for determining earth pressures as a result of seismic events.

For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water and backfilled with approved select soils is provided in Table 2. The equivalent fluid pressure values assume free -draining conditions. If conditions other than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual -case basis by the geotechnical engineer. Surcharge loading effects from the adjacent structures should be evaluated by the geotechnical and structural engineers.

Project No. 174002-05 Page 14 October 16, 2024

Retaining wall structures should be provided with appropriate drainage and appropriately waterproofed.

The outlet pipe should be sloped to drain to a suitable outlet. Typical wall drainage design is illustrated on Figure 2. It should be noted that the recommended subdrain does not provide protection against seepage through the face of the wall and/or efflorescence. Efflorescence is generally a white crystalline powder (discoloration) that results when water, which contains soluble salts, migrates over a period of time through the face of a retaining wall and evaporates. If such seepage or efflorescence is undesirable, retaining walls should be waterproofed to reduce this potential.

Lateral earth pressures are provided as equivalent fluid unit weights, in psf/ft of depth or pcf. These values do not contain an appreciable factor of safety. A soil unit weight of 120 pcf may be assumed for calculating the actual weight of soil. For sliding resistance, a friction coefficient of 0.35 may be used at the concrete and soil interface. Wall footings should be designed in accordance with structural considerations.

Shallow foundations may be designed for a maximum allowable bearing capacity of 1,500 lb/ft2 (gross), for continuous footings a minimum of 12-inches wide and 12-inches deep; and spread footings 24-inches wide and 12-inches deep, into certified compacted fill. A factor of safety greater than 3 was used in evaluating the above bearing capacity value. This value maybe increased by 300 psf for each additional foot in depth and 150 psf for each additional foot of width to a maximum value of 2,500 psf.

Lateral forces on footings may be resisted by passive earth resistance and friction at the bottom of the footing. Foundations may be designed for a coefficient of friction of 0.35, and a passive earth pressure of 250 (375 lb/ft2/ft with no factor of safety). The passive earth pressure incorporates a factor of safety of greater than 1.5.

All footing excavations should be cut square and level as much as possible, and should be free of sloughed materials including sand, rocks and gravel, and trash debris. Subgrade soils should be pre - moistened for the assumed very low to low or medium expansion potential (to be confirmed at the completion of grading). These allowable bearing pressures are applicable for level (ground slope equal to or flatter than 5:1 [horizontal to vertical]) conditions only.

Bearing values indicated above are for total dead loads and frequently applied live loads. The above vertical bearing may be increased by one-third for short durations of loading which will include the effect of wind or seismic forces.

4.3 Preliminary Pavement Recommendation
Based on an assumed R-value of 15 and a Traffic Index (TI) of 8.5 according to the County of Riverside Roadway Design Requirements (Riverside County Standard No. 114) for a roadway right-of- way of 100 feet (Riverside County, 2023), we recommend the following preliminary minimum street sections for Ynez Road (as indicated in Table 3). These recommendations should be confirmed with R- value testing of representative near -surface soils at the completion of grading. Final street sections should be confirmed by the project civil engineer based upon the projected Traffic Index. In addition, additional sections can be provided based on other traffic indices.

Project No. 174002-05 Page 15 October 16, 2024

Table 3
Preliminary Pavement Design Sections
Traffic Index

8.5 Asphalt Concrete (inches)
6 Aggregate Base (inches)
15 Prior to placement of the street aggregate base material, the upper 12 inches of subgrade soils should be scarified, moisture -conditioned (or dried back) as necessary to at least optimum moisture content and compacted to a minimum 90 percent relative compaction based on American Standard of Testing and Materials (ASTM) Test Method D 1557.

Caltrans Class 2 Aggregate Base (Class 2 AB) or Greenbook Crushed Miscellaneous Base (CMB) should then be placed and compacted to a minimum 95 percent relative compaction in accordance with ASTM Test Method D1557. The aggregate base should conform to and be placed in accordance with the latest revision of the California Department of Transportation Standard Specifications (Section 26), the "Greenbook" Standard Specifications for Public Works Construction specifications, and/or the local jurisdictional requirements. Asphalt Concrete should conform to and be placed in accordance with the "Greenbook" Standard Specifications for Public Works Construction and the local jurisdictional requirements.

If vehicular concrete paving is proposed, the Portland Cement Concrete Pavement (PCCP) may be designed using a minimum of 10-inches of PCCP over 8-inches of compacted aggregate base. The modulus of rupture of the concrete should be a minimum of 600 pounds per square inch (psi) at 28 days. Contraction joints should be placed at maximum 20-foot spacings. Where the outer edge of a concrete pavement connects to an asphalt pavement, the concrete slab should be thickened by 50 percent at a taper not to exceed a slope of 1 in 10.

If pavement is planned adjacent to landscaped areas, we recommend that appropriate measures be taken (such as keeping the amount of landscape irrigation to a minimum, installing area drains, installing cutoff walls, or other devices, etc.) to reduce the possible adverse effects of water on the pavement subgrade.

4.4 Corrosivity to Concrete and Metal
The National Association of Corrosion Engineers (MACE) defines corrosion as "a deterioration of a substance or its properties because of a reaction with its environment." From a geotechnical viewpoint, the "environment" is the prevailing foundation soils and the "substances" are the reinforced concrete foundations or various buried metallic elements such as rebar, piles, pipes, etc., which are in direct contact with or within close vicinity of the foundation soil.

In general, soil environments that are detrimental to concrete have high concentrations of soluble sulfates and/or pH values of less than 5.5. ACI 318R-14 Table 19.3.1.1 provides specific guidelines Project No. 174002-05 Page 16 October 16, 2024

for the concrete mix design when the soluble sulfate content of the soils exceeds 0.1 percent by weight or 1,000 ppm. The minimum amount of chloride ions in the soil environment that are corrosive to steel, either in the form of reinforcement protected by concrete cover, or plain steel substructures such as steel pipes or piles, is 500 ppm per California Test 532.

Based on representative soil testing, the on -site soils are classified as having a negligible/So sulfate exposure condition in accordance with ACI 318R-14 Table 19.3.1.1. As a preliminary recommendation due to the results of sulfate content testing, concrete in contact with on -site soils should be designed in accordance with ACI 318R-14 Table 19.3.1.1 for the negligible/So category. It is also our opinion that the on -site soils should be preliminarily considered corrosive to buried metals. The client and/or other members of the design team should consider this potential as they determine necessary. LGC is not a corrosion consultant and does not provide recommendations related to corrosion.

4.5 Curb. Gutter and Sidewalk Recommendations
Concrete flatwork (such as curb, gutter and sidewalks) has a high potential for cracking due to changes in soil volume related to soil -moisture fluctuations. To reduce the potential for excessive cracking and lifting, concrete should be designed per the following recommendations. These guidelines will reduce the potential for irregular cracking and promote cracking along construction joints but will not eliminate all cracking or lifting. Thickening the concrete and/or adding reinforcement will further reduce cosmetic distress.

Curb and gutters should be designed per city standards, as necessary. The curb and gutters should be anticipated to be underlain by the design aggregate base section used for the street section. Sidewalks should be designed per city standards, as necessary. The sidewalk should be underlain by a minimum of 4-inches of aggregate base.

The upper 6-inches of the subgrade for the curb and gutter should be compacted to a minimum relative compaction of 90 percent, and the subgrade soil should be at or above the optimum moisture content. The upper 6-inches of the subgrade for the sidewalks should be compacted to a minimum relative compaction of 90 percent, and the subgrade soil should be at or above the optimum moisture content. Aggregate base material should be Crushed Aggregate Base or Crushed Miscellaneous Base per SSPWC The "Greenbook" Section 200-2. Aggregate base material should be compacted to a minimum relative compaction of 95 percent. Curb and gutter and sidewalks should be provided with joints and expansion joins per usual practice/standards.

4.6 Control of Surface Water and Drainage Control
Positive drainage of surface water away from slopes and pavement areas is very important. No water should be allowed to pond adjacent to the roadway. Overwatering of landscape and planter areas must be avoided. Surface water runoff relative to project design is the purview of the project civil engineer.

Project No. 174002-05 Page 17 October 16, 2024

4.7 Construction Observation and Testing
The recommendations provided in this report are based on limited subsurface observations and geotechnical analysis. The interpolated subsurface conditions should be checked in the field during construction by a representative of LGC.

Geotechnical observation and testing should be performed by the geotechnical consultant during site excavations, subgrade for slab/foundation, backfill of utility trenches, preparation of any subgrade and placement of aggregate base, or when any unusual soil conditions are encountered at the site. Grading plans, foundation plans, and final project drawings should be reviewed by this office prior to construction.

Project No. 174002-05 Page 18 October 16, 2024

5.0 LIMITATIONS
Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. The samples taken and submitted for laboratory testing, the observations made and the in -situ field testing performed are believed representative of the entire project; however, soil and geologic conditions revealed by excavation may be different than our preliminary findings. If this occurs, the changed conditions must be evaluated by the project soils engineer and geologist and design(s) adjusted as required or alternate design(s) recommended.

This report is issued with the understanding that it is the responsibility of the owner, or of his/her representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and/or project engineer and incorporated into the plans, and the necessary steps are taken to see that the contractor and/or subcontractor properly implements the recommendations in the field.

The contractor and/or subcontractor should notify the owner if they consider any of the recommendations presented herein to be unsafe.

The findings of this report are valid as of the present date. However, changes in the conditions of a property can and do occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties.

In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control.

Project No. 174002-05 Page 19 October 16, 2024

FENCE

EXTENT OF FREE DRAINING SAND BACKFILL, MINIM
HEEL WIDTH OR H/2 WHICH EVER IS GREATER

NATIVE BACKFILL COMPACTED
TO MINIMUM 90% RELATIVE
COMPACTION PER ASTM1557-D
IY��II�II�I�I�I

WATER PROOFING PER CIVIL ENGINEER

FREE DRAINING SAND BACKFILL
SE 30 OR GREATER
BACKCUT PER OSHA —
MINIMUM 1 CUBIC FOOT PER LINEAR FOOT

BURRITO TYPE SUBDRAIN, CONSISTING OF
3/4 INCH CRUSHED ROCK WRAPPED IN
MIRAFI 140N OR APPROVED EQUIVALENT
4 INCH DIAMETER, SCHEDULE 40 PERFORATED

PVC PIPE TO FLOW TO DRAINAGE DEVICE

FOOTING/WALL DESIGN PER CIVIL ENGINEER
x
cD
w
J
J
Q
a. °.IIIII
a.
a:
d I I—
.
d .

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-I iiI I I� i A.-
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Figure 2 Project Name Ynez Road Widening
Retaining Wall Project No. I74002-05
C13:3 Eng. BIH/RKW
Detail, Sand Scale Not To Scale
Backfill Date October 16, 2024

APPENDIX A
Re erenees
American Concrete Institute, 1985, Manual of Concrete Practice, Parts 1 and 2.

American Concrete Institute (ACI), 2019, Building Code Requirements for Structural Concrete (ACI 318-19) and Commentary, an ACI Standard, reported by ACI Committee 318.

American Society of Civil Engineers (ASCE), 2017, Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7-16, with Supplement 1, Effective December 12, 2018.

California Building Standards Commission, 2022, California Building Code, California Code of Regulations Title 24, Volumes 1 and 2, dated July 2022.

California Department of Conservation, Division of Mines and Geology (CDCDMG), 1978, Fault Evaluation Report FER-76, Elsinore Fault Zone, south Riverside County Segment, dated November 16, 1978.

CDCDMG, 1979, Supplement No. 1 to Fault Evaluation Report FER-76, 2 pages, dated March 23, 1979.

CDCDMG, 1979a, Supplement No. 2 to Fault Evaluation Report FER-76, 2 pages, dated April 18, 1979.

CDCDMG, 1990, Revised Official Map of Special Studies Zones, Murrieta Quadrangle, Scale 1:24,000, dated January 1, 1990.

CDCDMG, 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California:

California Division of Mines and Geology Special Publication 117, 74 p.

CDCDMG, 2000, Recommended Criteria for Delineating Seismic Hazard Zones: California Division of Mines and Geology, Special Publication 118, 12 p.

CDCDMG, 2004, Recommended Criteria for Delineating Seismic Hazard Zones in California:

California Division of Mines and Geology Special Publication 118, 12 p.

California Department of Conservation, California Geological Survey (CDCCGS), 2007, Seismic Hazard Zone Report for the Murrieta 7.5-Minute Quadrangle Riverside County, California, Seismic Hazard Zone Report 115, 66 p.

CDCCGS, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, dated March 13, 1997 revised September 11, 2008, Special Publication SP 117A.

Project No. 174002-05 Page A-1 October 16, 2024

References (continued)
CDCCGS, 2018, Earthquake Fault Zones; A Guide for Government Agencies, Property Owners/Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California, Special Publication 42, 93 p., dated January 2018.

California Department of Water Resources (CDWR), 2003, California's Groundwater, Bulletin 118, Update 2003, hqp:// www.groundwater.water.ca.gov/bulletinI I8/update2003/index.cfm.

Converse Consultants Inland Empire, 1988, Liquefaction Investigation, County Assessor's Parcel No. 923-590-005-05, -Portion of "C-12 Information Center Site", Parcel 1 of Record of Survey, 48, Page 72, Rancho California, California, Project No. 88-81-110-02, dated September 22, 1988.

Dibblee, T.W., and Minch, J.A., 2008, Geologic Map of the Murrieta 15-Minute Quadrangle, Riverside County, California: Dibblee Geological Foundation, Dibblee Foundation Map DF- 417, Scale 1:62,500.

Google Maps at http://www.goo lg emaps.com, accessed September 2024.

Gouvis Engineering, 2024, Site Retaining Wall Calculations, Ynez Road PW23-02, Temecula, CA, Job No. 66474, 16 sheets, dated August 7, 2024.

Kennedy, M.P., 1977, Recency and Character of Faulting along the Elsinore Fault Zone in southern Riverside County, California: California Division of Mines, Special Report 131, 12 p., Map Scale 1:24,000.

Kennedy, M.P., and Morton, D.M., 2003, Preliminary Geologic Map of the Murrieta 7.5' Quadrangle, Riverside County, California. On line version: btV://geopiLbs.wr.usgs.gov/open-file/ofD3-189.

Kennedy, M.P., and Tan, S.S., 2005, Geologic Map of the Oceanside 30' by 60' Quadrangle, California: California Geological Survey, Regional Geologic Map No. 2, Scale 1:100,000 Leighton and Associates Inc., 1982, Preliminary Geotechnical Investigation, 3 Parcels (30+/- Acres) North of Ynez and Rancho Vista Road, Rancho California, Riverside County, California, Project No. 6820059-01, dated March 17, 1982.

LGC Valley, Inc., 2019, Updated Preliminary Geotechnical Investigation, Proposed Residential Development, Rancho Highlands, East of Ynez and Tierra Vista Roads, Temecula, California, Project Number 174002-02, dated February 27, 2017, revised December 2, 2019.

LGC Valley, Inc., 2022a, As -Graded Report of Rough and Precise Grading, Rancho Highlands Multi -Family Residential Development, Tract No. 23992 Lots 4 and 5, East of Ynez and Tierra Vista Roads, Temecula, California, Project No. 174002-02, dated February 14, 2022.

Project No. 174002-05 Page A-2 October 16, 2024

References (continued)
LGC Valley, Inc., 2022b, Pavement Section Design Recommendations for Private Driveways and Associated Parking Spaces, Rancho Highlands Development, City of Temecula, California, Project No. 174002-02, dated August 2, 2022
LGC Valley, Inc., 2023, Addendum Geotechnical Recommendations for Building 4, Arrive Temecula/Rancho Highlands Multi -Family Residential Development, Tract No. 23992 Lots 4 and 5, East of Ynez and Tierra Vista Roads, Temecula, California Project Number 174002- 02, dated April 20, 2023.

National Association of Corrosion Engineers, 1984, Corrosion Basics: An Introduction, 353 pages.

Proactive Engineering Consultants West, Inc. (PEC West), 2019, Street Improvement Plan, Rancho Highlands, Ynez Road Sta. 101+88.84 to 109+16.08, city of Temecula, 5 Sheets, dated November 22, 2019.

PEC West, 2024, City of Temecula Street Improvement Plan, Ynez Road Improvements -Phase 1, PW23-02, Ynez Road STA 101+99.21 to STA 117+61.56, 12 Sheets, dated September 11, 2024.

Riverside County, 2023, County Road Standards and County Standard Specifications, 263 p., adopted January 31, 2023, effective March 2, 2023.

Tokimatsu, Kohji, and Seed, H.B., "Evaluation of Settlements in Sands Due to Earthquake Shaking," Journal of Geotechnical Engineering, Vol. 113, No. 8, August 1987.

United States Geological Survey (USGS), 2008, "2008 National Seismic Hazard Maps — Fault Parameters" at https://earthquake.usgs.s.gov/cfusion/hazfaults_2008_search/qupa main.cfin, accessed September 2024.

USGS, 2013, U.S. Seismic Design Maps, at
hitp:Haeohazards.usgs.gov/designmaps/usibatch.php#csv, accessed September 2024.

USGS, 2014, "2008 Interactive Deaggregations (Beta)," at:
https:Hgeohazards.usgs.gov/deaggint/2008/, accessed September 2024.

USGS and CGS, 2020, Quaternary Fault and Fold Database of the United States at https://www.usgs.jzov/programs/earthquake-hazards/faults , last update September 2, 2020, accessed September 2024.

Project No. 174002-05 Page A-3 October 16, 2024

APPENDIX B
General Earthwork and Gradinz Specifications for Rou,-h Grading

1.0 General

1.1 Intent. These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s).

1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall employ a qualified Geotechnical Consultant of Record (Geotechnical Consultant).

The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading.

Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing.

During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface 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 inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required.

The Geotechnical Consultant shall observe the moisture -conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to confirm that the attained level of compaction is being accomplished as specified. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine 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 Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely LGC Valley, Inc.

General Earthwork and Grading Specifications

Page 1 of 6 ends

responsible for performing the grading in accordance with the project plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "equipment" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate personnel will be available for observation and testing. 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 earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical 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 weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. It is the contractor's sole responsibility to provide proper fill compaction.

2.0 Preparation ofAreas to be Filled

2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant.

The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 10 percent of organic matter. Nesting of the organic materials shall not be allowed.

If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area.

As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. The contractor is responsible for all hazardous waste relating to his work. The Geotechnical Consultant does not have expertise in this area. If hazardous waste is a concern, then the Client should acquire the services of a qualified environmental assessor.

LGC Valley, Inc.

General Earthwork and Grading Specifications

Page 2 of 6 ends

2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free from oversize material and the working surface is reasonably uniform, flat, and free from uneven features that would inhibit uniform compaction.

2.3 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 competent ground as evaluated by the Geotechnical Consultant during grading.

2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. 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 competent material or as otherwise recommended by the Geotechnical Consultant.

Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill.

2.5 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 receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches.

3.0 Fill Material

3.1 General: Material to be used as fill shall be essentially free from organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical 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 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction.

LGC Valley, Inc.

General Earthwork and Grading Specifications

Page 3 of 6 ends

3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed.

4.0 Fill Placement and Compaction

4.1 Fill Lavers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near -horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout.

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 the American Society of Testing and Materials (ASTM Test Method D1557-91).

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 D1557-91). Compaction 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 with uniformity.

4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheeps-foot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results 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 D 1557-91.

4.5 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 discretion based on field conditions encountered.

Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches).

LGC Valley, Inc.

General Earthwork and Grading Specifications

Page 4 of 6 ends

4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. 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.

4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided.

5.0 Subdrain Installation
Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys.

6.0 Excavation
Excavations, as well as over -excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill -over -cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant.

7.0 Trench Backflls

7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations.

LGC Valley, Inc.

General Earthwork and Grading Specifications

Page 5 of 6 ends

7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction.

Bedding material shall have a Sand Equivalent 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 of 90 percent of maximum from 1 foot above the top of the conduit to the surface.

7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant.

7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill.

7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction 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.

LGC Valley, Inc.

General Earthwork and Grading Specifications

Page 6 of 6 ends

00 E L M T
Initial Study/Mitigated Negative Declaration
D® CONSULTING Ynez Road Improvement -Phase I, PW23-02
Appendix E-1
Hydraulic Study for Ynez Road Improvements
JCL Engineering & Consulting, Inc
July 2, 2024

HYDRAULIC STUDY FOR YNEZ

ROAD IMPROVEMENTS

CITY OF TEMECULA

CALIFORNIA
PREPARED FOR:

PROACTIVE ENGINEERING WEST
27404 VIA INDUSTRIA
TEMECULA, CA 92590
PREPARED BY:

CEngi ing & Consulting, lne,
41660 IVY STREET, SUITE A
MURRIETA, CA 92562
(951) 304-9552 • FAx (951) 304-3568
DATE PREPARED:

JULY 2, 2024

HYDRAULIC STUDY FOR

YNEZ ROAD IMPROVEMENTS

CITY OF PERRIS, CALIFORNIA
This report has been prepared by or under the direction of the following registered civil engineer who attests to the technical information contained herein. The registered civil engineer has also judged the qualifications of any technical specialists providing engineering data upon which recommendations, conclusions, and decisions are based.

Q�OF CSS/0N
Cl) Q)
Cr_1 N0. 59835
EXP. 12/31 /25
sT CfV IL ��P
7/02/2024
Joseph L. Castaneda RCE 59835 Date Seal
Registered Civil Engineer
JLC Causeltin�,lac,
0:A271.01.18\Engineering\HEC-RAS\Hydraulic Study Ynez Road.docx

HYDRAULIC STUDY FOR

YNEZ ROAD IMPROVEMENTS

CITY OF PERRIS, CALIFORNIA

TABLE OF CONTENTS
I.

INTRODUCTION.................................................................................................. 1 II.

PROJECT OVERVIEW.......................................................................................... 1 III.

PREVIOUS STUDIES ADJACENT TO YNEZ ROAD IMPROVEMENTS ............................ 1 IV.

HYDRAULIC ANALYSES...................................................................................... 2 V.

CONCLUSIONS...................................................................................................5 VI.

REFERENCES.................................................................................................... 5 FI[.l1RFS
FIGURE A:

VICINITY MAP
FIGURE B:

PRE -PROJECT HEC RAS CROSS SECTION LOCATION
FIGURE C:

PRE -PROJECT HEC RAS CROSS SECTION LOCATION
FIGURED:

ADDITIONAL DRAINAGE AREA YNEZ ROAD IMPROVEMENTS
TABLES
TABLE A: COMPARISON TABLE HEC-RAS RESULTS

APPENDICES
APPENDIX A: PRE -PROJECT HEC-RAS HYDRAULIC MODEL
APPENDIX B: POST -PROJECT HEC-RAS HYDRAULIC MODEL

EXCERPTS
EXCERPT A:

TRACT 31344 IMPROVEMENT PLANS
EXCERPT B:

RANCHO HIGHLANDS APPROVED HYDROLOGY MAP
EXCERPT C:

RANCHO HIGHLANDS APPROVED HYDROLOGY MODEL
EXCERPT D:

RANCHO HIGHLANDS APPROVED STORM DRAIN PLANS
EXCERPT E:

RANCHO HIGHLANDS LINE A HYDRAULIC MODEL
JLC Causeltin�,lac,
0:\271.01.18\Engineering\HEGRAS\Hydraulic Study Ynez Road.docx

HYDRAULIC STUDY FOR

YNEZ ROAD IMPROVEMENTS

CITY OF PERRIS, CALIFORNIA
I. INTRODUCTION
The purpose of this study is to provide hydraulic analyses using HEC-RAS for the pre -project and post -project condition analyses for the proposed Ynez Road Improvements. The following task will be included in the report:

1. Pre -Project Condition Hydraulic Model that will assess the existing unnamed stream adjacent to Ynez Road.

2. Post -project Condition Hydraulic Model that will assess the existing unnamed stream adjacent to Ynez Road.

3. Comparative analyses between the HEC-RAS models to document any potential changes

4. Preparation of a report, which includes the hydraulic analyses, figures and design support.

II. PROJECT OVERVIEW
The Rancho Highlands project on behalf of the City of Temecula, is designing the proposed roadway improvement plans to extend Ynez Road to the intersection of Rancho Vista Road, as shown on Figure A. A hydraulic model using HEC-RAS has been prepared for the unnamed stream adjacent to the proposed improvements.

The purpose of the HEC-RAS model is to assess any potential changes to the changes in the hydraulic operation of the stream adjacent to Ynez Road. Please note, this report did not study the flows tributary to the roadway cross section. The hydrology and hydraulic report for the Rancho Highlands Project assessed the offsite area tributary to the project that extended to Rancho Vista Road, see Excerpt C. The Rancho Highland Project proposed a catch basin and a storm drain pipe defined as Line B1, see Excerpt D Sheet 9A of 20, designed to intercept the tributary flows upstream of the proposed catch basin and generated by Ynez Road. Based on Figure D, the project will contribute an additional 0.5 acres to the project, which is highlighted in red, compared to the existing area. Line 131 has been designed as a 7 foot catch basin, which anticipated the Ynez Road extension.

Ill. PREVIOUS STUDIES ADJACENT TO YNEz ROAD IMPROVEMENTS Prior to commencing the hydraulic modelling for the unnamed stream, to be known as Stream A in this report, research of available plans and reports were obtained. The following data was used in the report-

1. Excerpt A, Tract Map 31344 which includes a storm drain system that discharges into Stream A. The total 100 year flow rate is 22.7 cfs. The 22.7 CFS connects to an existing 24" CMP pipe that crosses Rancho Vista Road.
�LC Connulting, Inc.
0:A271.01.18\ ngine ring\ EC-RAS\Hydraulic Study Ynez Road.docx

HYDRAULIC STUDY FOR

YNEZ ROAD IMPROVEMENTS

CITY OF PERRIS, CALIFORNIA

2. Excerpt B, Rancho Highland Approved Offsite Hydrology Map. The hydrology map provides the nodes and areas that are tributary to Stream A, excluding the existing 24" CMP crossing Rancho Vista Road.

3. Excerpt C, Rancho Highland Approved Offsite Hydrology Model. The hydrology map provides the model that provides the peak flow calculations for the nodes shown on the hydrology map tributary to Stream A, excluding the existing 24" CMP crossing Rancho Vista Road.

4. Excerpt D, Rancho Highlands Storm Drain Improvement Plans that provides the downstream control for the hydraulic model performed as part of this study. Stream A will discharge into Line A Storm Drain shown on Sheet 3. The design of the Line A Wingwall has been designed to provide stability to the stream.

5. Excerpt E, Line A hydraulic model which provides the downstream water surface elevation and control for upstream hydraulic modelling.

Based on the data collected the flow rate at the upstream end of Stream A is 33.5 cfs which is equal to the 10.7 cfs flow rate for Node 102 plus the 22.7 cfs from the existing 24" CMP. The total flow rate downstream of Stream A is 58.7 cfs which is equal to the 36.0 cfs flow rate for Node 102 to Node 109 plus the 22.7 cfs from the existing 24" CMP.

IV. HYDRAULIC ANALYSES
This report has prepared two hydraulic models for the Ynez Road Improvement Plans as follows:

1. Pre -Project condition hydraulic model which assesses the existing Stream A using a peak flow rate that ranges from 33.5 cfs to 58.7 cfs. The hydraulic model was performed using the HEC-RAS 1 D Program and the vertical datum is based on North American Vertical Datum 1988 (NAVD88). The model used 1 foot topographic mapping provided by Proactive Engineering Consultants, West.

2. The second model, defined as Post -Project Condition, represents the construction of Ynez Road Bridge which includes grading under along the Stream A Channel and a retaining wall. The goal of the Post -Project Condition is to demonstrate that the project does not adversely change the hydraulic conditions of Stream A.

Figure B is a HEC-RAS workmap that utilized a total of 34 cross sections to represent the Stream A system. The hydraulic model utilized flow rates from previous reports.

The Manning's n values that were obtained from the model are based on the following:

1. The area within the incised channel utilized a Manning n Value of 0.040 to account for trees and shurbs.

2. Areas above the incised channel will use a Manning n value of 0.035.

In order to provide the most accurate model possible JLC provided flow rate, as shown J1I Connulting, loc.
0:A271.01.18\ ngine ring\ EC-RAS\Hydraulic Study Ynez Road.docx 2 HYDRAULIC STUDY FOR

YNEZ ROAD IMPROVEMENTS

CITY OF PERRIS, CALIFORNIA
on Figure B at the following Stations:

1. Station 13+82 the HEC-RAS Model used a flow rate of 58.7 cfs to ensure that the model was conservative and included a full flow rate upstream of outlet point.

2. Station 19+54 the HEC-RAS Model used a flow rate of 41.7 cfs which is based on a flow rate of 22.7 cfs plus 19 cfs to account for approximately 50% of the flow rate tributary to Node 102 to 109.

3. Station 22+75 the HEC-RAS Model used a flow rate of 33.5 cfs which is based on a flow rate of 22.7 cfs plus 10.8 cfs.

The downstream control for the model is based on the Rancho Highland approved storm drain plans for Line A and the hydraulic model, included as Excerpt D and E.

The downstream control is a water surface elevation of 1055.2. The HEC-RAS results are included in Appendix A.

Figure C is the workmap for the post -project condition which includes the Ynez Road improvements. The post -project condition hydraulic model utilized a total of 34 sections and the same flow rate conditions as the pre -project model. The results of the hydraulic model have been included in Appendix B. Table A has been provided to compare the difference in the change in water surface elevation and velocity between the post -project condition and the pre -project condition.

Table A: Water Surface & Velocit Comparison
Water Surface I Velocitv
Section
Pre -Project
Post -Project
Difference
Pre -Project
Post -Project
Difference
1000
1055.2
1055.2

0.0 0.44

0.44 0.0
1029
1055.2
1055.2

0.0 1.13

1.13 0.0
1056
1055.2
1055.2

0.0 1.86

1.86 0.0
1106
1055.3
1055.3

0.0 2
2 0.0
1158
1055.3
1055.3

0.0 5.58

5.58 0.0
1208
1056.9
1056.9

0.0 5.67

5.67 0.0
1250
1058.0
1058.0

0.0 5.1

5.1 0.0
1289
1058.6
1058.6

0.0 3.1

3.1 0.0
1335
1060.0
1060.0

0.0 5.4

5.4 0.0
1382
1062.0
1062.0

0.0 5.5

5.5 0.0
1423
1063.9
1063.9

0.0 4.8

4.8 0.0
1459
1064.9
1064.9

0.0 3.9

3.9 0.0
1512
1066.0
1066.0

0.0 5.2

5.2 0.0
1541
1066.6
1066.6

0.0 2.9

2.9 0.0
1567
1066.9
1066.9

0.0 5.1

5.1 0.0
1593
1069.0
1069.0

0.0 5.3

5.3 0.0
1618
1071.8
1071.8

0.0 4.7

4.7 0.0
1697
1073.0
1073.0

0.0 2.8

2.8 0.0
1737
1073.2
1073.2

0.0 2.3

2.3 0.0
J1I Connulting, Inc.
0:A271.01.18\ ngine ring\ EC-RAS\Hydraulic Study Ynez Road.docx 3 HYDRAULIC STUDY FOR

YNEZ ROAD IMPROVEMENTS

CITY OF PERRIS, CALIFORNIA
1757
1073.3
1073.3

0.0 3.0

3.0 0.0
1796
1073.6
1073.6

0.0 2.6

2.6 0.0
1835
1073.84
1073.84

0.0 4.81

4.81 0.0
1898
1075.23
1075.23

0.0 4.59

4.59 0.0
1954
1076.13
1076.13

0.0 3.78

3.78 0.0
2007
1077.73
1077.73

0.0 4.64

4.64 0.0
2042
1078.31
1078.31

0.0 2.48

2.48 0.0
2071
1078.78
1078.78

0.0 4.82

4.83 0.0
2090
1079.26
1079.27

0.0 4.14

4.14 0.0
2126
1080.64
1080.64

0.0 4.28

4.28 0.0
2136
1081.75
1081.75

0.0 4.61

4.61 0.0
2167
1083.77
1083.77

0.0 4.81

4.81 0.0
2192
1084.34
1084.34

0.0 3.72

3.72 0.0
2223
1084.68
1084.68

0.0 3.87

3.87 0.0
2250
1088.15
1088.15

0.0 5.25

5.25 0.0
2275
1090.14
1090.14

0.0 4.75

4.75 0.0
Based on the results of Table A, the HEC-RAS model indicates no change in water surface or change in velocities. As a result, the project improvements will not change the hydraulic conditions of Stream A or will not negatively impact how Stream A hydraulically operates. Velocity, which is a hydraulic condition within a stream, is typically used as a measure to determine potential scour. For example, if velocities increase in the system an increase in shear stress can occur which will potentially result in scour issues. The results indicate that the velocities within the system did not change; therefore, the project does not anticipate any scour issues induced by the project. The velocities resulting from the post -project model were compared to the maximum permissible velocity of 6 ft/s identified in the RCFC&WCD Hydraulic Design Manual for unreinforced vegetation lined channel, such area Stream A. The velocities within Stream A range from 2 ft/s to 5 ft/s. Please note, the project proposes a retaining wall at approximately Street Station 11 +00. The velocities adjacent to the wall which are located between Section 17+37 to 19+54 have a velocity that ranges from 2.3 ft/s to 4.8 ft/s, which is below the maximum permissible velocity 6 ft/s.

After completing the hydraulic modelling, JLC reviewed the approved street improvement plans prepared by Proactive Engineering Consultants, West (PEC-W).

Due to environmental jurisdictional issues, a retaining wall was needed to minimize disturbance to Stream A at Street Station 111+00. JLC carefully reviewed this area due to the height of the wall and the proximity to Stream A. The design of the wall will have a top of footing elevation that ranges at 1085.0. The face of the retaining wall has been setback approximately 30 feet from toe of the incised channel. The channel flowline is at elevation 1072.

J1IConnulting, Inc.
0:A271.01.18\ ngine ring\ EC-RAS\Hydraulic Study Ynez Road.docx 4 HYDRAULIC STUDY FOR

YNEZ ROAD IMPROVEMENTS

CITY OF PERRIS, CALIFORNIA
Since scour and erosion are not anticipated due to the grading performed as part of the project, JLC performed a review of the topographic contours to assess potential long term scour issues that can be anticipated based on the existing natural terrain.

Based on reviewing the topographic mapping, Stream A has vertical drop along the stream bed that appears to be related to head cutting. Even though the hydraulic parameters did not change between the pre -project and post -project conditions, JLC had to perform further investigation to understand the dynamic of Stream A. As a result, JLC assessed the abrupt vertical change and the potential head cutting that may migrate upstream. If the channel head cuts, Stream A may result in a 3 foot drop in the channel invert adjacent to the retaining wall. These types of conditions are not necessarily identified in hydraulic models and are investigated based on engineering judgment and experience. To mitigate the potential lateral scour and head cutting impacts, the retaining wall is proposing two mitigation measures that consist of the following:

1. A concrete cutoff wall that will protect lateral migration of the channel from eroding the compacted soil under the footing.

2. A'/2 ton riprap apron placed adjacent to the concrete cutoff wall. The purpose of the riprap apron is to allow the riprap material to fill the stream bed side slopes should lateral erosion occur. The riprap is considered a self -healing method to stabilize the channel.

Based on the design, the proposed cutoff wall extends below the proposed footing key located at the toe of slope. The footing key, see Sheet 12 of the improvement plans, is 6.3 feet below the top of footing. The concrete cutoff wall has a depth of 12 feet below the key. As a result, the bottom of cutoff wall will be 18.3 feet (6.3 feet + 12 feet) below the top of footing which is equal to elevation 1066.7. Additionally, '/2 ton riprap will be placed in front of the concrete cutoff wall. The riprap apron will provide a primary protection which will allow riprap to settle into any potential scour holes that is formed by both lateral erosion and headcutting. The concrete cutoff wall is a secondary protection measure.

V. CONCLUSIONS
The proposed Ynez Road has been assessed using the HEC-RAS model and the hydraulic analyses indicate that the channel dynamic will not occur due to the construction of Ynez Road. However, due to irregularities in the channel, scour associated with lateral erosion and headcutting was assessed. The scour mitigation measures for the retaining wall and shown on Sheet 12 of the plans have been designed to protect the project from lateral erosion and a potential of 5 feet of vertical change in channel invert. This is accomplished by providing a concrete cutoff wall and'/z ton riprap for protection.

JLCEgineetring I Coasaltiag,loc.
0:A271.01.18\ ngineering\ EC-RAS\Hydraulic Study Ynez Road.docx 5 HYDRAULIC STUDY FOR

YNEZ ROAD IMPROVEMENTS

CITY OF PERRIS, CALIFORNIA
VI. REFERENCES

1. Tract Map 31334, Street and Storm Drain Improvement Plans

2. Final Hydrology and Hydraulics Study For Rancho Highlands, dated September 2021

3. Storm Drain Improvement Plans for Rancho Highlands, dated September 2021

4. RCFC&WCD Hydraulic Design Manual, March 2024
JLC cosse]tisg,Inc.
0:\271.01.18\Engineering\HEC-RAS\Hydraulic Study Ynez Road.docx 6 FIGURES

FIGURE A: VICINITY MAP

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r 4.
/, n v o�_ / r�0 - I;1� f0ava- G , �-
WSE=1066.6 =1593
1459 = VELOCITY= 2.90 WSE=1069.0
\ WSE=1064.9 VELOCITY= 5.30
VELOCITY= 3.90
1697 WSE=1073.3 WSE=1073.0 VELOCITY= 3.00 1954
VELOCITY=2.80 , _�� WSE=1076.13
1835 VELOCITY= 3.78
1158 1250 = 335 1423
WSE=1055.3 WSE=1058.0 'WSE=1060.0 WSE=1063.9
VELOCITY=5.58 VELOCI TY=5.10 VELOCITY=5.40 VELOCITY=4.80 7 1512 7 ( ( ( ( WSE=1066.0
1 \ \ \ VELOCITY=5.20

YNEZ ROAD
O
WWNXZX�i`
L 618 �1737 - -
7 WSE=1071.8 L WSE=1073.2
VELOCITY=4.70 VELOCITY=2.30
1567
WSE=1066.9
VELOCITY=5.10
2042 �
2136
WSE= 1078.31 WSE=1081.75
VELOCITY=2.48 �� VELOCITY=4.61 _
2090 2250 RANCHO HIGHLAND
W3E=1079.2E 2192 WSE=1088.13 HYDROLOGY REPORT
WSE=1073.84 \\\ VELOCITY=4.14 WSE=1084.34 VELOCITY=5.25 NODE 102 VELOICITY=4.81 Q100=41.7 VELOCITY=3.72
Q100=33.5
771
898
7 WSE=1075.23
VELOCITY=4.59
1796
WSE=1073.6
VELOCITY= 2.60
2007 2126
WSE=1077.73 WSE=1080.64
r,,VELOCITY=4.28
VELOCITY=4.64
L WSE=1078.78
VELOCITY= 4.82
2223
WSE=1084.68
VELOCITY= 3.87
2167
WSE=1083.77
VELOCITY= 4.81
2275
WSE=1090.14
VELOCITY= 4.75
mi Engineering & Consulting, Inc.
41660 IVY STREET, SUITE A
MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
' v
0 V /
0 U
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Q
1 EXISTING STORM DRAIN
OUTLET PER TR 31344
0100=22.7
FIGURE °B"

CITY OF TEMECULA

YNEZ ROAD EXTENSION

PRE -PROJECT HEC-RAS

FLOODPLAIN MAP

FIGURE C: PRE -PROJECT HEC RAS CROSS SECTION LOCATION

SHEET 1 OF 1
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JLC--�= gineering &Consulting, Inc.
41660 IVY STREET, SUITE A
MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
11IIIIIII � � I I

EXISTING STORM DRAIN
OUTLET PER TR 31344
nl nn—"7"7 7
FIGURE "C"

CITY OF TEMECULA

YNEZ ROAD EXTENSION

POST -PROJECT HEC-RAS

FLOODPLAIN MAP

FIGURE D: YNEZ ROAD EXTENSION ADDITIONAL DRAINAGE AREA

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NEZ ROAD B2-- — — - -= •

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mi �= gineering & Consulting, Inc.
41660 IVY STREET, SUITE A
MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568

FIGURE D

YNEZ ROAD EXTENSION

ADDITIONAL AREA

FOR YNEZ ROAD

TABLES

TABLE A: COMPARISON TABLE HEC-RAS RESULTS

TABLE A: YNEZ ROAD EXTENSIONTREET IMPROVEMENTS HEC-RAS RESULTS & COMPARATIVE ANALYSIS

HEC-RAS SECTION
NUMBER

EXISTING

CONDITION WATER

SURFACE

ELEVATION

POST -PROJECT

WATER SURFACE

ELEVATION
0 WATER

SURFACE

ELEVATION

EXISTING

CONDITION

VELOCITY

POST -PROJECT

VELOCITY

AVELOCITY
1000
1055.2
1055.2
0 0.44

0.44 0
1029
1055.2
1055.2

0.0 1.13

1.13 0.0
1056
1055.2
1055.2

0.0 1.86

1.86 0.0
1106
1055.3
1055.3

0.0 2
2 0.0
1158
1055.3
1055.3

0.0 5.58

5.58 0.0
1208
1056.9
1056.9

0.0 5.67

5.67 0.0
1250
1058.0
1058.0

0.0 5.1

5.1 0.0
1289
1058.6
1058.6

0.0 3.1

3.1 0.0
1335
1060.0
1060.0

0.0 5.4

5.4 0.0
1382
1062.0
1062.0

0.0 5.5

5.5 0.0
1423
1063.9
1063.9

0.0 4.8

4.8 0.0
1459
1064.9
1064.9

0.0 3.9

3.9 0.0
1512
1066.0
1066.0

0.0 5.2

5.2 0.0
1541
1066.6
1066.6

0.0 2.9

2.9 0.0
1567
1066.9
1066.9

0.0 5.1

5.1 0.0
1593
1069.0
1069.0

0.0 5.3

5.3 0.0
1618
1071.8
1071.8

0.0 4.7

4.7 0.0
1697
1073.0
1073.0

0.0 2.8

2.8 0.0
1737
1073.2
1073.2

0.0 2.3

2.3 0.0
1757
1073.3
1073.3

0.0 3.0

3.0 0.0
1796
1073.6
1073.6

0.0 2.6

2.6 0.0
1835
1073.84
1073.84

0.0 4.81

4.81 0.0
1898
1075.23
1075.23

0.0 4.59

4.59 0.0
1954
1076.13
1076.13

0.0 3.78

3.78 0.0
2007
1077.73
1077.73

0.0 4.64

4.64 0.0
2042
1078.31
1078.31

0.0 2.48

2.48 0.0
2071
1078.78
1078.78

0.0 4.82

4.83 0.0
2090
1079.26
1079.27

0.0 4.14

4.14 0.0
2126
1080.64
1080.64

0.0 4.28

4.28 0.0
2136
1081.75
1081.75

0.0 4.61

4.61 0.0
2167
1083.77
1083.77

0.0 4.81

4.81 0.0
2192
1084.34
1084.34

0.0 3.72

3.72 0.0
2223
1084.68
1084.68

0.0 3.87

3.87 0.0
2250
1088.15
1088.15

0.0 5.25

5.25 0.0
2275
1090.14
1090.14

0.0 4.75

4.75 0.0

APPENDICES

APPENDIX A: PRE -PROJECT HEC-RAS HYDRAULIC MODEL

HEC-RAS Plan: YNEZ PRE-PROJ River: YNEZ RD STREAM Reach: YNEZ RD Profile: 100 YR Reach
River Sta
Profile
Q Total
Min Ch El
W.S. Elev
Crit W.S.

E.G. Elev
E.G. Slope
Vel Chnl
Flow Area
Top Width
Froude # Chl
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(ft/s)
(sq ft)
(ft)

YNEZ RD
1000
100 YR

58.70 1051.00
1055.20
1051.68
1055.20

0.000031

0.44 134.90

48.08 0.04

YNEZ RD
1029
100 YR

58.70 1052.00
1055.19
1055.21

0.000439

1.13 51.74

27.27 0.15

YNEZ RD
1056
100 YR

58.70 1052.00
1055.19
1055.24

0.001321

1.86 31.56

16.42 0.24

YNEZ RD
1106
100 YR

58.70 1053.00
1055.25
1055.32

0.001671

2.00 29.29

17.99 0.28

YNEZ RD
1158
100 YR

58.70 1054.00
1055.27
1055.27
1055.75

0.027295

5.58 10.52

10.99 1.01

YNEZ RD
1208
100 YR

58.70 1055.00
1056.87
1056.87
1057.37

0.026861

5.67 10.35

10.72 1.02

YNEZ RD
1250
100 YR

58.70 1056.00
1057.99
1057.91
1058.39

0.021617

5.09 11.54

11.85 0.91

YNEZ RD
1289
100 YR

58.70 1057.00
1058.62
1058.78

0.005111

3.14 18.70

13.19 0.46

YNEZ RD
1335
100 YR

58.70 1059.00
1060.02
1060.02
1060.48

0.027390

5.43 10.81

11.91 1.00

YNEZ RD
1382
100 YR

58.70 1061.00
1062.02
1062.02
1062.48

0.027000

5.46 10.75

11.73 1.01

YNEZ RD
1423
100 YR

41.70 1063.00
1063.92
1063.92
1064.28

0.027428

4.80 8.69

12.23 1.00

YNEZ RD
1459
100 YR

41.70 1064.00
1064.85
1065.09

0.017899

3.94 10.60

14.67 0.82

YNEZ RD
1512
100 YR

41.70 1065.00
1065.96
1065.96
1066.37

0.027169

5.18 8.06

9.71 1.00

YNEZ RD
1541
100 YR

41.70 1065.00
1066.56
1066.69

0.005116

2.91 14.32

11.58 0.46

YNEZ RD
1567
100 YR

41.70 1066.00
1066.92
1066.92
1067.32

0.027207

5.05 8.26

10.53 1.01

YNEZ RD
1593
100 YR

41.70 1068.00
1069.02
1069.02
1069.46

0.027234

5.28 7.89

9.23 1.01

YNEZ RD
1618
100 YR

41.70 1071.00
1071.78
1071.78
1072.12

0.027822

4.66 8.95

13.40 1.01

YNEZ RD
1697
100 YR

41.70 1072.00
1072.99
1073.12

0.007019

2.82 14.76

16.53 0.53

YNEZ RD
1737
100 YR

41.70 1072.00
1073.24
1073.32

0.003566

2.26 18.42

17.27 0.39

YNEZ RD
1757
100 YR

41.70 1072.00
1073.29
1073.43

0.006446

3.03 13.78

12.61 0.51

YNEZ RD
1796
100 YR

41.70 1072.00
1073.55
1073.65

0.004755

2.59 16.08

15.23 0.44

YNEZ RD
1835
100 YR

41.70 1073.00
1073.84
1073.84
1074.20

0.027630

4.81 8.67

12.17 1.00

YNEZ RD
1898
100 YR

41.70 1074.00
1075.23
1075.10
1075.56

0.017960

4.59 9.09

9.66 0.83

YNEZ RD
1954
100 YR

41.70 1075.00
1076.13
1076.35

0.011325

3.78 11.04

10.81 0.66

YNEZ RD
2007
100 YR

33.80 1077.00
1077.73
1077.73
1078.07

0.028526

4.64 7.28

10.96 1.00

YNEZ RD
2042
100 YR

33.80 1077.00
1078.31
1078.41

0.004259

2.48 13.65

12.09 0.41

YNEZ RD
2071
100 YR

33.80 1078.00
1078.78
1078.78
1079.14

0.028616

4.82 7.01

9.83 1.01

YNEZ RD
2090
100 YR

33.80 1078.00
1079.26
1079.04
1079.53

0.014101

4.14 8.16

8.10 0.73

YNEZ RD
2126
100 YR

33.80 1080.00
1080.64
1080.64
1080.92

0.028949

4.28 7.90

13.91 1.00

YNEZ RD
2136
100 YR

33.80 1081.00
1081.75
1081.75
1082.08

0.028545

4.61 7.33

11.25 1.01

YNEZ RD
2167
100 YR

33.80 1083.00
1083.77
1083.77
1084.13

0.028811

4.81 7.03

9.90 1.01

YNEZ RD
2192
100 YR

33.80 1083.00
1084.34
1084.56

0.010643

3.72 9.08

8.53 0.64

YNEZ RD
2223
100 YR

33.80 1083.00
1084.68
1084.91

0.011833

3.87 8.74

8.57 0.67

YNEZ RD
2250
100 YR

33.80 1087.00
1088.15
1088.15
1088.58

0.027695

5.25 6.44

7.61 1.01

YNEZ RD
2275
100 YR

33.80 1089.00
1090.14
1090.14
1090.49

0.027687

4.75 7.12

10.26 1.00

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 %}° .04 #< .035
1075
Legend
--------------------
EG 100 YR
WS 100 YR
Crit 100 YR
■
Ground
1070
•
Bank Sta
1065
c
0 a�
w
1060
1055
1050
................................................................. 0 20 40 60 80 100
120
Station (ft)

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 z-; .04 "� .035
1080
Legend
----------------------
EG 100 YR
WS 100 YR
t
Ground
1075
•
Bank Sta
1070
c
1065
a�
w
1060
1055
1050
0 20 40 60 80 100 120
Station (ft)

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 .04 .035
1080
Legend
----------------------
EG 100 YR
WS 100 YR
t
Ground
1075
•
Bank Sta
1070
c
1065
w
1060
1055
1050
0 20 40 60 80 100
120
Station (ft)

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 .04 + .035
1080
Legend
--------------------
EG 100 YR
WS 100 YR
t
Ground
1075
•
Bank Sta
1070
c
1065
w
1060
1055
1050
0 20 40 60 80 100
120
Station (ft)

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ
6/24/2024
.035 "� .04 "� .035
1080
Legend
--------------------
EG 100 YR
WS 100 YR
Crit 100 YR
1075
Ground
•
Bank Sta
1070
c
1065
a�
w
1060
1055
1050
0 20 40 60 80
100
120
Station (ft)

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 �� .04 "� .035
1080
Legend
----------------------
EG 100 YR
WS 100 YR
Crit 100 YR
■
Ground
1075
•
Bank Sta
1070
c
0 a�
w
1065
1060
1055
-----------------------------
0 20 40 60 80 100
120
Station (ft)

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 035 z-; .04 # .035
1080
Legend
----------------------
EG 100 YR
WS 100 YR
Crit 100 YR
■
Ground
1075
•
Bank Sta
1070
c
0 a�
w
1065
1060
......................
1055
0 20 40 60 80 100 120
Station (ft)

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 .04 .035
1080
Legend
--------------------
EG 100 YR
WS 100 YR
t
Ground
•
Bank Sta
1075
1070
c
0 0
W
1065
1060
-------------------------------
1055
0 20 40 60 80 100
120
Station (ft)

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 035 �� .04 z-; .035
1085
Legend
----------------------
EG 100 YR
WS 100 YR
Crit 100 YR
1080
Ground
•
Bank Sta
1075
c
1070
a�
w
1065
1060
.........................
1055
0 20 40 60 80 100 120
140
Station (ft)

YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
.035
.04 — .035
1085
Legend
----------------------
EG 100 YR
WS 100 YR
..............+
Crit 100 YR
-
■
Ground
1080
•
Bank Sta
1075
c
0 0
W
1070
1065
1060
0 20 40 60 80
100 120 140
160
Station (ft)
Ice

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 035 z-; .04 f .035
1085
Legend
--------------------
EG 100 YR
WS 100 YR
Crit 100 YR
■
Ground
1080 •
Bank Sta
1075
c
0 a�
w
1070
1065
1060
0 20 40 60 80 100 120 140 160
Station (ft)
a

YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
.035
.04 �� .035
1080
Legend
----------------------
EG 100 YR
WS 100 YR
1078
Ground
•
Bank Sta
1076
1074
c
1072
w
1070
1068
1066
---------------------------
1064
0 20 40 60 80
160 120 140
160
Station (ft)
IF

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 " —.04— z-; .035
1085
Legend
----------------------
EG 100 YR
WS 100 YR
Crit 100 YR
■
Ground
•
Bank Sta
1080
c
1075
a�
w
1070
1065
..............
0 50 100 150
200
Station (ft)
13 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 �� 04 — .035
1085
Legend
--------------------
EG 100 YR
WS 100 YR
t
Ground
•
Bank Sta
1080
c
1075
w
1070
1065
....................
0 20 40 60 80 100 120 140
160
Station (ft)
14 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 "� .04 — �� .035
1090
Legend
----------------------
EG 100 YR
WS 100 YR
Crit 100 YR
■
Ground
1085
•
Bank Sta
1080
c
0 0
LU
1075
1070
1065
0 20 40 60 80 100 120 140 160
180
Station (ft)
15 YNEZ ROAD PRE -PROJECT CONDITION Plan:

YNEZ PRE-PROJ 6/24/2024
.035
04 �� .035
1090
Legend
----------------------
EG 100 YR
WS 100 YR
..............+
Crit 100 YR
■
Ground
1085
•
Bank Sta
1080
c
0 0
W
1075
1070
1065
0 20 40 60 80 100
120 140 160
180
Station (ft)

YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
.035
— .04 "� .035
1090
Legend
--------------------
EG 100 YR
WS 100 YR
..............+
Crit 100 YR
■
Ground
•
Bank Sta
1085
c
1080
w
1075
1070
0 50 100
150
200
Station (ft)
17 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024
035 %}° —.04 "1
.035
1095
Legend
----------------------
EG 100 YR
WS 100 YR
t
Ground
•
Bank Sta
1090
1085
c
0 a�
w
1080
1075
1070
0 20 40 60 80 100
120
140
Station (ft)

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 035 .04 %}° .035
1090
Legend
--------------------
EG 100 YR
WS 100 YR
1088
t
Ground
•
Bank Sta
1086
1084
1082
c
0 a�
w
1080
1078
1076
1074
..................................
1072
0 20 40 60 80 100
120
Station (ft)
Ke

YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
.035 .04
.035
1090
Legend
--------------------
EG 100 YR
WS 100 YR
1088
t
Ground
•
Bank Sta
1086
1084
1082
c
0 _o
w
1080
1078
1076
1074
..............................
1072
0 20 40 60
80 100
120
Station (ft)
20 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 .04 — .035
1095
Legend
----------------------
EG 100 YR
WS 100 YR
t
Ground
•
Bank Sta
1090
1085
c
0 0
LU
1080
1075
1070
0 20 40 60 80 100
120
Station (ft)
21 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 .04 .035
1095
Legend
--------------------
EG 100 YR
WS 100 YR
Crit 100 YR
■
Ground
1090
•
Bank Sta
1085
c
0 a�
w
1080
1075
1070
0 20 40 60 80
100
Station (ft)
22 YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ
6/24/2024
035 +
.04 +
— .035
1090
Legend
----------------------
EG 100 YR
WS 100 YR
1088
Crit 100 YR
■
Ground
•
Bank Sta
1086
1084
c
1082
w
1080
1078
1076
-------------------------
1074
0 20 40 60
80 100
120
Station (ft)
23 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 %}° .04 f .035
1092
Legend
----------------------
EG 100 YR
WS 100 YR
1090
t
Ground
•
Bank Sta
1088
1086
1084
c
0 a�
w
1082
1080
1078
1076
1074
0 20 40 60 80 100
Station (ft)
24 YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
035 +
.04 �� .035
1094
Legend
----------------------
EG 100 YR
WS 100 YR
1092
..............+
Crit 100 YR
■
Ground
•
1090
Bank Sta
1088
1086
c
0 _o
w
1084
1082
1080
1078
...............................
1076
0 20 40
60 80
100
Station (ft)
25 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ
PRE-PROJ 6/24/2024
.035
.04 "� .035
1095
Legend
----------------------
EG 100 YR
WS 100 YR
t
Ground
•
Bank Sta
1090
c
1085
w
1080
1075
0 20 40 60
80 100
Station (ft)
26 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 "1 — .04 � 035
1100
Legend
--------------------
EG 100 YR
WS 100 YR
..............+
Crit 100 YR
■
Ground
1095
•
Bank Sta
1090
c
0 0
W
1085
1080
-----------------------------
1075
0 20 40 60 80
100
Station (ft)
27 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024
.035 %}° —.04 � .035
1100
Legend
--------------------
EG 100 YR
WS 100 YR
Crit 100 YR
■
Ground
1095
•
Bank Sta
1090
c
0 a�
w
1085
1080
1075
0 20 40 60 80
100
120
Station (ft)
28 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 -L .04 1.035
1098
Legend
--------------------
EG 100 YR
WS 100 YR
1096
Crit 100 YR
■
Ground
•
1094
Bank Sta
1092
1090
c
0 a�
w
1088
1086
1084
1082
1080
0 20 40 60 80 100
120
Station (ft)
29 YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
.035
— .04 .035
1096
Legend
----------------------
EG 100 YR
WS 100 YR
1094
........

Crit 100 YR
■
Ground
•
Bank Sta
1092
1090
c
1088
w
1086
1084
1082
..........................
1080
0 20 40 60
80 100
120
Station (ft)
30 YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
.035 �� .04
� .035
1096
Legend
----------------------
EG 100 YR
WS 100 YR
1094
Crit 100 YR
■
Ground
•
Bank Sta
1092
1090
c
0 a�
w
1088
1086
1084
.............................
1082
0 20 40
60 80
100
Station (ft)
31 YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
.035 "1
.04 035
1094
Legend
----------------------
EG 100 YR
WS 100 YR
t
Ground
1092
•
Bank Sta
1090
c
1088
w
1086
1084
..........................-.. _
1082
0 20 40
60 80
Station (ft)
32 YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
.035 �
.04 �.035
1098
Legend
----------------------
EG 100 YR
WS 100 YR
1096
Ground
•
Bank Sta
1094
1092
c
1090
w
1088
1086
1084
................................
1082
0 20 40
60 80
Station (ft)
33 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 035 %}° .04 .035
1100
Legend
----------------------
EG 100 YR
WS 100 YR
1098
Crit 100 YR
■
Ground
•
Bank Sta
1096
1094
c
0 a�
w
1092
1090
1088
.............................. .
1086
0 20 40 60
80 Station (ft)
34 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 � .04 .035
1102
Legend
----------------------
EG 100 YR
WS 100 YR
1100
Crit 100 YR
■
Ground
•
Bank Sta
1098
1096
c
0 a�
w
1094
1092
1090
..........................................
1088
0 20 40 60 80
Station (ft)
35 HEC-RAS HEC-RAS 6.4.1 June 2023
U.S. Army Corps of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California

X X XXXXXX XXXX XXXX XX XXXX

X X X X X X X X X X

X X X X X X X X X

XXXXXXX XXXX X XXX XXXX XXXXXX XXXX

X X X X X X X X X

X X X X X X X X X X

X X XXXXXX XXXX X X X X XXXXX

PROJECT DATA
Project Title: YNEZ ROAD PRE -PROJECT CONDITION
Project File : YNEZ RD_PRE _PROIECT.prj
Run Date and Time: 6/24/2024 6:17:40 AM
Project in English units
Project Description:

MODEL OF YNEZ ROAD EXTENSION

CAPITAL IMPROVEMENT PROJECT
CRS
Info=

PLAN DATA
Plan Title: YNEZ_PRE-PROJ
Plan File : 0:\271.01.18\Engineering\HEC-RAS\HEC-RAS Models\GEO_HEC-RAS\YNEZ ROAD IMPROVEMENT\YNEZ RD_PRE_PRO3ECT.p01
Geometry Title: YNEZ _PRE -PROJECT
Geometry File : 0:\271.01.18\Engineering\HEC-RAS\HEC-RAS Models\GEO_HEC-RAS\YNEZ ROAD IMPROVEMENT\YNEZ RD_PRE_PROJECT.g01
Flow Title YNEZ PRE -PROJECT
Flow File 0:\271.01.18\Engineering\HEC-RAS\HEC-RAS Models\GEO_HEC-RAS\YNEZ ROAD IMPROVEMENT\YNEZ RD PRE PROJECT.f01
Plan Description:

YNEZ PRE -PROJECT CONDITION
Plan Summary Information:

Number of: Cross Sections =
Culverts =
Bridges =
35 Multiple Openings = 0
0 Inline Structures = 0
0 Lateral Structures = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.33
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary

Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow

FLOW DATA
Flow Title: YNEZ PRE -PROJECT
Flow File : 0:\271.01.18\Engineering\HEC-RAS\HEC-RAS Models\GEO_HEC-RAS\YNEZ ROAD IMPROVEMENT\YNEZ RD_PRE_PROJECT.f01
Flow Data (cfs)
River Reach RS 100 YR
YNEZ-RD-STREAM YNEZ RD 2275 33.8
YNEZ-RD-STREAM YNEZ RD 1954 41.7
YNEZ-RD-STREAM YNEZ RD 1382 58.7
Boundary Conditions
River Reach Profile Upstream Downstream
YNEZ-RD-STREAM YNEZ RD 100 YR Normal S = 0.055535 Known WS = 1055.2

GEOMETRY DATA
Geometry Title: YNEZ _PRE -PROJECT
Geometry File : 0:\271.01.18\Engineering\HEC-RAS\HEC-RAS Models\GEO_HEC-RAS\YNEZ ROAD IMPROVEMENT\YNEZ RD_PRE_PRO3ECT.g01

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2275
INPUT
Description:

Station Elevation
Data
num=
24 Sta Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1101
.21
1101

5.56 1100

11.47 1099

17.3 1098

25.21 1097

33.87 1096

40.76 1095

43.44 1094.2

44.11 1094

47.62 1093

51.04 1092

54.51 1091

58.4 1090

62.9 1089

64.85 1089

64.87 1089

67.9 1090

69.42 1091

71.12 1092

73.61 1093

74.44 1093.3

76.36 1094

78.65 1094
Manning's n Values
num=
3 Sta n Val
Sta
n Val
Sta
n Val
0 .035

43.44 .04

74.44 .035
Bank Sta: Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

43.44 74.44

24.84 24.84

24.84 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2250
INPUT
Description:

Station Elevation Data num= 26

Sta Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1099

4.02 1099

10.54 1098

17.33 1097

25.7 1096

34.86 1095

39.34 1094.43

42.7 1094

45.25 1093

48.09 1092

51.01 1091

52.93 1090

54.66 1089

56.32 1088

58.5 1087

59.58 1087
62 1087

63.46 1088

64.89 1089

66.8 1090

68.19 1090.63
69 1091

71.22 1092

73.18 1093

75.46 1094

77.78 1094
Manning's n Values
num=
3 Sta n Val
Sta
n Val
Sta
n Val
0 .035

39.34 .04

68.19 .035
Bank Sta: Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

39.34 68.19

26.76 26.76

26.76 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
RS: 2223
INPUT
Description:

Station Elevation
Data
num=
32 Sta Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1097
.55
1097

7.32 1096

15.31 1095

27.9 1094

32.54 1093.21

33.79 1093

35.42 1092

37.25 1091

38.21 1090

39.01 1089

40.17 1088

41.59 1087

42.93 1086

44.31 1085

46.07 1084

48.48 1083.1

48.76 1083

49.22 1083

52.73 1084

53.78 1085

55.15 1086

56.45 1087

58.15 1088

60.37 1089

61.71 1089.69

62.31 1090

64.74 1091

67.15 1092

69.48 1093

71.93 1094

75.28 1094
Manning's n Values
num=
3 Sta n Val
Sta
n Val
Sta
n Val
0 .035

32.54 .04

61.71 .035
Bank Sta: Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

32.54 61.71

31.24 31.24

31.24 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
RS: 2192
INPUT
Description:

Station Elevation
Data
num=
29 Sta Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1094

3.7 1094

11.22 1093

25.39 1092

31.74 1091.31

34.61 1091

36.27 1090

37.73 1089

39.16 1088

40.64 1087

42.13 1086

43.62 1085

45.09 1084

46.39 1083

48.87 1083

51.56 1083

52.61 1084

54.1 1085

55.9 1086

57.88 1087

60.2 1088

60.98 1088.26

63.19 1089

65.75 1090

67.94 1091

70.42 1092
73 1093

76.34 1094
80 1094
Manning's n Values
num=
3 Sta n Val
Sta
n Val
Sta
n Val
0 .035

31.74 .04

60.98 .035
Bank Sta: Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

31.74 60.98

25.2 25.2

25.2 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM

REACH: YNEZ RD RS: 2167
INPUT
Description:

Station Elevation Data num= 30
Sta Elev Sta Elev Sta Elev Sta
0 1095 1.9 1095 8.09 1094 15.23

33.39 1091.02 33.52 1091 34.47 1090 35.42

37.37 1087 38.6 1086 40.14 1085 41.78

47.39 1083 51.23 1083 52.12 1084 52.86

57.92 1087 62.21 1088 64.26 1088.61 65.59

72.04 1091 75.23 1092 78.92 1093 83.18
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 33.39 .04 64.26 .035
Bank Sta: Left Right Lengths: Left Channel Right

33.39 64.26 30.34 30.34 30.34

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2136
INPUT
Description:

Station Elevation Data num= 37
Elev
Sta
Elev
1093

25.85 1092
1089

36.39 1088
1084

42.8 1083
1085
54 1086
1089

68.68 1090
1094

86.96 1094
Coeff Contr. Expan.
.1 .3
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
0 1096

5.06 1096

10.54 1095
16 1094

22.03 27.67
1092

33.78 1091

37.95 1090

41.04 1089

44.12 47.6
1087

51.58 1086.32

53.48 1086

56.43 1085

57.71 58.98
1083

60.26 1082

62.52 1081

67.86 1081

70.93 72.48
1082

73.17 1083

73.91 1084

74.98 1085

76.08 77.19
1087

78.65 1088

81.52 1089

82.8 1089.45

84.56 84.58
1090.01

87.83 1091

91.63 1092

95.62 1093

98.72 102.28 1095 103.13 1095
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 51.58 .04 84.58 .035
Bank Sta: Left Right Lengths: Left Channel Right

51.58 84.58 10.63 10.63 10.63

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2126
INPUT
Description:

Station Elevation Data num= 39
Sta Elev Sta Elev Sta Elev Sta
0 1097 .33 1097 5.63 1096 10.77

20.9 1093 26.46 1092 32.11 1091 37.08

43.63 1088 47.45 1087 51.21 1086.48 54.64

58.92 1085 60.42 1084 61.75 1083 64.27

70.41 1080 75.82 1080 81.24 1080 82.91

84.65 1083 85.64 1084 86.62 1085 87.59

91.51 1088 93.41 1089 94.61 1089.85 94.82

97.07 1092 98.17 1093 99.31 1094 100.52
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 51.21 .04 94.61 .035
Elev
1093
1088
1084
1081
1086
1090
1094
Coeff Contr. Expan.
.1 .3
Elev
Sta
Elev
1095

15.65 1094
1090

40.45 1089
1086

58.89 1085
1082

67.26 1081
1081

83.78 1082
1086

89.51 1087
1090

95.95 1091
1094

Bank Sta: Left Right

51.21 94.61

CROSS SECTION
Lengths: Left Channel Right Coeff Contr. Expan.

35.78 35.78 35.78 .1 .3
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2090
INPUT
Description:

Station Elevation Data num= 41
Sta Elev Sta Elev Sta Elev Sta
0 1097 .54 1097 5.53 1096 10.16

19.76 1093 24.85 1092 29.92 1091 35.02

42.04 1088 45.52 1087 45.53 1087 49.47

50.09 1084 50.38 1083 51.38 1082 53.27

56.55 1079 57.77 1078 60.9 1078 62.61

65.25 1080 66.52 1081 67.13 1082 67.74

68.98 1085 69.58 1086 71.62 1087 73.69

77.41 1089 82.85 1090 87.22 1091 91.62
101.75 1093
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 45.53 .04 73.9 .035
Bank Sta: Left Right Lengths: Left Channel Right

45.53 73.9 19.35 19.35 19.35

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2071
INPUT
Description:

Station Elevation Data num= 38
Sta Elev Sta Elev Sta Elev Sta
0 1096 2.82 1096 8.16 1095 13.59

24.16 1092 30.14 1091 35.7 1090 41.16

43.16 1088 43.82 1087 44.36 1086 44.87

45.89 1083 46.74 1082 47.89 1081 48.99

50.75 1078 55.42 1078 58.82 1078 60.21

62.56 1081 63.36 1082 64.16 1083 64.96

68.37 1086 70.13 1086.63 71.14 1087 75.23
84 1090 88.19 1091 93.34 1091
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 42.76 .04 70.13 .035
Bank Sta: Left Right Lengths: Left Channel Right

42.76 70.13 28.31 28.31 28.31

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2042
INPUT
Description:

Station Elevation Data num= 39
Sta Elev Sta Elev Sta
0 1095 1.71 1095 7.3
Elev Sta Elev
1095 14.78 1094
1090 38.68 1089
1086 49.8 1085
1081 55.16 1080
1078 63.94 1079
1083 68.36 1084
1088 73.9 1088.06
1092 97.01 1093
Coeff Contr. Expan.
.1 .3
Elev Sta Elev
1094 18.79 1093
1089 42.76 1088.2
1085 45.38 1084
1080 49.89 1079
1079 61.56 1080
1084 65.77 1085
1088 80.16 1089
Coeff Contr. Expan.
.1 .3
Elev Sta Elev Sta Elev
1094 13.13 1093 19.63 1092

25.93 1091 34.36 1090 43.35 1089 49.96

56.17 1086 57.83 1085.43 59.09 1085 60.04

61.76 1082 62.59 1081 63.23 1080 63.92

64.79 1077 68.39 1077 73.27 1077 75.87

78.56 1080 79.77 1081 80.75 1082 81.13

82.42 1085 83.74 1086 84.07 1087 84.38

86.72 1089 89.77 1090 94.54 1091 99.54
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 57.83 .04 85.33 .035
Bank Sta: Left Right Lengths: Left Channel Right

57.83 85.33 35.18 35.18 35.18

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2007
INPUT
Description:

Station Elevation Data num= 35
1088 52.8 1087
1084 60.93 1083
1079 64.36 1078
1078 77.29 1079
1083 81.5 1084
1088 85.33 1088.41
1091
Coeff Contr. Expan.
.1 .3
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
0 1093

1.76 1093

9.74 1092

16.3 1091

23.58 31.48
1089

40.85 1088

47.67 1087

51.7 1086.2

52.71 53.26
1085

53.81 1084

54.38 1083

54.95 1082

55.55 56.13
1080

57.11 1079

58.17 1078

59.32 1077

63.15 68.25
1077

69.87 1078

71.09 1079

72.13 1080

73.15 74.61
1082

75.87 1083

76.78 1084

77.67 1085

78.57 78.61
1086.02

81.08 1087

83.88 1088

87.11 1089

91.14 Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 51.7 .04 78.61 .035
Bank Sta: Left Right Lengths: Left Channel Right

51.7 78.61 53.26 53.26 53.26

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1954
INPUT
Description:

Station Elevation Data num= 37
Sta Elev Sta Elev Sta Elev Sta
0 1091 3.8 1091 9.84 1090 16.89

33.86 1087 40.94 1086.1 41.7 1086 41.96

42.62 1083 42.96 1082 43.32 1081 43.66

44.98 1078 45.73 1077 46.49 1076 47.21

55.93 1075 57.03 1076 58.33 1077 59.72

63.18 1080 64.21 1081 65.19 1082 66.27

69.84 1084 73.06 1085 76.52 1086 80.47

90.16 1089 96.14 1089
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 40.94 .04 68.84 .035
Bank Sta: Left Right Lengths: Left Channel Right

40.94 68.84 55.85 55.85 55.85

CROSS SECTION
Elev
1090
1086
1081
1077
1081
1086
1090
Coeff Contr. Expan.
.1 .3
Elev Sta Elev
1089 24.38 1088
1085 42.29 1084
1080 44.22 1079
1075 52.28 1075
1078 61.42 1079
1083 68.84 1083.72
1087 85.01 1088
Coeff Contr. Expan.
.1 .3

RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1090 .26

20.66 1086 26.72

55.29 1081.24 56.97

62.04 1077 63.68

72.71 1074 74.43
80 1079 81.1

84.59 1082 87.53

94.17 1087 100.13
Manning's n Values
Sta n Val Sta
0 .035 55.29
Bank Sta: Left Right

55.29 82.89

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1091 .05

15.71 1087 21.68

27.89 1082 28.37

31.6 1077 32.7

46.55 1073 47.69

56.26 1078 59.4
Manning's n Values
Sta n Val Sta
0 .035 26.55
Bank Sta: Left Right

26.55 68.37

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta
Elev
Sta
0 1091
.7

11.66 1087

15.91 30.14
1083

31.24 33.75
1078

34.93 42.66
1073

49.37 57
1074

57.85 59.49
1079

63.06 104.85
1083
110.08
RS: 1898
num=
38 Elev
Sta
Elev
Sta
Elev
Sta
Elev
1090

4.31 1089

9.22 1088

14.42 1087
1085

32.97 1084

40.76 1083

50.03 1082
1081

57.29 1080

57.65 1079

59.97 1078
1076

65.62 1075

67.61 1074

70.37 1074
1075

76.17 1076

77.53 1077

78.91 1078
1080

82.84 1081

82.88 1081.03

82.89 1081.03
1083

89.51 1084

90.73 1085

92.01 1086
1088
108.36
1088
num= 3
n Val Sta n Val
.04 82.89 .035
Lengths: Left Channel

62.15 62.15
RS: 1835
Right Coeff Contr. Expan.

62.15 .1 .3
num=
30 Elev
Sta
Elev
Sta
Elev
Sta
Elev
1091

2.31 1090

6.05 1089

10.83 1088
1086

26.55 1085

26.99 1084

27.45 1083
1081

28.91 1080

29.51 1079

30.34 1078
1076

33.64 1075

34.81 1074

37.98 1073
1074

48.83 1075

50.14 1076

51.77 1077
1079

62.01 1080

68.37 1081

80.56 1081
num= 3
n Val Sta n Val
.04 68.37 .035
Lengths: Left Channel

39.37 39.37
RS: 1796
Right Coeff Contr. Expan.

39.37 .1 .3
num=
38 Elev
Sta
Elev
Sta
Elev
Sta
Elev
1091

2.93 1090

5.21 1089

7.84 1088
1086

22.34 1085

27.03 1084

27.08 1083.98
1082

31.83 1081

32.41 1080

33.01 1079
1077

36.13 1076

37.86 1075

39.78 1074
1072

51.88 1072

53.39 1072

55.5 1073
1075

58.4 1076

58.77 1077

59.13 1078
1080

71.97 1080.27

95.6 1081

99.97 1082
1084
116.42
1085
Manning's n Values num= 3

Sta n Val Sta n Val Sta n Val
0 .035 27.08 .04 71.97 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

27.08 71.97 39.5 39.5 39.5 .1 .3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1757
INPUT
Description:

Station Elevation Data num= 36
Sta Elev Sta Elev Sta Elev Sta Elev Sta
0 1089 .99 1089 5.69 1088 10.44 1087 15.59

20.95 1085 26.36 1084 30.58 1083 34.44 1082 38.31

42.83 1080 47.31 1079 47.41 1078.96 48.01 1078.72 49.76

50.71 1077 51.61 1076 52.83 1075 54.07 1074 56.16

58.28 1072 67.03 1072 67.98 1073 68.64 1074 69.33

70.11 1076 71.29 1077 72.14 1078 72.56 1079 73.27

76.28 1081 79.14 1081.47 82.4 1082 88.99 1083 97.9
106.95 1084
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 48.01 .04 79.14 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr.

48.01 79.14 19.55 19.55 19.55 .1

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1737
INPUT
Description:

Station Elevation Data num= 35
Sta Elev Sta Elev Sta Elev Sta
0 1089 2.91 1089 7.85 1088 12.6

22.1 1085 26.72 1084 31.27 1083 35.36

43.76 1080 48.22 1079 49.92 1078.66 53.29

55.89 1076 57.19 1075 58.82 1074 60.44

66.5 1072 74.64 1072 76.91 1073 78.65

81.87 1076 82.8 1077 83.64 1078 84.3

85.52 1081 88.96 1082 89.2 1082.03 97.43
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 49.92 .04 89.2 .035
Bank Sta: Left Right Lengths: Left Channel Right

49.92 89.2 40.35 40.35 40.35

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1697
INPUT
Description:

Station Elevation Data num= 41
Sta Elev Sta Elev Sta
0 1094 3.97 1094 7.92
Elev Sta
1087 17.52
1082 39.38
1078 54.81
1073 62.31
1074 80.37
1079 84.9
1083 105
Elev
1086
1081
1078
1073
1075
1080
1084
Expan.
.3
Elev
1086
1081
1077
1072
1075
1080
1083
Coeff Contr. Expan.
.1 .3
Elev Sta Elev Sta Elev
1093 11.57 1092 14.7 1091

17.82 1090 21.18

39.66 1085 50.32

58.61 1081 59.28

61.79 1076 62.24

74.33 1072 79.11

82.69 1076 83.56

97.94 1079 104.46
127.33 1083
Manning's n Values
Sta n Val Sta
0 .035 56.83
Bank Sta: Left Right

56.83 95.25

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:
1089 25.5 1088 29.91 1087 34.21 1086
1084 55.11 1083 56.83 1082.26 57.43 1082
1080 60.02 1079 60.58 1078 60.95 1077
1075 62.64 1074 64.18 1073 65.89 1072
1072 80.73 1073 81.4 1074 82.07 1075
1077 85.94 1077.32 91.09 1078 95.25 1078.61
1080 110.62 1081 116.44 1082 123.58 1083
num= 3
n Val Sta n Val
.04 95.25 .035
Lengths: Left Channel

78.83 78.83
RS: 1618
Right Coeff Contr. Expan.

78.83 .1 .3
Station
Elevation
Data
num=
38 Sta
Elev
Sta
Elev
Sta
Elev
Sta
0 1089

7.71 1089

16.81 1088

25.54 42.11
1085

50.41 1084

57.87 1083

65.73 80.08
1080

86.47 1079

91.77 1078

96.76 100.14
1076
100.98
1075
102
1074
103.3
109.02
1071
114.01
1071
118.63
1071
121.26
128.01
1074
129.87
1074.58
131.21
1075
135.12
145.53
1078
150.53
1079
156.24
1080
162.61
172.94
1083
177.16
1084
180.07
1084
Manning's n Values
Sta n Val Sta
0 .035 97.56
Bank Sta: Left Right

97.56 129.87

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1088 3.84

44.75 1084 53.4

80.24 1079 88.9
104.58 1075 107.74
113.6 1070 115.78
124.92 1069 126.75
135.41 1073.12 139.37
157.07 1078 161.38
Manning's n Values
Sta n Val Sta
0 .035 103.5
Bank Sta: Left Right
103.5 135.41
num= 3
n Val Sta n Val
.04 129.87 .035
Lengths: Left Channel

25.72 25.72
RS: 1593
Elev Sta Elev
1087 33.92 1086
1082 73.12 1081
1077 97.56 1076.76
1073 106.77 1072
1072 124.42 1073
1076 140.36 1077
1081 167.97 1082
Right Coeff Contr. Expan.

25.72 .1 .3
num=
39 Elev
Sta
Elev
Sta
1088

15.63 1087

25.98 1083

61.61 1082

67.86 1078

92.85 1077

98.32 1074
109.13
1073
110.36
1069
117.3
1068
121.18
1070
128.21
1071
129.56
1074
143.98
1075
148.47
1079
165.58
1080
169.19
num= 3
n Val Sta n Val
.04 135.41 .035
Lengths: Left Channel

25.22 25.22
Elev Sta Elev
1086 35.85 1085
1081 74.13 1080
1076 103.5 1075.17
1072 111.53 1071
1068 123.54 1068
1072 134.86 1073
1076 152.77 1077
1080
Right Coeff Contr. Expan.

25.22 .1 .3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1087 8.37

39.61 1083 48.95

79.72 1078 85.85
108.12 1074 110.62
114.48 1069 115.46
126.88 1066 128.4
133.57 1071 134.76
146.29 1075 150.71
164.91 1079
RS: 1567
num=
41 Elev
Sta
Elev
Sta
Elev
Sta
Elev
1087

16.19 1086

23.41 1085

30.58 1084
1082

56.56 1081

64.2 1080

72.77 1079
1077

92.66 1076
100.44
1075
108.1
1074
1073
111.61
1072
112.59
1071
113.57
1070
1068
117.61
1067
119.53
1066
123.3
1066
1067
129.9
1068
131.16
1069
132.37
1070
1072
135.13
1072.12
137.85
1073
141.47
1074
1076
154.33
1077
157.85
1078
161.63
1079
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 108.1 .04 135.13 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 108.1 135.13 26.49 26.49 26.49 .1 .3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1541
INPUT
Description:

Station Elevation
Data
num=
33 Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1084

3.62 1084

11.44 1083

20.96 1082

29.16 1081

38.38 1080

49.73 1079

59.35 1078

67.67 1077

68.61 1076.88

75.48 1076

83.91 1075

91.58 1074

98.24 1073
103.11
1072.13
103.85
1072
104.52
1071
104.99
1070
105.47
1069
105.96
1068
106.82
1067
107.94
1066
109.64
1065
116.19
1065
118.01
1066
119.61
1067
121.34
1068
123.49
1069
126.02
1070
130.85
1070.91
131.33
1071
136.2
1072
141.61
1072
Manning's
n Values
num=
3 Sta
n Val
Sta
n Val
Sta
n Val
0 .035
103.11
.04
130.85
.035
Bank Sta:

Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.
103.11 130.85

29.02 29.02

29.02 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1512
INPUT
Description:

Station Elevation Data num= 40
Sta Elev Sta Elev Sta
0 1083 4.53 1083 11.73

48.7 1079 58.71 1078 68.78

94.15 1074 99.59 1073 103.78
108.82 1070 109.22 1069 109.61
111.44 1065 115.8 1065 118.61
123.78 1068 133.2 1068.92 134.03
Elev
Sta
Elev
Sta
Elev
1082

22.6 1081

37.05 1080
1077

77.53 1076

86.63 1075
1072
106.03
1071.22
106.67
1071
1068
110.01
1067
110.41
1066
1065
120.24
1066
121.59
1067
1069
136.69
1069.65
138.2
1070

140.8 1071 143.35
154.58 1076 158.2
Manning's n Values
Sta n Val Sta
0 .035 106.03
Bank Sta: Left Right
106.03 133.2

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
1072 146.58 1073 149.86 1074 152.46 1075
1077 164.39 1078 170.32 1079 176.14 1079
num= 3
n Val Sta n Val
.04 133.2 .035
Lengths: Left Channel

52.35 52.35
RS: 1459
Right Coeff Contr. Expan.

52.35 .1 .3
INPUT
Description:

Station Elevation
Data
num=
32 Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1079

6.39 1079

16.36 1078

28.81 1077

43.93 1076

56.18 1075

62.19 1074.33

65.09 1074

66.69 1073

68.13 1072

69.01 1071

70.3 1070

71.54 1069

72.72 1068

73.96 1067

75.83 1066

78.91 1065

82.51 1064

89.64 1064

92.85 1064

94.36 1065

95.89 1066

97.79 1067
100.31
1068
109.89
1069
119
1069.51
127.67
1070
131.6
1071
134.6
1072
138.06
1073
141.66
1074
144.92
1074
Manning's
n Values
num=
3 Sta
n Val
Sta
n Val
Sta
n Val
0 .035

62.19 .04
119
.035
Bank Sta:

Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

62.19 119

36.56 36.56

36.56 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1423
INPUT
Description:

Station Elevation Data num= 38
Sta Elev Sta Elev Sta Elev Sta
0 1083 2.02 1083 4.04 1082 6.06

10.1 1079 12.12 1078 14.14 1077 16.16

38.88 1074 56.87 1073 60.76 1072.59 66.42

70.79 1070 74.75 1069 78.47 1068 81.27

82.1 1065 82.86 1064 84.19 1063 88.85

95.57 1064 97.98 1065 99.6 1066 102.06
109.86 1069 110.62 1069.17 114.38 1070 116.99
131.86 1073 142.48 1074 154.16 1074
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 60.76 .04 110.62 .035
Bank Sta: Left Right Lengths: Left Channel Right

60.76 110.62 41.28 41.28 41.28

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1382
Elev
Sta
Elev
1081

8.08 1080
1076

23.18 1075
1072

68.18 1071
1067

81.7 1066
1063

90.86 1063
1067
104.77
1068
1071
120.43
1072
Coeff Contr. Expan.
.1 .3
INPUT

Description:

Station Elevation Data num= 45
Sta Elev Sta Elev Sta
0 1083 2.08 1083 4.17

10.42 1079 12.5 1078 14.58

20.83 1074 28.12 1073 41.76

68.98 1069 70.1 1068.85 76.41

77.6 1065 77.94 1064 78.43

87.15 1061 90.86 1061 91.18

93.76 1065 95.16 1066 97.16
104.99 1070 106.94 1070.22 113.69
130.88 1073 135.5 1074 139.61
Manning's n Values num= 3
Sta n Val Sta n Val Sta
0 .035 70.1 .04 106.94
Elev
Sta
Elev
Sta
Elev
1082

6.25 1081

8.33 1080
1077

16.67 1076

18.75 1075
1072

53.81 1071

63.18 1070
1068

76.82 1067

77.22 1066
1063

79.48 1062

81.49 1061
1062

91.66 1063

92.42 1064
1067

99.01 1068
101.19
1069
1071
117.2
1072
128.1
1072
1075
144.48
1076
149.13
1077
n Val
.035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

70.1 106.94 46.77 46.77 46.77 .1 .3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta
Elev
Sta
0 1083

1.95 10.08
1079

12.12 20.25
1074

22.29 50.76
1069

60.61 70.29
1065

71.27 75.12
1060

75.66 86.98
1060

87.5 92.26
1064

97.08 109.3
1069
111.3
119.32
1074
121.33
RS: 1335
num= 49
Elev Sta Elev Sta
1083 3.98 1082 6.02
1078 14.15 1077 16.19
1073 24.32 1072 26.36
1068 63.62 1067.42 65.83
1064 71.9 1063 72.58
1059 80.87 1059 85.61
1061 88.74 1062 89.92
1065 103.29 1066 105.29
1070 113.31 1071 115.31
1075 123.33 1076 125.34
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 63.62 .04 92.24 .035
Elev Sta Elev
1081 8.05 1080
1076 18.22 1075
1071 37.69 1070
1067 68.83 1066
1062 73.4 1061
1059 86.32 1060
1063 92.24 1063.99
1067 107.3 1068
1072 117.32 1073
1076
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

63.62 92.24 45.57 45.57 45.57 .1 .3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1080 1.67

9.74 1076 11.76

19.84 1071 21.86

40.5 1066.4 41.46

47.48 1062 48.58

52.61 1057 58.98

65.47 1060 66.6

88.14 1064 90.25
100.33 1069 102.35
110.42 1074 112.43
RS: 1289
num=
49 Elev
Sta
Elev
Sta
Elev
Sta
Elev
1080

3.68 1079

5.7 1078

7.72 1077
1075

13.78 1074

15.8 1073

17.82 1072
1070

23.71 1069

32.96 1068

39.05 1067
1066

43.87 1065

45.29 1064

46.34 1063
1061

49.56 1060

50.48 1059

51.6 1058
1057

62.57 1057

63.43 1058

64.49 1059
1061

68.14 1062

69.67 1062.09

85.94 1063
1065

92.45 1066

96.3 1067

98.32 1068
1070
104.37
1071
106.38
1072
108.4
1073
1075
114.45
1076
116.47
1076

Manning's n Values
Sta n Val Sta
0 .035 40.5
Bank Sta: Left Right

40.5 69.67

CROSS SECTION
num= 3
n Val Sta n Val
.04 69.67 .035
Lengths: Left Channel

39.03 39.03
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1250
INPUT
Description:

Station Elevation Data num= 48
Sta Elev Sta Elev Sta
0 1077 1.78 1077 3.78

9.79 1073 11.79 1072 13.79

19.79 1068 21.79 1067 23.79

29.8 1063 31.8 1062 33.8

37.8 1059 39.8 1058 41.81

45.4 1057 49.7 1057 51.7

64.9 1061 65.02 1061.01 73.36

85.84 1065 87.84 1066 89.84

95.84 1070 97.84 1071 99.84
105.85 1075 107.85 1076 109.85
Right Coeff Contr. Expan.

39.03 .1 .3
Elev Sta Elev Sta Elev
1076 5.78 1075 7.79 1074
1071 15.79 1070 17.79 1069
1066 25.8 1065 27.8 1064
1061 35.67 1060.06 35.8 1060
1057 43.81 1056 45.21 1056.88
1058 53.7 1059 58.93 1060
1062 77.69 1063 80.79 1064
1067 91.84 1068 93.84 1069
1072 101.84 1073 103.84 1074
1076
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 35.67 .04 65.02 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

35.67 65.02 41.84 41.84 41.84 .1 .3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1208
INPUT
Description:

Station Elevation
Data
num=
46 Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1074

1.22 1074

3.25 1073

5.29 1072

7.33 1071

9.37 1070

11.42 1069

13.46 1068

15.5 1067

17.55 1066

19.59 1065

21.64 1064

23.68 1063

25.73 1062

27.77 1061

29.81 1060

29.87 1059.97

31.86 1059

33.9 1058

35.95 1057

37.99 1056

41.11 1055.01

41.14 1055

43.09 1056

45.18 1056

47.19 1057

49.21 1058

51.23 1059

53.25 1060

55.27 1061

57.28 1062

60.22 1062.4

64.64 1063

83.16 1065

85.18 1066

87.2 1067

89.22 1068

91.24 1069

93.26 1070

95.28 1071

97.31 1072

99.33 1073
101.35
1074
103.37
1075
105.39
1076
107.41
1076
Manning's
n Values
num=
3 Sta
n Val
Sta
n Val
Sta
n Val
0 .035

29.87 .04

60.22 .035
Bank Sta:

Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

29.87 60.22

50.63 50.63

50.63 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM

REACH: YNEZ RD
RS: 1158
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1071 .94

9.09 1067 11.13

19.29 1062 21.32

27.44 1058 29.48

37.3 1055 37.98

47.96 1056 49.31

56.99 1060.14 72.34

80.36 1065 82.36

90.38 1070 92.39
100.4 1075 102.41
Manning's n Values
Sta n Val Sta
0 .035 22.75
Bank Sta: Left Right

22.75 56.99

CROSS SECTION
num=
48 Elev
Sta
Elev
Sta
Elev
Sta
Elev
1071

2.98 1070

5.01 1069

7.05 1068
1066

13.17 1065

15.21 1064

17.25 1063
1061

22.75 1060.3

23.36 1060

25.4 1059
1057

31.52 1056

33.56 1055

36.66 1056
1054

40.74 1054

44.67 1054

46.29 1055
1057

50.69 1058

52.4 1059

54.48 1060
1061

74.35 1062

76.35 1063

78.35 1064
1066

84.36 1067

86.37 1068

88.38 1069
1071

94.39 1072

96.4 1073

98.4 1074
1076
104.41
1076
num=
3 n Val
Sta
n Val
.04

56.99 .035
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

51.78 51.78

51.78 .1
.3
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1106
INPUT
Description:

Station Elevation
Data
num=
45 Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1068
.58
1068

2.62 1067

4.66 1066

6.71 1065

8.75 1064

10.79 1063

12.83 1062

14.87 1061

18.13 1059.77

20.16 1059

22.17 1058

24.17 1057

26.18 1056

28.18 1055

30.19 1054

33.26 1054

34.87 1053

39.36 1053

42.69 1053

44.09 1054

45.3 1055

46.71 1056

47.89 1057

49.2 1058

50.43 1059

52.88 1059.15

66.32 1060

79.72 1061

81.74 1062

83.76 1063

85.78 1064

87.8 1065

89.83 1066

91.85 1067

93.87 1068

95.89 1069

97.91 1070

99.93 1071
101.94
1072
103.96
1073
105.97
1074
107.98
1075
109.99
1076
111.99
1077
Manning's n
Values
num=
3 Sta n
Val
Sta
n Val
Sta
n Val
0 .035

18.13 .04

52.88 .035
Bank Sta: Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

18.13 52.88

50.27 50.27

50.27 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ
RD
RS: 1056
INPUT
Description:

Station Elevation
Data
num=
43 Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1064

1.98 1064

4.02 1063

6.06 1062

8.1 1061

25.64 1058

28.14 1057.53

31.02 1057

33.03 1056

35.03 1055

37.04 1054

39.02 1055

39.71 1054

40.76 1053

41.87 1052

44.28 1052

47.58 1052

48.71 1053

49.7 1054

50.62 1055

53.11 1056

56.04 1057

58.95 1057.6

60.85 1058

74.25 1059

76.26 1060

78.26 1061

80.27 1062

82.27 1063

84.28 1064

86.28 1065

88.28 1066

90.29 1067

92.29 1068

94.3 1069

96.3 1070 98.31
106.32 1075 108.33
Manning's n Values
Sta n Val Sta
0 .035 28.14
Bank Sta: Left Right

28.14 58.95

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:
1071 100.31 1072 102.31 1073 104.32 1074
1076 110.33 1076
num= 3
n Val Sta n Val
.04 58.95 .035
Lengths: Left Channel

26.32 26.32
RS: 1029
Right Coeff Contr. Expan.

26.32 .1 .3
Station
Elevation
Data
num=
42 Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
0 1063
.65
1063

2.7 1062

4.74 1061

6.79 15.97
1058

24.23 1057

32.77 1056

35.99 1055.42

38.3 40.31
1054

43.55 1055

45.85 1054

48.3 1053

53.8 56.04
1052

60.72 1052

61.81 1053

62.73 1054

63.99 65.99
1055.71

66.82 1056.01

72.41 1058

74.41 1059

76.42 78.42
1061

80.43 1062

82.43 1063

84.44 1064

86.44 88.45
1066

90.45 1067

92.46 1068

94.46 1069

96.47 98.47
1071
100.48
1072
102.48
1073
104.49
1074
106.49
108.5
1076
110.5
1076
Manning's n Values
Sta n Val Sta
0 .035 35.99
Bank Sta: Left Right

35.99 66.82

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1061 1.02

9.17 1057 11.2

31.34 1052 33.76

58.63 1052 60.63

66.64 1055.56 71.82

79.84 1061 81.84

89.86 1066 91.86

99.87 1071 100.9
Manning's n Values
Sta n Val Sta
0 .035 25.6
Bank Sta: Left Right

25.6 65.95
num= 3
n Val Sta n Val
.04 66.82 .035
Lengths: Left Channel

29.38 29.38
RS: 1000
Elev
1060
1055
1052
1055
1060
1065
1070
1075
Right Coeff Contr. Expan.

29.38 .1 .3
num=
37 Elev
Sta
Elev
Sta
Elev
Sta
Elev
1061

3.06 1060

5.1 1059

7.13 1058
1056

25.6 1054.1

26.36 1054

28.74 1053
1052

39.93 1051

53.02 1051

56.58 1051
1053

62.64 1054

64.64 1055

65.95 1055.37
1057

73.83 1058

75.83 1059

77.83 1060
1062

83.84 1063

85.85 1064

87.85 1065
1067

93.86 1068

95.87 1069

97.87 1070
1071
num=
3 n Val
Sta
n Val
.04

65.95 .035
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.
0 0
0 .1
.3

SUMMARY OF MANNING'S N VALUES
River:YNEZ RD STREAM

Reach
River Sta.
n1
n2 n3
YNEZ
RD
2275
.035
.04
.035
YNEZ
RD
2250
.035
.04
.035
YNEZ
RD
2223
.035
.04
.035
YNEZ
RD
2192
.035
.04
.035
YNEZ
RD
2167
.035
.04
.035
YNEZ
RD
2136
.035
.04
.035
YNEZ
RD
2126
.035
.04
.035
YNEZ
RD
2090
.035
.04
.035
YNEZ
RD
2071
.035
.04
.035
YNEZ
RD
2042
.035
.04
.035
YNEZ
RD
2007
.035
.04
.035
YNEZ
RD
1954
.035
.04
.035
YNEZ
RD
1898
.035
.04
.035
YNEZ
RD
1835
.035
.04
.035
YNEZ
RD
1796
.035
.04
.035
YNEZ
RD
1757
.035
.04
.035
YNEZ
RD
1737
.035
.04
.035
YNEZ
RD
1697
.035
.04
.035
YNEZ
RD
1618
.035
.04
.035
YNEZ
RD
1593
.035
.04
.035
YNEZ
RD
1567
.035
.04
.035
YNEZ
RD
1541
.035
.04
.035
YNEZ
RD
1512
.035
.04
.035
YNEZ
RD
1459
.035
.04
.035
YNEZ
RD
1423
.035
.04
.035
YNEZ
RD
1382
.035
.04
.035
YNEZ
RD
1335
.035
.04
.035
YNEZ
RD
1289
.035
.04
.035
YNEZ
RD
1250
.035
.04
.035
YNEZ
RD
1208
.035
.04
.035
YNEZ
RD
1158
.035
.04
.035
YNEZ
RD
1106
.035
.04
.035
YNEZ
RD
1056
.035
.04
.035
YNEZ
RD
1029
.035
.04
.035
YNEZ
RD
1000
.035
.04
.035

SUMMARY OF REACH LENGTHS
River: YNEZ-RD-STREAM
Reach
River Sta.

Left
Channel
Right
YNEZ
RD
2275

24.84 24.84

24.84 YNEZ
RD
2250

26.76 26.76

26.76 YNEZ
RD
2223

31.24 31.24

31.24 YNEZ
RD
2192

25.2 25.2

25.2 YNEZ
RD
2167

30.34 30.34

30.34 YNEZ
RD
2136

10.63 10.63

10.63 YNEZ
RD
2126

35.78 35.78

35.78 YNEZ
RD
2090

19.35 19.35

19.35 YNEZ
RD
2071

28.31 28.31

28.31 YNEZ
RD
2042

35.18 35.18

35.18 YNEZ
RD
2007

53.26 53.26

53.26 YNEZ
RD
1954

55.85 55.85

55.85 YNEZ
RD
1898

62.15 62.15

62.15 YNEZ
RD
1835

39.37 39.37

39.37 YNEZ
RD
1796

39.5 39.5

39.5 YNEZ
RD
1757

19.55 19.55

19.55 YNEZ
RD
1737

40.35 40.35

40.35 YNEZ
RD
1697

78.83 78.83

78.83 YNEZ
RD
1618

25.72 25.72

25.72 YNEZ
RD
1593

25.22 25.22

25.22 YNEZ
RD
1567

26.49 26.49

26.49 YNEZ
RD
1541

29.02 29.02

29.02 YNEZ
RD
1512

52.35 52.35

52.35 YNEZ
RD
1459

36.56 36.56

36.56 YNEZ
RD
1423

41.28 41.28

41.28 YNEZ
RD
1382

46.77 46.77

46.77 YNEZ
RD
1335

45.57 45.57

45.57 YNEZ
RD
1289

39.03 39.03

39.03 YNEZ
RD
1250

41.84 41.84

41.84 YNEZ
RD
1208

50.63 50.63

50.63 YNEZ
RD
1158

51.78 51.78

51.78 YNEZ
RD
1106

50.27 50.27

50.27 YNEZ
RD
1056

26.32 26.32

26.32 YNEZ
RD
1029

29.38 29.38

29.38 YNEZ
RD
1000
0 0
0 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: YNEZ-RD-STREAM
Reach
River Sta.

Contr.

Expan.

YNEZ
RD
2275
.1
.3
YNEZ
RD
2250
.1
.3
YNEZ
RD
2223
.1
.3
YNEZ
RD
2192
.1
.3
YNEZ
RD
2167
.1
.3
YNEZ
RD
2136
.1
.3
YNEZ
RD
2126
.1
.3
YNEZ
RD
2090
.1
.3
YNEZ
RD
2071
.1
.3
YNEZ
RD
2042
.1
.3
YNEZ
RD
2007
.1
.3
YNEZ
RD
1954
.1
.3
YNEZ
RD
1898
.1
.3
YNEZ
RD
1835
.1
.3
YNEZ
RD
1796
.1
.3
YNEZ
RD
1757
.1
.3
YNEZ
RD
1737
.1
.3
YNEZ
RD
1697
.1
.3
YNEZ
RD
1618
.1
.3
YNEZ
RD
1593
.1
.3
YNEZ
RD
1567
.1
.3
YNEZ
RD
1541
.1
.3
YNEZ
RD
1512
.1
.3
YNEZ
RD
1459
.1
.3
YNEZ
RD
1423
.1
.3
YNEZ
RD
1382
.1
.3
YNEZ
RD
1335
.1
.3
YNEZ
RD
1289
.1
.3
YNEZ
RD
1250
.1
.3
YNEZ
RD
1208
.1
.3
YNEZ
RD
1158
.1
.3
YNEZ
RD
1106
.1
.3
YNEZ
RD
1056
.1
.3
YNEZ
RD
1029
.1
.3
YNEZ
RD
1000
.1
.3
Profile Output Table - Standard Table 1
Reach River Sta Profile Q Total Min Ch E1 W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl
(cfs) (ft) (ft) (ft) (ft) (ft/ft)

(ft/s)
(sq ft)
(ft)

YNEZ RD
1000
100
YR

58.70 1051.00
1055.20
1051.68
1055.20

0.000031

0.44 134.90

48.08 0.04

YNEZ RD
1029
100
YR

58.70 1052.00
1055.19
1055.21

0.000439

1.13 51.74

27.27 0.15

YNEZ RD
1056
100
YR

58.70 1052.00
1055.19
1055.24

0.001321

1.86 31.56

16.42 0.24

YNEZ RD
1106
100
YR

58.70 1053.00
1055.25
1055.32

0.001671

2.00 29.29

17.99 0.28

YNEZ RD
1158
100
YR

58.70 1054.00
1055.27
1055.27
1055.75

0.027295

5.58 10.52

10.99 1.01

YNEZ RD
1208
100
YR

58.70 1055.00
1056.87
1056.87
1057.37

0.026861

5.67 10.35

10.72 1.02

YNEZ RD
1250
100
YR

58.70 1056.00
1057.99
1057.91
1058.39

0.021617

5.09 11.54

11.85 0.91

YNEZ RD
1289
100
YR

58.70 1057.00
1058.62
1058.78

0.005111

3.14 18.70

13.19 0.46

YNEZ RD
1335
100
YR

58.70 1059.00
1060.02
1060.02
1060.48

0.027390

5.43 10.81

11.91 1.00

YNEZ RD
1382
100
YR

58.70 1061.00
1062.02
1062.02
1062.48

0.027000

5.46 10.75

11.73 1.01

YNEZ RD
1423
100
YR

41.70 1063.00
1063.92
1063.92
1064.28

0.027428

4.80 8.69

12.23 1.00

YNEZ RD
1459
100
YR

41.70 1064.00
1064.85
1065.09

0.017899

3.94 10.60

14.67 0.82

YNEZ RD
1512
100
YR

41.70 1065.00
1065.96
1065.96
1066.37

0.027169

5.18 8.06

9.71 1.00

YNEZ RD
1541
100
YR

41.70 1065.00
1066.56
1066.69

0.005116

2.91 14.32

11.58 0.46

YNEZ RD
1567
100
YR

41.70 1066.00
1066.92
1066.92
1067.32

0.027207

5.05 8.26

10.53 1.01

YNEZ RD
1593
100
YR

41.70 1068.00
1069.02
1069.02
1069.46

0.027234

5.28 7.89

9.23 1.01

YNEZ RD
1618
100
YR

41.70 1071.00
1071.78
1071.78
1072.12

0.027822

4.66 8.95

13.40 1.01

YNEZ RD
1697
100
YR

41.70 1072.00
1072.99
1073.12

0.007019

2.82 14.76

16.53 0.53

YNEZ RD
1737
100
YR

41.70 1072.00
1073.24
1073.32

0.003566

2.26 18.42

17.27 0.39

YNEZ RD
1757
100
YR

41.70 1072.00
1073.29
1073.43

0.006446

3.03 13.78

12.61 0.51

YNEZ RD
1796
100
YR

41.70 1072.00
1073.55
1073.65

0.004755

2.59 16.08

15.23 0.44

YNEZ RD
1835
100
YR

41.70 1073.00
1073.84
1073.84
1074.20

0.027630

4.81 8.67

12.17 1.00

YNEZ RD
1898
100
YR

41.70 1074.00
1075.23
1075.10
1075.56

0.017960

4.59 9.09

9.66 0.83

YNEZ RD
1954
100
YR

41.70 1075.00
1076.13
1076.35

0.011325

3.78 11.04

10.81 0.66

YNEZ RD
2007
100
YR

33.80 1077.00
1077.73
1077.73
1078.07

0.028526

4.64 7.28

10.96 1.00

YNEZ RD
2042
100
YR

33.80 1077.00
1078.31
1078.41

0.004259

2.48 13.65

12.09 0.41

YNEZ RD
2071
100
YR

33.80 1078.00
1078.78
1078.78
1079.14

0.028616

4.82 7.01

9.83 1.01

YNEZ RD
2090
100
YR

33.80 1078.00
1079.26
1079.04
1079.53

0.014101

4.14 8.16

8.10 0.73

YNEZ RD
2126
100
YR

33.80 1080.00
1080.64
1080.64
1080.92

0.028949

4.28 7.90

13.91 1.00

YNEZ RD
2136
100
YR

33.80 1081.00
1081.75
1081.75
1082.08

0.028545

4.61 7.33

11.25 1.01

YNEZ RD
2167
100
YR

33.80 1083.00
1083.77
1083.77
1084.13

0.028811

4.81 7.03

9.90 1.01

YNEZ RD
2192
100
YR

33.80 1083.00
1084.34
1084.56

0.010643

3.72 9.08

8.53 0.64

YNEZ RD
2223
100
YR

33.80 1083.00
1084.68
1084.91

0.011833

3.87 8.74

8.57 0.67

YNEZ RD
2250
100 YR

33.80 5.25

6.44 7.61

1.01 YNEZ RD
2275
100 YR

33.80 4.75

7.12 10.26

1.00 1087.00 1088.15
1089.00 1090.14
1088.15 1088.58
1090.14 1090.49

0.027695

0.027687

APPENDIX B: POST -PROJECT HEC-RAS HYDRAULIC MODEL

HEC-RAS Plan: YNEZ PRE-PROJ River: YNEZ RD STREAM Reach: YNEZ RD Profile: 100 YR Reach
River Sta
Profile
Q Total
Min Ch El
W.S. Elev
Crit W.S.

E.G. Elev
E.G. Slope
Vel Chnl
Flow Area
Top Width
Froude # Chl
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(ft/s)
(sq ft)
(ft)

YNEZ RD
1000
100 YR

58.70 1051.00
1055.20
1051.68
1055.20

0.000031

0.44 134.90

48.08 0.04

YNEZ RD
1029
100 YR

58.70 1052.00
1055.19
1055.21

0.000439

1.13 51.74

27.27 0.15

YNEZ RD
1056
100 YR

58.70 1052.00
1055.19
1055.24

0.001321

1.86 31.56

16.42 0.24

YNEZ RD
1106
100 YR

58.70 1053.00
1055.25
1055.32

0.001671

2.00 29.29

17.99 0.28

YNEZ RD
1158
100 YR

58.70 1054.00
1055.27
1055.27
1055.75

0.027295

5.58 10.52

10.99 1.01

YNEZ RD
1208
100 YR

58.70 1055.00
1056.87
1056.87
1057.37

0.026861

5.67 10.35

10.72 1.02

YNEZ RD
1250
100 YR

58.70 1056.00
1057.99
1057.91
1058.39

0.021617

5.09 11.54

11.85 0.91

YNEZ RD
1289
100 YR

58.70 1057.00
1058.62
1058.78

0.005111

3.14 18.70

13.19 0.46

YNEZ RD
1335
100 YR

58.70 1059.00
1060.02
1060.02
1060.48

0.027390

5.43 10.81

11.91 1.00

YNEZ RD
1382
100 YR

58.70 1061.00
1062.02
1062.02
1062.48

0.027000

5.46 10.75

11.73 1.01

YNEZ RD
1423
100 YR

41.70 1063.00
1063.92
1063.92
1064.28

0.027428

4.80 8.69

12.23 1.00

YNEZ RD
1459
100 YR

41.70 1064.00
1064.85
1065.09

0.017899

3.94 10.60

14.67 0.82

YNEZ RD
1512
100 YR

41.70 1065.00
1065.95
1065.95
1066.37

0.027337

5.19 8.04

9.70 1.00

YNEZ RD
1541
100 YR

41.70 1065.00
1066.56
1066.69

0.005108

2.91 14.33

11.58 0.46

YNEZ RD
1567
100 YR

41.70 1066.00
1066.92
1066.92
1067.32

0.027207

5.05 8.26

10.53 1.01

YNEZ RD
1593
100 YR

41.70 1068.00
1069.02
1069.02
1069.46

0.027234

5.28 7.89

9.23 1.01

YNEZ RD
1618
100 YR

41.70 1071.00
1071.78
1071.78
1072.12

0.027822

4.66 8.95

13.40 1.01

YNEZ RD
1697
100 YR

41.70 1072.00
1072.99
1073.12

0.007019

2.82 14.76

16.53 0.53

YNEZ RD
1737
100 YR

41.70 1072.00
1073.24
1073.32

0.003566

2.26 18.42

17.27 0.39

YNEZ RD
1757
100 YR

41.70 1072.00
1073.29
1073.43

0.006446

3.03 13.78

12.61 0.51

YNEZ RD
1796
100 YR

41.70 1072.00
1073.55
1073.65

0.004755

2.59 16.08

15.23 0.44

YNEZ RD
1835
100 YR

41.70 1073.00
1073.84
1073.84
1074.20

0.027630

4.81 8.67

12.17 1.00

YNEZ RD
1898
100 YR

41.70 1074.00
1075.23
1075.10
1075.56

0.017960

4.59 9.09

9.66 0.83

YNEZ RD
1954
100 YR

41.70 1075.00
1076.13
1076.35

0.011325

3.78 11.04

10.81 0.66

YNEZ RD
2007
100 YR

33.80 1077.00
1077.73
1077.73
1078.07

0.028526

4.64 7.28

10.96 1.00

YNEZ RD
2042
100 YR

33.80 1077.00
1078.31
1078.41

0.004259

2.48 13.65

12.09 0.41

YNEZ RD
2071
100 YR

33.80 1078.00
1078.78
1078.78
1079.14

0.028751

4.83 7.00

9.83 1.01

YNEZ RD
2090
100 YR

33.80 1078.00
1079.27
1079.04
1079.53

0.014072

4.14 8.17

8.10 0.73

YNEZ RD
2126
100 YR

33.80 1080.00
1080.64
1080.64
1080.92

0.028949

4.28 7.90

13.91 1.00

YNEZ RD
2136
100 YR

33.80 1081.00
1081.75
1081.75
1082.08

0.028545

4.61 7.33

11.25 1.01

YNEZ RD
2167
100 YR

33.80 1083.00
1083.77
1083.77
1084.13

0.028811

4.81 7.03

9.90 1.01

YNEZ RD
2192
100 YR

33.80 1083.00
1084.34
1084.56

0.010643

3.72 9.08

8.53 0.64

YNEZ RD
2223
100 YR

33.80 1083.00
1084.68
1084.91

0.011833

3.87 8.74

8.57 0.67

YNEZ RD
2250
100 YR

33.80 1087.00
1088.15
1088.15
1088.58

0.027695

5.25 6.44

7.61 1.01

YNEZ RD
2275
100 YR

33.80 1089.00
1090.14
1090.14
1090.49

0.027687

4.75 7.12

10.26 1.00

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 .04 �� .035
1090
Legend
----------------------
EG 100 YR
WS 100 YR
t
Ground
1085
•
Bank Sta
1080
c
1075
w
1070
1065
1060
0 20 40 60 80 100 120 140
160
Station (ft)
IF

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ
PRE-PROJ 6/24/2024
.035 �� .04 -
+ .035
1090
Legend
- --------------------
EG 100 YR
WS 100 YR
Crit 100 YR
■
Ground
1085
•
Bank Sta
1080
c
0 0
LU
1075
1070
1065
0 50 100
150
200
Station (ft)
13 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 41, .04 .035
1090
Legend
----------------------
EG 100 YR
WS 100 YR
t
Ground
•
Bank Sta
1085
1080
c
0 a�
w
1075
1070
1065
..............
0 20 40 60 80 100 120 140
160
Station (ft)
14 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 '}'- .04 %}° .035
1095
Legend
----------------------
EG 100 YR
WS 100 YR
Crit 100 YR
1090
Ground
•
Bank Sta
1085
c
1080
a�
w
1075
1070
1065
0 20 40 60 80 100 120 140 160
180
Station (ft)
15 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 035 %}° .04 �� .035
1095
Legend
----------------------
EG 100 YR
WS 100 YR
Crit 100 YR
1090
Ground
•
Bank Sta
1085
c
1080
a�
w
1075
1070
1065
0 20 40 60 80 100 120 140 160
180
Station (ft)
ff

YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
035 +
— .04 �� .035
1095
Legend
--------------------
EG 100 YR
WS 100 YR
Crit 100 YR
■
Ground
1090
•
Bank Sta
1085
c
0 0
LU
1080
1075
1070
0 50 100
150
200
Station (ft)
17 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024
035 %}° —.04 "1
.035
1095
Legend
----------------------
EG 100 YR
WS 100 YR
t
Ground
•
Bank Sta
1090
1085
c
0 a�
w
1080
1075
1070
0 20 40 60 80 100
120
140
Station (ft)

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 .04 .035
1095
Legend
--------------------
EG 100 YR
WS 100 YR
t
Ground
•
Bank Sta
1090
1085
c
0 0
LU
1080
1075
----------------------------------------
1070
0 20 40 60 80 100
120
Station (ft)

YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 .04 .035
1095
Legend
--------------------
EG 100 YR
WS 100 YR
t
Ground
•
Bank Sta
1090
1085
c
0 0
LU
1080
1075
1070
0 20 40 60 80 100
120
Station (ft)
20 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 — .035 .04 — .035
1100
Legend
----------------------
EG 100 YR
WS 100 YR
t
Ground
1095
•
Bank Sta
1090
c
1085
w
1080
1075
------------------------------------
1070
0 20 40 60 80 100
120
Station (ft)
21 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024
.035 �� .04
1100
3 Legend
5 EG 100 YR
WS 100 YR
Crit 100 YR
1095
Ground
•
Bank Sta
1090
c
1085
a�
w
1080
1075
1070
0 20 40 60
80 100
Station (ft)
22 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 035 z-; .04 f .035
1100
Legend
----------------------
EG 100 YR
WS 100 YR
Crit 100 YR
1095
Ground
•
Bank Sta
1090
c
1085
a�
w
1080
1075
-------------------------
1070
0 20 40 60 80 100 120
Station (ft)
23 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 1100 .035 %}° .04 f .035
Legend
--------------------
EG 100 YR
WS 100 YR
t
Ground
Bank Sta
1095
1090
c
0 a�
w
1085
1080
1075
0 20 40 60 80 100
Station (ft)
24 YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
035 +
.04 �� .035
1100
�
Legend
----------------------
EG 100 YR
WS 100 YR
Crit 100 YR
■
Ground
1095
•
Bank Sta
1090
c
0 0
LU
1085
1080
1075
0 20 40
60 80
100
Station (ft)
25 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 035 z-; .04 �� .035
1105
Legend
----------------------
EG 100 YR
WS 100 YR
t
Ground
1100
•
Bank Sta
1095
c
1090
a�
w
1085
1080
1075
0 20 40 60 80 100
Station (ft)
26 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 -L .04 .035
1105
Legend
----------------------
EG 100 YR
WS 100 YR
Crit 100 YR
1100
Ground
•
Bank Sta
1095
c
1090
a�
w
1085
1080
----------------------------
1075
0 20 40 60 80 100
Station (ft)
27 YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
.035 "� .04
� .035
1105
Legend
--------------------
EG 100 YR
WS 100 YR
..............+
Crit 100 YR
1100
Ground
•
Bank Sta
1095
c
1090
w
1085
1080
1075
0 20 40 60
80 100
120
Station (ft)
28 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 -L .04 1.035
1105
Legend
--------------------
EG 100 YR
WS 100 YR
Crit 100 YR
■
Ground
1100
•
Bank Sta
1095
c
0 a�
w
1090
1085
1080
0 20 40 60 80 100
120
Station (ft)
29 YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
.035
— .04 � .035
1105
Legend
--------------------
EG 100 YR
WS 100 YR
Crit 100 YR
■
Ground
1100
•
Bank Sta
1095
c
0 0
LU
1090
1085
1080
0 20 40 60
80 100
120
Station (ft)
30 YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
.035 �� .04
41, .035
1105
Legend
--------------------
EG 100 YR
WS 100 YR
Crit 100 YR
■
Ground
1100
•
Bank Sta
1095
c
0 a�
w
1090
1085
-----------------------------
1080
0 20 40
60 80
100
Station (ft)
31 YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
.035 "�
.04 .035
1105
Legend
--------------------
EG 100 YR
WS 100 YR
t
Ground
•
Bank Sta
1100
1095
c
0 0
W
1090
1085
1080
0 20 40
60 80
Station (ft)
32 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 035 04 %}° 035
.035A
1100
Legend
----------------------
EG 100 YR
WS 100 YR
1098
t
Ground
•
Bank Sta
1096
1094
1092
c
0 a�
w
1090
1088
1086
1084
...............................
1082
0 20 40 60 80
Station (ft)
33 YNEZ ROAD PRE -PROJECT CONDITION
Plan: YNEZ PRE-PROJ 6/24/2024
.035
.04 �� .035
1102
Legend
----------------------
EG 100 YR
WS 100 YR
1100
Crit 100 YR
■
Ground
•
Bank Sta
1098
1096
c
1094
w
1092
1090
1088
..............................
1086
0 20 40
60 80
Station (ft)
34 YNEZ ROAD PRE -PROJECT CONDITION Plan: YNEZ PRE-PROJ 6/24/2024 .035 � .04 .035
1102
Legend
----------------------
EG 100 YR
WS 100 YR
1100
Crit 100 YR
■
Ground
•
Bank Sta
1098
1096
c
0 a�
w
1094
1092
1090
..........................................
1088
0 20 40 60 80
Station (ft)
35 HEC-RAS HEC-RAS 6.4.1 June 2023
U.S. Army Corps of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California

X X XXXXXX XXXX XXXX XX XXXX

X X X X X X X X X X

X X X X X X X X X

XXXXXXX XXXX X XXX XXXX XXXXXX XXXX

X X X X X X X X X

X X X X X X X X X X

X X XXXXXX XXXX X X X X XXXXX

PROJECT DATA
Project Title: YNEZ ROAD PRE -PROJECT CONDITION
Project File : YNEZ RD_POST _PROJECT.prj
Run Date and Time: 6/24/2024 6:21:33 AM
Project in English units
Project Description:

MODEL OF YNEZ ROAD EXTENSION

CAPITAL IMPROVEMENT PROJECT
CRS
Info=

PLAN DATA
Plan Title: YNEZ_PRE-PROJ
Plan File : 0:\271.01.18\Engineering\HEC-RAS\HEC-RAS Models\GEO_HEC-RAS\YNEZ ROAD IMPROVEMENT\YNEZ RD_POST_PROJECT.p01
Geometry Title: YNEZ _PRE -PROJECT
Geometry File : 0:\271.01.18\Engineering\HEC-RAS\HEC-RAS Models\GEO_HEC-RAS\YNEZ ROAD IMPROVEMENT\YNEZ RD_POST_PROJECT.g01
Flow Title YNEZ PRE -PROJECT
Flow File 0:\271.01.18\Engineering\HEC-RAS\HEC-RAS Models\GEO_HEC-RAS\YNEZ ROAD IMPROVEMENT\YNEZ RD POST PROJECT.f01
Plan Description:

YNEZ PRE -PROJECT CONDITION
Plan Summary Information:

Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow

FLOW DATA
Flow Title: YNEZ PRE -PROJECT
Flow File : 0:\271.01.18\Engineering\HEC-RAS\HEC-RAS Models\GEO_HEC-RAS\YNEZ ROAD IMPROVEMENT\YNEZ RD_POST_PROJECT.f01
Flow Data (cfs)
River Reach RS 100 YR
YNEZ-RD-STREAM YNEZ RD 2275 33.8
YNEZ-RD-STREAM YNEZ RD 1954 41.7
YNEZ-RD-STREAM YNEZ RD 1382 58.7
Boundary Conditions
River Reach Profile Upstream Downstream
YNEZ-RD-STREAM YNEZ RD 100 YR Normal S = 0.055535 Known WS = 1055.2

GEOMETRY DATA
Geometry Title: YNEZ _PRE -PROJECT
Geometry File : 0:\271.01.18\Engineering\HEC-RAS\HEC-RAS Models\GEO_HEC-RAS\YNEZ ROAD IMPROVEMENT\YNEZ RD_POST_PROJECT.g01

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1101 1.92

17.3 1098 25.21

44.11 1094 47.62

62.9 1089 64.85

71.12 1092 73.61
Manning's n Values
Sta n Val Sta
0 .035 43.44
Bank Sta: Left Right

43.44 74.44

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
RS: 2275
num=
25 Elev
Sta
Elev
Sta
Elev
Sta
Elev
1101

3.87 1100

5.86 1099

11.47 1099
1097

33.87 1096

40.76 1095

43.44 1094.2
1093

51.04 1092

54.51 1091

58.4 1090
1089

64.87 1089

67.9 1090

69.42 1091
1093

74.44 1093.3

76.36 1094

78.65 1094
num= 3
n Val Sta n Val
.04 74.44 .035
Lengths: Left Channel

24.84 24.84
RS: 2250
num= 28
Right Coeff Contr. Expan.

24.84 .1 .3

Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1101

1.92 1101

3.88 1100

5.87 1099

10.54 1098

17.33 1097

25.7 1096

34.86 1095

39.34 1094.43

42.7 1094

45.25 1093

48.09 1092

51.01 1091

52.93 1090

54.66 1089

56.32 1088

58.5 1087

59.58 1087
62 1087

63.46 1088

64.89 1089

66.8 1090

68.19 1090.63
69 1091

71.22 1092

73.18 1093

75.46 1094

77.78 1094
Manning's
n Values
num=
3 Sta
n Val
Sta
n Val
Sta
n Val
0 .035

39.34 .04

68.19 .035
Bank Sta:

Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

39.34 68.19

26.76 26.76

26.76 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2223
INPUT
Description:

Station Elevation Data num= 35
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 1100 1.94 1100 3.91 1099 5.86 1098 7.86 1097

9.86 1096 15.31 1095 27.9 1094 32.54 1093.21 33.79 1093

35.42 1092 37.25 1091 38.21 1090 39.01 1089 40.17 1088

41.59 1087 42.93 1086 44.31 1085 46.07 1084 48.48 1083.1

48.76 1083 49.22 1083 52.73 1084 53.78 1085 55.15 1086

56.45 1087 58.15 1088 60.37 1089 61.71 1089.69 62.31 1090

64.74 1091 67.15 1092 69.48 1093 71.93 1094 75.28 1094
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 32.54 .04 61.71 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

32.54 61.71 31.24 31.24 31.24 .1 .3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2192
INPUT
Description:

Station Elevation Data num= 36
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
0 1101 1.92 1101 3.86 1100 5.81 1099 7.75 1098

9.73 1097 11.72 1096 13.7 1095 15.69 1094 17.67 1093

25.39 1092 31.74 1091.31 34.61 1091 36.27 1090 37.73 1089

39.16 1088 40.64 1087 42.13 1086 43.62 1085 45.09 1084

46.39 1083 48.87 1083 51.56 1083 52.61 1084 54.1 1085

55.9 1086 57.88 1087 60.2 1088 60.98 1088.26 63.19 1089

65.75 1090 67.94 1091 70.42 1092 73 1093 76.34 1094
80 1094
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 31.74 .04 60.98 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

31.74 60.98 25.2 25.2 25.2 .1 .3

CROSS SECTION

RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2167
INPUT
Description:

Station Elevation Data num=
Sta
Elev
Sta
Elev
0 1101

1.93 1101

9.75 1097

11.74 1096

25.85 1092

33.39 1091.02

36.39 1088

37.37 1087

42.8 1083

47.39 1083
54 1086

57.92 1087

68.68 1090

72.04 1091

86.96 1094
36 Sta
Elev
Sta
Elev
Sta
Elev

3.87 1100

5.83 1099

7.76 1098

13.72 1095

15.71 1094

17.71 1093

33.52 1091

34.47 1090

35.42 1089

38.6 1086

40.14 1085

41.78 1084

51.23 1083

52.12 1084

52.86 1085

62.21 1088

64.26 1088.61

65.59 1089

75.23 1092

78.92 1093

83.18 1094
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 33.39 .04 64.26 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

33.39 64.26 30.34 30.34 30.34 .1 .3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2136
INPUT
Description:

Station Elevation Data num=
Sta Elev Sta Elev
0 1101 1.94 1101

9.77 1097 11.76 1096

27.67 1092 33.78 1091

47.6 1087 51.58 1086.32

58.98 1083 60.26 1082

72.48 1082 73.17 1083

77.19 1087 78.65 1088

84.58 1090.01 87.83 1091
102.28 1095 103.13 1095
42 Sta
Elev
Sta
Elev
Sta
Elev

3.9 1100

5.85 1099

7.79 1098

13.75 1095
16 1094

22.03 1093

37.95 1090

41.04 1089

44.12 1088

53.48 1086

56.43 1085

57.71 1084

62.52 1081

67.86 1081

70.93 1081

73.91 1084

74.98 1085

76.08 1086

81.52 1089

82.8 1089.45

84.56 1090

91.63 1092

95.62 1093

98.72 1094
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 51.58 .04 84.58 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

51.58 84.58 10.63 10.63 10.63 .1 .3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2126
INPUT
Description:

Station Elevation Data num=
Sta Elev Sta Elev
0 1101 1.95 1101

9.8 1097 11.8 1096

26.46 1092 32.11 1091

47.45 1087 51.21 1086.48

60.42 1084 61.75 1083

75.82 1080 81.24 1080

85.64 1084 86.62 1085
43 Sta
Elev
Sta
Elev
Sta
Elev

3.91 1100

5.87 1099

7.81 1098

13.79 1095

15.79 1094

20.9 1093

37.08 1090

40.45 1089

43.63 1088

54.64 1086

58.89 1085

58.92 1085

64.27 1082

67.26 1081

70.41 1080

82.91 1081

83.78 1082

84.65 1083

87.59 1086

89.51 1087

91.51 1088

93.41 1089 94.61 1089.85 94.82 1090 95.95

98.17 1093 99.31 1094 100.52 1094
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 51.21 .04 94.61 .035
Bank Sta: Left Right Lengths: Left Channel Right

51.21 94.61 35.78 35.78 35.78

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2090
INPUT
Description:

Station Elevation Data num= 45
1091 97.07 1092
Coeff Contr. Expan.
.1 .3
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
0 1101

1.95 1101

3.91 1100

5.87 1099

7.8 9.78
1097

11.77 1096

13.76 1095

15.76 1094

19.76 24.85
1092

29.92 1091

35.02 1090

38.68 1089

42.04 45.52
1087

45.53 1087

49.47 1086

49.8 1085

50.09 50.38
1083

51.38 1082

53.27 1081

55.16 1080

56.55 57.77
1078

60.9 1078

62.61 1078

63.94 1079

65.25 66.52
1081

67.13 1082

67.74 1083

68.36 1084

68.98 69.58
1086

71.62 1087

73.69 1088

73.9 1088.06

77.41 82.85
1090

87.22 1091

91.62 1092

97.01 1093
101.75
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 45.53 .04 73.9 .035
Bank Sta: Left Right Lengths: Left Channel Right

45.53 73.9 19.35 19.35 19.35

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2071
INPUT
Description:

Station Elevation Data num= 44
Sta Elev Sta Elev Sta Elev Sta
0 1102 2 1102 3.96 1101 5.92

9.81 1098 11.8 1097 13.79 1096 15.78

19.8 1093 24.16 1092 30.14 1091 35.7

42.76 1088.2 43.16 1088 43.82 1087 44.36

45.38 1084 45.89 1083 46.74 1082 47.89

49.89 1079 50.75 1078 55.42 1078 58.82

61.56 1080 62.56 1081 63.36 1082 64.16

65.77 1085 68.37 1086 70.13 1086.64 71.14

80.16 1089 84 1090 88.19 1091 93.34
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 42.76 .04 70.13 .035
Bank Sta: Left Right Lengths: Left Channel Right

42.76 70.13 28.31 28.31 28.31

CROSS SECTION
Elev
1098
1093
1088
1084
1079
1080
1085
1089
1093
Coeff Contr. Expan.
.1 .3
Elev
Sta
Elev
1100

7.88 1099
1095

17.78 1094
1090

41.16 1089
1086

44.87 1085
1081

48.99 1080
1078

60.21 1079
1083

64.96 1084
1087

75.23 1088
1091
Coeff Contr. Expan.
.1 .3
RIVER: YNEZ-RD-STREAM

REACH: YNEZ RD RS: 2042
INPUT
Description:

Station Elevation Data num=
Sta
Elev
Sta
Elev
0 1102

2.01 1102

9.84 1098

11.83 1097

19.82 1093

21.83 1092

49.96 1088

52.8 1087

60.04 1084

60.93 1083

63.92 1079

64.36 1078

75.87 1078

77.29 1079

81.13 1083

81.5 1084

84.38 1088

85.33 1088.41

99.54 1091
46 Sta
Elev
Sta
Elev
Sta
Elev

3.97 1101

5.95 1100

7.91 1099

13.82 1096

15.81 1095

17.8 1094

25.93 1091

34.36 1090

43.35 1089

56.17 1086

57.83 1085.43

59.09 1085

61.76 1082

62.59 1081

63.23 1080

64.79 1077

68.39 1077

73.27 1077

78.56 1080

79.77 1081

80.75 1082

82.42 1085

83.74 1086

84.07 1087

86.72 1089

89.77 1090

94.54 1091
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 57.83 .04 85.33 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

57.83 85.33 35.18 35.18 35.18 .1 .3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 2007
INPUT
Description:

Station Elevation Data num=
Sta
Elev
Sta
Elev
0 1099

1.96 1099

9.86 1095

11.86 1094

23.58 1090

31.48 1089

52.71 1086

53.26 1085

55.55 1081

56.13 1080

63.15 1077

68.25 1077

73.15 1081

74.61 1082

78.57 1086

78.61 1086.02

91.14 1089
41 Sta
Elev
Sta
Elev
Sta
Elev

3.89 1098

5.88 1097

7.87 1096

13.88 1093

15.88 1092

17.89 1091

40.85 1088

47.67 1087

51.7 1086.2

53.81 1084

54.38 1083

54.95 1082

57.11 1079

58.17 1078

59.32 1077

69.87 1078

71.09 1079

72.13 1080

75.87 1083

76.78 1084

77.67 1085

81.08 1087

83.88 1088

87.11 1089
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 51.7 .04 78.61 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

51.7 78.61 53.26 53.26 53.26 .1 .3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1954
INPUT
Description:

Station
Elevation
Data
num=
43 Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1097

1.99 1097

3.99 1096

5.98 1095

7.98 1094

9.99 1093

11.99 1092
14 1091

16.02 1090

18.03 1089

24.38 1088

33.86 1087

40.94 1086.1

41.7 1086

41.96 1085

42.29 1084

42.62 1083

42.96 1082

43.32 1081

43.66 1080

44.22 1079

44.98 1078

45.73 1077

46.49 1076

47.21 1075

52.28 1075

55.93 1075

57.03 1076

58.33 1077

59.72 1078

61.42 1079

63.18 1080

64.21 1081

65.19 1082

66.27 1083

68.84 1083.72

69.84 1084

73.06 1085

76.52 1086

80.47 1087

85.01 1088

90.16 1089

96.14 1089
Manning's n Values
num=
3 Sta n Val
Sta
n Val
Sta
n Val
0 .035

40.94 .04

68.84 .035
Bank Sta: Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

40.94 68.84

55.85 55.85

55.85 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
RS: 1898
INPUT
Description:

Station Elevation
Data
num=
45 Sta Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1097

1.72 1097

1.83 1096

1.94 1095

2.04 1094

2.15 1093

2.26 1092

2.36 1091

4.92 1090

10.03 1089

13.84 1088

18.02 1087

22.03 1086

26.72 1085

32.97 1084

40.76 1083

50.03 1082

55.29 1081.24

56.97 1081

57.29 1080

57.65 1079

59.97 1078

62.04 1077

63.68 1076

65.62 1075

67.61 1074

70.37 1074

72.71 1074

74.43 1075

76.17 1076

77.53 1077

78.91 1078
80 1079

81.1 1080

82.84 1081

82.88 1081.03

82.89 1081.03

84.59 1082

87.53 1083

89.51 1084

90.73 1085

92.01 1086

94.17 1087
100.13
1088
108.36
1088
Manning's n Values
num=
3 Sta n Val
Sta
n Val
Sta
n Val
0 .035

55.29 .04

82.88 .035
Bank Sta: Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

55.29 82.88

62.15 62.15

62.15 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
RS: 1835
INPUT
Description:

Station Elevation
Data
num=
41 Sta Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1098

1.96 1098

2.06 1097

2.17 1096

2.27 1095

2.38 1094

2.48 1093

2.59 1092

2.69 1091

6.31 1090

11.09 1089

14.51 1088

18.52 1087

22.54 1086

24.97 1085.39

26.55 1085

26.99 1084.01

26.99 1084

27.45 1083

27.89 1082

28.37 1081

28.91 1080

29.51 1079

30.34 1078

31.6 1077

32.7 1076

33.64 1075

34.81 1074

37.98 1073

42.37 1073

46.55 1073

47.69 1074

48.83 1075

50.14 1076

51.77 1077

56.26 1078

59.4 1079

62.01 1080

68.37 1081

79.97 1081

80.56 1081
Manning's n Values
num=
3 Sta n Val
Sta
n Val
Sta
n Val
0 .035

24.97 .04

79.97 .035
Bank Sta: Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

24.97 79.97

39.37 39.37

39.37 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM

REACH: YNEZ RD
RS: 1796
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1099 1.65

2.05 1095 2.15

2.55 1090 6.62

22.34 1085 27.03

31.83 1081 32.41

36.13 1076 37.86

51.88 1072 53.39

58.4 1076 58.77

71.97 1080.27 95.6
116.42 1085
Manning's n Values
Sta n Val Sta
0 .035 27.08
Bank Sta: Left Right

27.08 71.97

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
num=
46 Elev
Sta
Elev
Sta
Elev
Sta
Elev
1099

1.75 1098

1.85 1097

1.95 1096
1094

2.25 1093

2.35 1092

2.45 1091
1089

10.08 1088

14.17 1087

18.25 1086
1084

27.08 1083.98

30.14 1083

31.24 1082
1080

33.01 1079

33.75 1078

34.93 1077
1075

39.78 1074

42.66 1073

49.37 1072
1072

55.5 1073
57 1074

57.85 1075
1077

59.13 1078

59.49 1079

63.06 1080
1081

99.97 1082
104.85
1083
110.08
1084
num= 3
n Val Sta n Val
.04 71.97 .035
Lengths: Left Channel

39.5 39.5
RS: 1757
INPUT
Description:

Station Elevation Data num=
Sta
Elev
Sta
Elev
0 1093
2 1093

5.36 1089

6.7 1088

26.36 1084

30.58 1083

47.31 1079

47.41 1078.96

51.61 1076

52.83 1075

63.09 1072

67.03 1072

70.11 1076

71.29 1077

76.28 1081

79.14 1081.47
106.95
1084
Right Coeff Contr. Expan.

39.5 .1 .3
41 Sta
Elev
Sta
Elev
Sta
Elev
4 1092

5.11 1091

5.24 1090

10.44 1087

15.59 1086

20.95 1085

34.44 1082

38.31 1081

42.83 1080

48.01 1078.71

49.76 1078

50.71 1077

54.07 1074

56.16 1073

58.28 1072

67.98 1073

68.64 1074

69.33 1075

72.14 1078

72.56 1079

73.27 1080

82.4 1082

88.99 1083

97.9 1084
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 48.01 .04 79.14 .035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

48.01 79.14 19.55 19.55 19.55 .1 .3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1737
INPUT
Description:

Station
Elevation
Data
num=
38 Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1092
2 1092
4 1091

6.02 1090

8.06 1089

10.1 1088

12.6 1087

17.52 1086

22.1 1085

26.72 1084

31.27 1083

35.36 1082

39.38 1081

43.76 1080

48.22 1079

49.92 1078.66

53.29 1078

54.81 1077

55.89 1076

57.19 1075

58.82 1074

60.44 1073

62.31 1072

66.5 1072

74.64 1072

76.91 1073

78.65 1074

80.37 1075

81.87 1076

82.8 1077

83.64 1078

84.3 1079

84.9 1080

85.52 1081

88.96 1082

89.2 1082.03
Manning's n Values

97.43 1083 105 1083
Sta n Val Sta
0 .035 49.92
Bank Sta: Left Right

49.92 89.2

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1094 3.97

17.82 1090 21.18

39.66 1085 50.32

58.61 1081 59.28

61.79 1076 62.24

74.33 1072 79.11

82.69 1076 83.56

97.94 1079 104.46
127.33 1083
Manning's n Values
Sta n Val Sta
0 .035 56.83
Bank Sta: Left Right

56.83 95.25

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1092 2.03

16.81 1088 25.54

57.87 1083 65.73

91.77 1078 96.76
102 1074 103.3
118.63 1071 121.26
131.21 1075 135.12
156.24 1080 162.61
180.07 1084
Manning's n Values
Sta n Val Sta
0 .035 97.56
Bank Sta: Left Right

97.56 129.87

CROSS SECTION
num= 3
n Val Sta n Val
.04 89.2 .035
Lengths: Left Channel

40.35 40.35
RS: 1697
Right Coeff Contr. Expan.

40.35 .1 .3
num= 41
Elev Sta Elev Sta Elev Sta Elev
1094 7.92 1093 11.57 1092 14.7 1091
1089 25.5 1088 29.91 1087 34.21 1086
1084 55.11 1083 56.83 1082.26 57.43 1082
1080 60.02 1079 60.58 1078 60.95 1077
1075 62.64 1074 64.18 1073 65.89 1072
1072 80.73 1073 81.4 1074 82.07 1075
1077 85.94 1077.32 91.09 1078 95.25 1078.61
1080 110.62 1081 116.44 1082 123.58 1083
num= 3
n Val Sta n Val
.04 95.25 .035
Lengths: Left Channel

78.83 78.83
RS: 1618
Right Coeff Contr. Expan.

78.83 .1 .3
num= 41
Elev Sta Elev Sta
1092 4.06 1091 6.08
1087 33.92 1086 42.11
1082 73.12 1081 80.08
1077 97.56 1076.76 100.14
1073 106.77 1072 109.02
1072 124.42 1073 128.01
1076 140.36 1077 145.53
1081 167.97 1082 172.94
num= 3
n Val Sta n Val
.04 129.87 .035
Lengths: Left Channel

25.72 25.72
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1593
Elev Sta Elev
1090 8.11 1089
1085 50.41 1084
1080 86.47 1079
1076 100.98 1075
1071 114.01 1071
1074 129.87 1074.58
1078 150.53 1079
1083 177.16 1084
Right Coeff Contr. Expan.

25.72 .1 .3

INPUT
Description:

Station Elevation Data num= 43
Sta Elev Sta Elev Sta
0 1092 2.01 1092 4.03

10.03 1088 15.63 1087 25.98

53.4 1083 61.61 1082 67.86

88.9 1078 92.85 1077 98.32
107.74 1074 109.13 1073 110.36
115.78 1069 117.3 1068 121.18
126.75 1070 128.21 1071 129.56
139.37 1074 143.98 1075 148.47
161.38 1079 165.58 1080 169.19
Manning's n Values num= 3
Sta n Val Sta n Val Sta
0 .035 103.5 .04 135.41
Elev Sta Elev Sta Elev
1091 6.04 1090 7.99 1089
1086 35.85 1085 44.75 1084
1081 74.13 1080 80.24 1079
1076 103.5 1075.17 104.58 1075
1072 111.53 1071 113.6 1070
1068 123.54 1068 124.92 1069
1072 134.86 1073 135.41 1073.12
1076 152.77 1077 157.07 1078
1080
n Val
.035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 103.5 135.41 25.22 25.22 25.22 .1 .3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta
Elev
Sta
0 1092
2 9.83
1088

11.95 39.61
1083

48.95 79.72
1078

85.85 108.12
1074
110.62
114.48
1069
115.46
126.88
1066
128.4
133.57
1071
134.76
146.29
1075
150.71
164.91
1079
RS: 1567
num=
46 Elev
Sta
Elev
Sta
Elev
Sta
Elev
1092

4.01 1091

6.01 1090

7.88 1089
1087

16.19 1086

23.41 1085

30.58 1084
1082

56.56 1081

64.2 1080

72.77 1079
1077

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1541
INPUT
Description:

Station
Elevation
Data
num=
39 Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1089

1.98 1089

3.85 1088

5.92 1087

7.98 1086

10.01 1085

12.02 1084

14.03 1083

20.96 1082

29.16 1081

38.38 1080

49.73 1079

59.35 1078

67.67 1077

68.61 1076.88

75.48 1076

83.91 1075

91.58 1074

98.24 1073
103.11
1072.13
103.85
1072
104.52
1071
104.99
1070
105.47
1069
105.96
1068
106.82
1067
107.94
1066
109.64
1065
113.76
1065
116.19
1065
118.01
1066
119.61
1067
121.34
1068
123.49
1069
126.02
1070
130.85
1070.91
131.33
1071
136.2
1072
141.61
1072

Manning's n Values
Sta n Val Sta
0 .035 103.11
Bank Sta: Left Right
103.11 130.85

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1090 2

9.99 1086 11.99

22.6 1081 37.05

77.53 1076 86.63
106.03 1071.22 106.67
110.01 1067 110.41
120.24 1066 121.59
136.69 1069.65 138.2
149.86 1074 152.46
170.32 1079 176.14
Manning's n Values
Sta n Val Sta
0 .035 106.03
Bank Sta: Left Right
106.03 133.2

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1086 2

9.99 1082 11.98

19.98 1078 28.81

65.09 1074 66.69

71.54 1069 72.72

82.51 1064 89.64

97.79 1067 100.31
131.6 1071 134.6
Manning's n Values
Sta n Val Sta
0 .035 62.19
Bank Sta: Left Right

62.19 119

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
num= 3
n Val Sta n Val
.04 130.85 .035
Lengths: Left Channel

29.02 29.02
RS: 1512
Right Coeff Contr. Expan.

29.02 .1 .3
num=
47 Elev
Sta
Elev
Sta
Elev
Sta
1090

4.01 1089

5.96 1088

7.98 1085

13.99 1084

15.99 1083
18 1080

48.7 1079

58.71 1078

68.78 1075

94.15 1074

99.59 1073
103.78
1071
108.82
1070
109.22
1069
109.61
1066
111.44
1065
115.8
1065
118.61
1067
123.78
1068
133.2
1068.92
134.03
1070
140.8
1071
143.35
1072
146.58
1075
154.58
1076
158.2
1077
164.39
1079
num= 3
n Val Sta n Val
.04 133.2 .035
Lengths: Left Channel

52.35 52.35
RS: 1459
Elev
1087
1082
1077
1072
1068
1065
1069
1073
1078
Right Coeff Contr. Expan.

52.35 .1 .3
num= 40
Elev Sta Elev Sta Elev Sta Elev
1086 3.99 1085 5.99 1084 7.99 1083
1081 13.98 1080 15.98 1079 17.97 1078
1077 43.93 1076 56.18 1075 62.19 1074.33
1073 68.13 1072 69.01 1071 70.3 1070
1068 73.96 1067 75.83 1066 78.91 1065
1064 92.85 1064 94.36 1065 95.89 1066
1068 109.89 1069 119 1069.51 127.67 1070
1072 138.06 1073 141.66 1074 144.92 1074
num= 3
n Val Sta n Val
.04 119 .035
Lengths: Left Channel Right Coeff Contr. Expan.

36.56 36.56 36.56 .1 .3
RS: 1423

INPUT
Description:

Station Elevation
Data
num=
38 Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1083

2.02 1083

4.04 1082

6.06 1081

8.08 1080

10.1 1079

12.12 1078

14.14 1077

16.16 1076

23.18 1075

38.88 1074

56.87 1073

60.76 1072.59

66.42 1072

68.18 1071

70.79 1070

74.75 1069

78.47 1068

81.27 1067

81.7 1066

82.1 1065

82.86 1064

84.19 1063

88.85 1063

90.86 1063

95.57 1064

97.98 1065

99.6 1066
102.06
1067
104.77
1068
109.86
1069
110.62
1069.17
114.38
1070
116.99
1071
120.43
1072
131.86
1073
142.48
1074
154.16
1074
Manning's
n Values
num=
3 Sta
n Val
Sta
n Val
Sta
n Val
0 .035

60.76 .04
110.62
.035
Bank Sta:

Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

60.76 110.62

41.28 41.28

41.28 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1382
INPUT
Description:

Station Elevation Data num= 45
Sta Elev Sta Elev Sta
0 1083 2.08 1083 4.17

10.42 1079 12.5 1078 14.58

20.83 1074 28.12 1073 41.76

68.98 1069 70.1 1068.85 76.41

77.6 1065 77.94 1064 78.43

87.15 1061 90.86 1061 91.18

93.76 1065 95.16 1066 97.16
104.99 1070 106.94 1070.22 113.69
130.88 1073 135.5 1074 139.61
Manning's n Values num= 3
Sta n Val Sta n Val Sta
0 .035 70.1 .04 106.94
Elev
Sta
Elev
Sta
Elev
1082

6.25 1081

8.33 1080
1077

16.67 1076

18.75 1075
1072

53.81 1071

63.18 1070
1068

76.82 1067

77.22 1066
1063

79.48 1062

81.49 1061
1062

91.66 1063

92.42 1064
1067

99.01 1068
101.19
1069
1071
117.2
1072
128.1
1072
1075
144.48
1076
149.13
1077
n Val
.035
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.

70.1 106.94 46.77 46.77 46.77 .1 .3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta
Elev
Sta
0 1083

1.95 10.08
1079

12.12 20.25
1074

22.29 50.76
1069

60.61 70.29
1065

71.27 75.12
1060

75.66 86.98
1060

87.5 92.26
1064

97.08 109.3
1069
111.3
119.32
1074
121.33
RS: 1335
num= 49
Elev Sta Elev Sta
1083 3.98 1082 6.02
1078 14.15 1077 16.19
1073 24.32 1072 26.36
1068 63.62 1067.42 65.83
1064 71.9 1063 72.58
1059 80.87 1059 85.61
1061 88.74 1062 89.92
1065 103.29 1066 105.29
1070 113.31 1071 115.31
1075 123.33 1076 125.34
Elev Sta Elev
1081 8.05 1080
1076 18.22 1075
1071 37.69 1070
1067 68.83 1066
1062 73.4 1061
1059 86.32 1060
1063 92.24 1063.99
1067 107.3 1068
1072 117.32 1073
1076

Manning's n Values
Sta n Val Sta
0 .035 63.62
Bank Sta: Left Right

63.62 92.24

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1080 1.67

9.74 1076 11.76

19.84 1071 21.86

40.5 1066.4 41.46

47.48 1062 48.58

52.61 1057 58.98

65.47 1060 66.6

88.14 1064 90.25
100.33 1069 102.35
110.42 1074 112.43
Manning's n Values
Sta n Val Sta
0 .035 40.5
Bank Sta: Left Right

40.5 69.67

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:
num= 3
n Val Sta n Val
.04 92.24 .035
Lengths: Left Channel

45.57 45.57
RS: 1289
Right Coeff Contr. Expan.

45.57 .1 .3
num=
49 Elev
Sta
Elev
Sta
Elev
Sta
Elev
1080

3.68 1079

5.7 1078

7.72 1077
1075

13.78 1074

15.8 1073

17.82 1072
1070

23.71 1069

32.96 1068

39.05 1067
1066

43.87 1065

45.29 1064

46.34 1063
1061

49.56 1060

50.48 1059

51.6 1058
1057

62.57 1057

63.43 1058

64.49 1059
1061

68.14 1062

69.67 1062.09

85.94 1063
1065

92.45 1066

96.3 1067

98.32 1068
1070
104.37
1071
106.38
1072
108.4
1073
1075
114.45
1076
116.47
1076
num= 3
n Val Sta n Val
.04 69.67 .035
Lengths: Left Channel

39.03 39.03
RS: 1250
Right Coeff Contr. Expan.

39.03 .1 .3
Station
Elevation
Data
num=
48 Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1077

1.78 1077

3.78 1076

5.78 1075

7.79 1074

9.79 1073

11.79 1072

13.79 1071

15.79 1070

17.79 1069

19.79 1068

21.79 1067

23.79 1066

25.8 1065

27.8 1064

29.8 1063

31.8 1062

33.8 1061

35.67 1060.07

35.8 1060

37.8 1059

39.8 1058

41.81 1057

43.81 1056

45.21 1056.88

45.4 1057

49.7 1057

51.7 1058

53.7 1059

58.93 1060

64.9 1061

65.02 1061.01

73.36 1062

77.69 1063

80.79 1064

85.84 1065

87.84 1066

89.84 1067

91.84 1068

93.84 1069

95.84 1070

97.84 1071

99.84 1072
101.84
1073
103.84
1074
105.85
1075
107.85
1076
109.85
1076
Manning's n Values
Sta n Val Sta
0 .035 35.67
Bank Sta: Left Right

35.67 65.02

CROSS SECTION
num= 3
n Val Sta n Val
.04 65.02 .035
Lengths: Left Channel

41.84 41.84
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1208
Right Coeff Contr. Expan.

41.84 .1 .3

INPUT
Description:

Station Elevation
Data
num=
46 Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1074

1.22 1074

3.25 1073

5.29 1072

7.33 1071

9.37 1070

11.42 1069

13.46 1068

15.5 1067

17.55 1066

19.59 1065

21.64 1064

23.68 1063

25.73 1062

27.77 1061

29.81 1060

29.87 1059.97

31.86 1059

33.9 1058

35.95 1057

37.99 1056

41.11 1055.01

41.14 1055

43.09 1056

45.18 1056

47.19 1057

49.21 1058

51.23 1059

53.25 1060

55.27 1061

57.28 1062

60.22 1062.4

64.64 1063

83.16 1065

85.18 1066

87.2 1067

89.22 1068

91.24 1069

93.26 1070

95.28 1071

97.31 1072

99.33 1073
101.35
1074
103.37
1075
105.39
1076
107.41
1076
Manning's
n Values
num=
3 Sta
n Val
Sta
n Val
Sta
n Val
0 .035

29.87 .04

60.22 .035
Bank Sta:

Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

29.87 60.22

50.63 50.63

50.63 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1071 .94

9.09 1067 11.13

19.29 1062 21.32

27.44 1058 29.48

37.3 1055 37.98

47.96 1056 49.31

56.99 1060.14 72.34

80.36 1065 82.36

90.38 1070 92.39
100.4 1075 102.41
Manning's n Values
Sta n Val Sta
0 .035 22.75
Bank Sta: Left Right

22.75 56.99

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD
RS: 1158
num=
48 Elev
Sta
Elev
Sta
Elev
Sta
Elev
1071

2.98 1070

5.01 1069

7.05 1068
1066

13.17 1065

15.21 1064

17.25 1063
1061

22.75 1060.3

23.36 1060

25.4 1059
1057

31.52 1056

33.56 1055

36.66 1056
1054

40.74 1054

44.67 1054

46.29 1055
1057

50.69 1058

52.4 1059

54.48 1060
1061

74.35 1062

76.35 1063

78.35 1064
1066

84.36 1067

86.37 1068

88.38 1069
1071

94.39 1072

96.4 1073

98.4 1074
1076
104.41
1076
num= 3
n Val Sta n Val
.04 56.99 .035
Lengths: Left Channel

51.78 51.78
RS: 1106
INPUT
Description:

Station Elevation Data num=
Sta Elev Sta Elev
0 1068 .58 1068

8.75 1064 10.79 1063

20.16 1059 22.17 1058

30.19 1054 33.26 1054

44.09 1054 45.3 1055

50.43 1059 52.88 1059.15

83.76 1063 85.78 1064
Right Coeff Contr. Expan.

51.78 .1 .3
45 Sta
Elev
Sta
Elev
Sta
Elev

2.62 1067

4.66 1066

6.71 1065

12.83 1062

14.87 1061

18.13 1059.77

24.17 1057

26.18 1056

28.18 1055

34.87 1053

39.36 1053

42.69 1053

46.71 1056

47.89 1057

49.2 1058

66.32 1060

79.72 1061

81.74 1062

87.8 1065

89.83 1066

91.85 1067

93.87 1068 95.89
103.96 1073 105.97
Manning's n Values
Sta n Val Sta
0 .035 18.13
Bank Sta: Left Right

18.13 52.88

CROSS SECTION
1069 97.91 1070 99.93 1071 101.94 1072
1074 107.98 1075 109.99 1076 111.99 1076
num= 3
n Val Sta n Val
.04 52.88 .035
Lengths: Left Channel Right Coeff Contr. Expan.

50.27 50.27 50.27 .1 .3
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1056
INPUT
Description:

Station Elevation Data num= 43
Sta Elev Sta Elev Sta Elev Sta
0 1064 1.98 1064 4.02 1063 6.06

25.64 1058 28.14 1057.54 31.02 1057 33.03

37.04 1054 39.02 1055 39.71 1054 40.76

44.28 1052 47.58 1052 48.71 1053 49.7

53.11 1056 56.04 1057 58.95 1057.6 60.85

76.26 1060 78.26 1061 80.27 1062 82.27

86.28 1065 88.28 1066 90.29 1067 92.29

96.3 1070 98.31 1071 100.31 1072 102.31
106.32 1075 108.33 1076 110.33 1076
Manning's n Values num= 3
Sta n Val Sta n Val Sta n Val
0 .035 28.14 .04 58.95 .035
Bank Sta: Left Right Lengths: Left Channel Right

28.14 58.95 26.32 26.32 26.32

CROSS SECTION
RIVER: YNEZ-RD-STREAM
REACH: YNEZ RD RS: 1029
INPUT
Description:

Elev
Sta
Elev
1062

8.1 1061
1056

35.03 1055
1053

41.87 1052
1054

50.62 1055
1058

74.25 1059
1063

84.28 1064
1068

94.3 1069
1073
104.32
1074
Coeff Contr. Expan.
.1 .3
Station Elevation
Data
num=
42 Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 1063
.65
1063

2.7 1062

4.74 1061

6.79 1060

15.97 1058

24.23 1057

32.77 1056

35.99 1055.42

38.3 1055

40.31 1054

43.55 1055

45.85 1054

48.3 1053

53.8 1052

56.04 1052

60.72 1052

61.81 1053

62.73 1054

63.99 1055

65.99 1055.71

66.82 1056.01

72.41 1058

74.41 1059

76.42 1060

78.42 1061

80.43 1062

82.43 1063

84.44 1064

86.44 1065

88.45 1066

90.45 1067

92.46 1068

94.46 1069

96.47 1070

98.47 1071
100.48
1072
102.48
1073
104.49
1074
106.49
1075
108.5
1076
110.5
1076
Manning's
n Values
num=
3 Sta
n Val
Sta
n Val
Sta
n Val
0 .035

35.99 .04

66.82 .035
Bank Sta:

Left
Right
Lengths:

Left Channel
Right
Coeff
Contr.

Expan.

35.99 66.82

29.38 29.38

29.38 .1
.3

CROSS SECTION
RIVER: YNEZ-RD-STREAM

REACH: YNEZ RD
RS: 1000
INPUT
Description:

Station Elevation Data
Sta Elev Sta
0 1061 1.02

9.17 1057 11.2

31.34 1052 33.76

58.63 1052 60.63

66.64 1055.56 71.82

79.84 1061 81.84

89.86 1066 91.86

99.87 1071 100.9
Manning's n Values
Sta n Val Sta
0 .035 25.6
Bank Sta: Left Right

25.6 65.95
num=
37 Elev
Sta
Elev
Sta
Elev
Sta
Elev
1061

3.06 1060

5.1 1059

7.13 1058
1056

25.6 1054.1

26.36 1054

28.74 1053
1052

39.93 1051

53.02 1051

56.58 1051
1053

62.64 1054

64.64 1055

65.95 1055.37
1057

73.83 1058

75.83 1059

77.83 1060
1062

83.84 1063

85.85 1064

87.85 1065
1067

93.86 1068

95.87 1069

97.87 1070
1071
num= 3
n Val Sta n Val
.04 65.95 .035
Lengths: Left Channel
0 0

SUMMARY OF MANNING'S N VALUES
River:YNEZ RD STREAM
Reach River Sta. n1
Right Coeff Contr. Expan.
0 .1 .3
n2 n3
YNEZ
RD
2275
.035
.04
.035
YNEZ
RD
2250
.035
.04
.035
YNEZ
RD
2223
.035
.04
.035
YNEZ
RD
2192
.035
.04
.035
YNEZ
RD
2167
.035
.04
.035
YNEZ
RD
2136
.035
.04
.035
YNEZ
RD
2126
.035
.04
.035
YNEZ
RD
2090
.035
.04
.035
YNEZ
RD
2071
.035
.04
.035
YNEZ
RD
2042
.035
.04
.035
YNEZ
RD
2007
.035
.04
.035
YNEZ
RD
1954
.035
.04
.035
YNEZ
RD
1898
.035
.04
.035
YNEZ
RD
1835
.035
.04
.035
YNEZ
RD
1796
.035
.04
.035
YNEZ
RD
1757
.035
.04
.035
YNEZ
RD
1737
.035
.04
.035
YNEZ
RD
1697
.035
.04
.035
YNEZ
RD
1618
.035
.04
.035
YNEZ
RD
1593
.035
.04
.035
YNEZ
RD
1567
.035
.04
.035
YNEZ
RD
1541
.035
.04
.035
YNEZ
RD
1512
.035
.04
.035
YNEZ
RD
1459
.035
.04
.035
YNEZ
RD
1423
.035
.04
.035
YNEZ
RD
1382
.035
.04
.035
YNEZ
RD
1335
.035
.04
.035
YNEZ
RD
1289
.035
.04
.035
YNEZ
RD
1250
.035
.04
.035
YNEZ
RD
1208
.035
.04
.035
YNEZ
RD
1158
.035
.04
.035
YNEZ
RD
1106
.035
.04
.035
YNEZ
RD
1056
.035
.04
.035
YNEZ
RD
1029
.035
.04
.035
YNEZ
RD
1000
.035
.04
.035

SUMMARY OF REACH LENGTHS
River: YNEZ-RD-STREAM
Reach
River Sta.

Left
Channel
Right
YNEZ
RD
2275

24.84 24.84

24.84 YNEZ
RD
2250

26.76 26.76

26.76 YNEZ
RD
2223

31.24 31.24

31.24 YNEZ
RD
2192

25.2 25.2

25.2 YNEZ
RD
2167

30.34 30.34

30.34 YNEZ
RD
2136

10.63 10.63

10.63 YNEZ
RD
2126

35.78 35.78

35.78 YNEZ
RD
2090

19.35 19.35

19.35 YNEZ
RD
2071

28.31 28.31

28.31 YNEZ
RD
2042

35.18 35.18

35.18 YNEZ
RD
2007

53.26 53.26

53.26 YNEZ
RD
1954

55.85 55.85

55.85 YNEZ
RD
1898

62.15 62.15

62.15 YNEZ
RD
1835

39.37 39.37

39.37 YNEZ
RD
1796

39.5 39.5

39.5 YNEZ
RD
1757

19.55 19.55

19.55 YNEZ
RD
1737

40.35 40.35

40.35 YNEZ
RD
1697

78.83 78.83

78.83 YNEZ
RD
1618

25.72 25.72

25.72 YNEZ
RD
1593

25.22 25.22

25.22 YNEZ
RD
1567

26.49 26.49

26.49 YNEZ
RD
1541

29.02 29.02

29.02 YNEZ
RD
1512

52.35 52.35

52.35 YNEZ
RD
1459

36.56 36.56

36.56 YNEZ
RD
1423

41.28 41.28

41.28 YNEZ
RD
1382

46.77 46.77

46.77 YNEZ
RD
1335

45.57 45.57

45.57 YNEZ
RD
1289

39.03 39.03

39.03 YNEZ
RD
1250

41.84 41.84

41.84 YNEZ
RD
1208

50.63 50.63

50.63 YNEZ
RD
1158

51.78 51.78

51.78 YNEZ
RD
1106

50.27 50.27

50.27 YNEZ
RD
1056

26.32 26.32

26.32 YNEZ
RD
1029

29.38 29.38

29.38 YNEZ
RD
1000
0 0
0 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: YNEZ-RD-STREAM
Reach
River Sta.

Contr.

Expan.

YNEZ
RD
1737
.1
.3
YNEZ
RD
1697
.1
.3
YNEZ
RD
1618
.1
.3
YNEZ
RD
1593
.1
.3
YNEZ
RD
1567
.1
.3
YNEZ
RD
1541
.1
.3
YNEZ
RD
1512
.1
.3
YNEZ
RD
1459
.1
.3
YNEZ
RD
1423
.1
.3
YNEZ
RD
1382
.1
.3
YNEZ
RD
1335
.1
.3
YNEZ
RD
1289
.1
.3
YNEZ
RD
1250
.1
.3
YNEZ
RD
1208
.1
.3
YNEZ
RD
1158
.1
.3
YNEZ
RD
1106
.1
.3
YNEZ
RD
1056
.1
.3
YNEZ
RD
1029
.1
.3
YNEZ
RD
1000
.1
.3
Profile Output Table - Standard Table 1
Reach
River
Sta Profile
Q Total
Min Ch E1
W.S. Elev
Crit W.S.

E.G. Elev
E.G. Slope
Vel Chnl
Flow Area
Top Width
Froude # Chl
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(ft/s)
(sq ft)
(ft)

YNEZ RD
1000
100
YR

58.70 1051.00
1055.20
1051.68
1055.20

0.000031

0.44 134.90

48.08 0.04

YNEZ RD
1029
100
YR

58.70 1052.00
1055.19
1055.21

0.000439

1.13 51.74

27.27 0.15

YNEZ RD
1056
100
YR

58.70 1052.00
1055.19
1055.24

0.001321

1.86 31.56

16.42 0.24

YNEZ RD
1106
100
YR

58.70 1053.00
1055.25
1055.32

0.001671

2.00 29.29

17.99 0.28

YNEZ RD
1158
100
YR

58.70 1054.00
1055.27
1055.27
1055.75

0.027295

5.58 10.52

10.99 1.01

YNEZ RD
1208
100
YR

58.70 1055.00
1056.87
1056.87
1057.37

0.026861

5.67 10.35

10.72 1.02

YNEZ RD
1250
100
YR

58.70 1056.00
1057.99
1057.91
1058.39

0.021617

5.09 11.54

11.85 0.91

YNEZ RD
1289
100
YR

58.70 1057.00
1058.62
1058.78

0.005111

3.14 18.70

13.19 0.46

YNEZ RD
1335
100
YR

58.70 1059.00
1060.02
1060.02
1060.48

0.027390

5.43 10.81

11.91 1.00

YNEZ RD
1382
100
YR

58.70 1061.00
1062.02
1062.02
1062.48

0.027000

5.46 10.75

11.73 1.01

YNEZ RD
1423
100
YR

41.70 1063.00
1063.92
1063.92
1064.28

0.027428

4.80 8.69

12.23 1.00

YNEZ RD
1459
100
YR

41.70 1064.00
1064.85
1065.09

0.017899

3.94 10.60

14.67 0.82

YNEZ RD
1512
100
YR

41.70 1065.00
1065.95
1065.95
1066.37

0.027337

5.19 8.04

9.70 1.00

YNEZ RD
1541
100
YR

41.70 1065.00
1066.56
1066.69

0.005108

2.91 14.33

11.58 0.46

YNEZ RD
1567
100
YR

41.70 1066.00
1066.92
1066.92
1067.32

0.027207

5.05 8.26

10.53 1.01

YNEZ RD
1593
100
YR

41.70 1068.00
1069.02
1069.02
1069.46

0.027234

5.28 7.89

9.23 1.01

YNEZ RD
1618
100
YR

41.70 1071.00
1071.78
1071.78
1072.12

0.027822

4.66 8.95

13.40 1.01

YNEZ RD
1697
100
YR

41.70 1072.00
1072.99
1073.12

0.007019

2.82 14.76

16.53 0.53

YNEZ RD
1737
100
YR

41.70 1072.00
1073.24
1073.32

0.003566

2.26 18.42

17.27 0.39

YNEZ RD
1757
100
YR

41.70 1072.00
1073.29
1073.43

0.006446

3.03 13.78

12.61 0.51

YNEZ RD
1796
100
YR

41.70 1072.00
1073.55
1073.65

0.004755

2.59 16.08

15.23 0.44

YNEZ RD
1835
100
YR

41.70 1073.00
1073.84
1073.84
1074.20

0.027630

4.81 8.67

12.17 1.00

YNEZ RD
1898
100
YR

41.70 1074.00
1075.23
1075.10
1075.56

0.017960

4.59 9.09

9.66 0.83

YNEZ RD
1954
100
YR

41.70 1075.00
1076.13
1076.35

0.011325

3.78 11.04

10.81 0.66

YNEZ RD
2007
100
YR

33.80 1077.00
1077.73
1077.73
1078.07

0.028526

4.64 7.28

10.96 1.00

YNEZ RD
2042
100
YR

33.80 1077.00
1078.31
1078.41

0.004259

2.48 13.65

12.09 0.41

YNEZ RD
2071
100
YR

33.80 1078.00
1078.78
1078.78
1079.14

0.028751

4.83 7.00

9.83 1.01

YNEZ RD
2090
100
YR

33.80 1078.00
1079.27
1079.04
1079.53

0.014072

4.14 8.17

8.10 0.73

YNEZ RD
2126
100
YR

33.80 1080.00
1080.64
1080.64
1080.92

0.028949

4.28 7.90

13.91 1.00

YNEZ RD
2136
100
YR

33.80 1081.00
1081.75
1081.75
1082.08

0.028545

4.61 7.33

11.25 1.01

YNEZ RD
2167
100
YR

33.80 1083.00
1083.77
1083.77
1084.13

0.028811

4.81 7.03

9.90 1.01

YNEZ RD
2192
100
YR

33.80 1083.00
1084.34
1084.56

0.010643

3.72 9.08

8.53 0.64

YNEZ RD
2223
100
YR

33.80 1083.00
1084.68
1084.91

0.011833

3.87 8.74

8.57 0.67

YNEZ RD
2250
100
YR

33.80 1087.00
1088.15
1088.15
1088.58

0.027695

5.25 6.44

7.61 1.01

YNEZ RD
2275
100
YR

33.80 1089.00
1090.14
1090.14
1090.49

0.027687

4.75 7.12

10.26 1.00

EXCERPTS

EXCERPT A: TRACT 31344 IMPROVEMENT PLANS

�0•
Rom off°
GHO
y
Rp,

PROJECT SITE

VICINITY MAP
N. T. S.

R/W RAW
50'
25' - _ 25'
9'
4'1.4 5'
SIDE S
?� WALF
C 2.07_
�`', CONC. CURB
& GUTTER
18'
`�•ol.I EXIST.

SIDEWALK
�oQ
EXIST.

CURB &
GUTTER
EXIST.

R/W
12'
EXIST.

CURB &
GUTTER
3 9'
16' 16' 5' 4' 11
SIDE
WALK Q�
A.C. PAVEMENT
/% 2.0% 2,0%

GENERAL NOTES

CITY OF TEMECULA

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CLEARING OF THE PROPOSED WORK AREA. AND RELOCATION COSTS OF ALL EXISTING UTILITIES. PERMITTEE MUST INFORM THE CITY OF CONSTRUCTION SCHEDULE AT LEAST 48 HOURS PRIOR TO BEGINNING OF CONSTRUCTION:

I HA CT NOO 31344 PHONE (951) 694-6411.

2. THE DEVELOPER WILL INSTALL STREET NAME SIGNS CONFORMING TO CITY OF TEMECULA'S STANDARD NO. 403-405.

STREET AND STORM DRAIN IMPROVEMENT PLANS 3. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE CITY OF TEMECULA PUBLIC

WORKS DEPARTMENT IMPROVEMENT STANDARDS AND THE LATEST EDITION OF STANDARD SPECIFICATION FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK). 1 INSTALL HALL BE THE RESPONSIBILITY OF STREET CENTERLINE MONUMENTS AS REQUIRED BY THE TO NCITY OF 'TEMECULA OTIFY THE ER. TO
/ STANDARDS.

5. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER OR CONTRACTOR TO APPLY TO THE CITY
NT
AN
CHMENT
R ALL
;
7 , TOPOGRAPHIC SOURCE ON EXISTING TEMECULA
MAINTAINED ROADS AAND EFOR UT ILITYEWOR�AWITHIN OFFERS I OFODEDICATION K
/ FOR PUBLIC USE.

DENNIS JANDA, INC.

9.2 / TEMECULA, CALIFORNIA 6. ALL UNDERGROUND FACILITIES WITH LATERALS SHALL BE IN PLACE PRIOR TO PAVING THE Quo g 2 CFS TOPOGRAPHY FROM FIELD STREET SECTION INCLUDING, BUT NOT LIMITED TO THE FOLLOWING: SEWER, WATER, ELECTRIC, I` 100 _ 14.4 CFS / - SURVEY DATED: NOV. 2002 GAS, DRAINAGE. !� ;t 7. CURB DEPRESSIONS AND DRIVEWAY APPROACHES WILL BE INSTALLED AND CONSTRUCTED SOILS ENGINEER ACCORDING TO CITY STANDARD NO. 207 AS DIRECTED IN THE FIELD.

I �
4" �d \
I O LAWSON AND ASSOCIATES 8. AN APPROVED SOILS STERILIZE SHALL BE USED ON ALL SUBGRADE SURFACES PRIOR TO O I PLACEMENT OF A.C. PAVING.
it'•. I 1 t�j GEOTECHNICAL CONSULTING, INC.

I.
4 5 8 y :'. \ � 40935 COUNTY CENTER DR.
2 3 ;t \ SUITE A TEMECULA, C.A. 92591 9. ALL STREET SECTIONS ARE TENTATIVE. ADDITIONAL SOIL TESTS SHALL BE TAKEN AFTER I: I 8 ROUGH GRADING TO DETERMINE THE EXACT STREET SECTION REQUIREMENTS. USE STANDARD NO. 401 IF EXPANSIVE SOILS ARE ENCOUNTERED.
\ LEGAL DESCRIPTION

10. ASPHALTIC EMULSION (FOG SEAL) SHALL 8E APPLIED NOT LESS THAN FOURTEEN (14)

H L BE APPLIED AT A RATE
L CONC. CURB 4,o I E�<� I DAYS FOLLOWING PLACEMENT OF THE ASPHALT SURFACING AND S AL E` -- BEING A SUBDIVISION OF A PORTION OF LOT 252,
:. ,r & GUTTER ,; IiJ _ -�:---�.-:--.� _.__-T- . '
10 TRACT MAP 3833, PER MAP RECORDED IN MAP BOOK 61, OF 0.05 GALLONS PER SQ. YARD. ASPHALTIC EMULSION SHALL CONFORM TO SECTIONS 37, 39, COMPACTED SUBGRADE BASE COURSE ;�: Q _ _ _ - % AND 94 OF THE STATE STANDARD SPECIFICATION. ': s.3 CFs _ _ % PAGES 42-52, OF TRACT MAPS, IN THE OFFICE OF THE i t ioo 8. s CF -
HEET 2 PORTRAITS LANE \
r � COUNTY RECORDER, RIVERSIDE COUNTY, CALIFORNIA. 11. INSTALL STREET TREES IN ACCORDANCE WITH ORDINANCE N0. 460.53.

PORTRAITS LANE ! I '' LOT 11(OPEN SPACE) \ ALSO BEING A PORTION OF THE RANCHO TEMECULA

LIGHTS SHALL BE INSTALLED IN ACCORDANCE WITH THE APPROVED STREET

NOT TO SCALE '' - LIGHTING PLAN
NO. 106
PER STD.

PROP. _
ERX' • R/W
50' 50' //
32' (EXISTING) 38' _�. 6' 6'
SAWCUT 2' �
3 ' PROPOSED
EXISTING ( EXIST. IMPROVEMENT
A.C. PAVIN C.G. TO BE I e
1 MqqV D SIDEWALK

2.0% ARI S 2.0% 114"/FT ?�
fluor CURB &
�;-. ;rt�%%� GUTTER
COMPACTED SUBGRADE A.C. PAVING
YNEZ ROAD CRUSHED AGG. BASE

NOT TO SCALE
64'
32' 32'

EXISTING
A.C. PAVING
EXIST.

R/W
12'
6' _ 6'
SHEET c` 13. AS DETERMINED BY THE CITY ENGINEER, THE DEVELOPER IS RESPONSIBLE AS A MINIMUM

FOR ROAD IMPROVEMENT TO CENTERLINE AND MAY BE REQUIRED TO RECONSTRUCT EXISTING ADD. DEDICATION C-- _ - - - - - �- - - PAVEMENT. INCLUDING BASE, AND MATCHING OVERLAY TO MEET THE STRUCTURAL STANDARDS FOR THE CURRENT ASSIGNED TRAFFIC INDEX.

YNEZ ROAD
r

14. ONLY LANDSCAPING CONSISTING OF GRASS AND PARKWAY 'TREES - WITHIN PARKWAYS ON LOCAL RESIDENTIAL STREETS WITHOUT SEPARATE LANDSCAPE PLANS.

ALL OTHER TYPES OF LANDSCAPING IN THESE AREA'S, AND ALL LANDSCAPING ON ALL OTHER

STREENTS
INDEX MAP SHALL TCONFORM S SHALL RTOURV RIVERSIDE COUNTY SEPARATE N"STANDARDS RELATING TODSCAPE PLANS. ALL THEADMINISTRATION NG EOF I o
I51 ,WALK
,14' /FT.

XIST S
URB &

T GUTTER
r. .l.

COMPACTED SUBGRADE CRUSHED AGG. BASE

RANCHO VISTA ROAD

NOT TO SCALE

EXISTING IMPROVEMENTS

SHEET INDEX
SHEET 1: TITLE SHEET
SHEET 2: PORTRAITS LANE. STA. 10+00.00 TO STA. 14+36.66 PORTRAITS LANE. STA. 10+00.00 TO STA. 11 +94.42
SHEET 3: YNEZ ROAD: STA. 10+00.00 TO STA. 18+51.10
SHEET 4: STORM DRAIN PLAN & PROFILE
SHEET 5: STORM DRAIN DETAILS
Underground Service Alert
Call: TOLL FREE
1-800
227-2600

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCT/ON RECORD DATE BY
Contractor
Inspector
Date completed
ENGINEERING SOLUTIONSLA ff4INEOING-ND RY
PLANNINGF8UEYINa-WPINQ
2155 CHICAGO AVE. SUITE 201
RIVERSIDE, CA. 92507
PHONE - 951.784.0286
FAX - 951.784.0287
CONSTRUCTION NOTES & QUANTITY ESTIMATE SCALE 1: 60 N G N 0 TE S LANDSCAPE ENCROACHMENTS" DATED JANUARY 1989.

NO. I TEMS

QUANTITY
UNIT
�1
CONST. 0.25' A.C. PAVEMENT 31,094 S.F.
576
TONS
�2
CONTT. 0.54' CRUSHED AGGREGATE BASE 31,094 S.F.
622
C. Y.
�3
CONST. TYPE "A-6" CURB & GUTTER PER CITY STD. NO. 200
2,128
L.F.
®
COSST. CROSS -GUTTER PER CITY STD. NO. 210 & 211
756
S.F.

INSTALL STREET NAME SIGN PER CITY STD. NO. 403 -405
1 EA.
®
INSTALL RESIDENTIAL STREET LIGHTS PER CITY OF TEMECULA STD. NO. 801 LOW PRESSURE SODIUM-80001UMIN. 3 EA.

INSTALL ARTERIAL STREET LIGHT PER CITY OF TEMECULA STD. NO. 800 LOW PRESSURE SODUIM- � � � BCD � .0 r1l I W i�3
852
EA.

L.F.
10 SAWCUT LINE
11 FEATHER TO MATCH A.C.
1,760
S.F.
12 RELOCATE TRAFFIC BOX
4 EA.
13 RELOCATE GTE MANHOLE/RISER
2 EA.
14 RELOCATE WATER METER
1 EA.
15 RELOCA TE SIGN
2 EA.
16 REMOVE EXISTING TREE
1 EA.
17 REMOVE EXISTING CURB & GUTTER
846
L.F.
18 ADJUST TO FINISH GRADE
4 E.A.
19 NOT USED
- 2Q
E01`t�TRr�iET�24-REP-EEE•A�--EIS
'� -
6�
21 CONSTRUCT 18" RCP (CLASS- IV)
431
L.F.
©2
CONSTRUCT MANHOLE NO.1 PER R. C. F. C & W.C.D. STD. DWG. NO. MH 251 I
EA.
23 CONSTRUCT CATCH BASIN NOI PER R.C.F.C. & W.C.D. STD. DWG. NO. CB 100 1 EA.
®
CONSTRUCT LOCAL DEPRESSION NO.2 CASE "C" PER R.C.F.C. & W.C.D. STD. DWG. NO. LO 201 1 EA.
25 CONSTRUCT TYPE X INLET PER R.C.F.C. & W.C.D. STD. DWG. NO. CB 108 1 EA.
26 REMOVE EXISTING 24" CMP
176
L.F.
- 2�
-CON•&TR�E T�-60LEA✓--FOR-PIP�J-�-T"HROUGH-66-PER-✓� VER�IDE--60UN-7-1 FLOOD-GON-TR©L-ok&TRie-T- TO-Ne.-M84-3--- i'---
EA:
28 CONSTRUCT 8" PVC
102
L.F.
_9
PREBUILT DRAIN BASIN ADS §2824 OR EQUIVALENT 24" SQ GRATE. 1 EA.
-
dUNeTl6N�TRUG-TURE-Nf�-2 -PER-R:EF�&TD--22-� 9 FEUtp�y,� -1----
EA -
CONSTRUCT M4NNu.E N� i PER R.G.F.G. IrV.C.+J. S7t3. DWG. �y�q tl0 a44 251 MOCIPI P P TIji I
EA.

TE ACC'D BENCH MARK
c ELEV.: 1131.02 FROM THE INT. OF
FRONT STREET AND RANCHO CALIF.

ROAD, 0.6 MILES W. ON RANCHO
��- CALIF. RD.; 44' S. OF THE C/L OF
RANCHO CALIF. RD., SW. OF 1" I.P.,
ROAD TO MATCH FIELD CODIn0NS - RAIS.00 FLUSH W/ R.C.E. 21914 TAG (PM t8" RCP I.5' & 1?-*62.U8 To AV01P CQVFIIC� 6835 NE. COR. OF PARCEL 150).

WITH SPAR CHIMNEYS SET FIBERGLASS POST 1' S. OF
EtctA r 6e'r L t IT III r1 MONUMENT
EMov� rXI s-r. sTlkl~a•r L-i�iIr
& i' t ass
Q, gg%113"D QUAWI ry Foie
f�l�-TER►{ -, �� j8/dl
&rlkur L►Gttr

REVISIONS
s No. C5M 5 !3X o Exo e,q
SCALE SEAL:tCfESSI�
Horizontal
DAVID G. CURRlNG10N
AS SHOWN RCE No. 58883
vertical Exp. 08-30-07
,. CIVIL
PAVI
- -- 15. PURSUANT TO THE CITY OF TEMECULA ORDINANCE NO. 90-12, THE DEVELOPER SHALL INSTALL ALL REQUIRED CABLE TV FACILITIES.

1. Minimum Parking Lot grade shall be one (1.0) percent.

16. APPROVAL OF THIS PLANS BY THE CITY OR ITS AGENTS DOES NOT RELIEVE THE

2. Minimum grade for ribbon drains shall be 0.50 percent. APPLICANT AND HIS ENGINEER FROM THE RESPONSIBILITY FOR THE CORRECTION OF ERRORS OR OMISSIONS DISCOVERED DURING CONSTRUCTION. UPON REQUEST, THE APPROPRIATE PLAN

3. An approved soil sterilizer shall be used on all subgrade surfaces prior REVISIONS SHALL BE PROMPTLY SUBMITTED TO THE CITY ENGINEER FOR REVIEW AND to placement of paving. APPROVAL.

4. Asphaltic emulsion (fog seal) shall be applied not less than fourteen (14) days following placement of the asphalt surfacing and shall be applied at a rate of 0.05 gallons per square yard, asphalt emulsion shall conform to Sections 37, 39 and 94 of the State Standard Specifications.

5. The subdivider or contractor shall apply to the City of Temecula Department of Public Works for an encroachment permit for all work within city Right -of -Way.

6. Three inspections are required by the Department of Public Works, one inspection at subgrade completion, at base grade completion and during placement of asphalt.

7. The contractor shall be responsible for the clearing of the proposed work area, and relocation and cost of all existing utilities. The City shall be informed 48 hours prior to beginning of construction at (951) 694-6411.

8. A compaction report by a Soils Engineer shall certify 95 percent compaction of base prior to call for second inspection and a placement of asphalt paving.

9. Compaction test observation of subgrade or base rock grade shall be coordinated by the contractor with the Soils Engineer and the Project Inspector, all grade inspections will be in conjunction with or preceded by compaction testing.

10. Final pavement structural section design shall be submitted to the Director of Public Works for approval a minimum of ten days prior to placement of base material. The design shall adhere to the methodology set forth in Chapter 600 of the Caltrans Highway Design Manual and utilize the "R" value method. The "R" value tests shall be conducted in accordance with California Test no. 301 and shall be performed by a Registered Civil Engineer. The number and locations of these tests shall be subject to approval by the Director of Public Works.

11. Asphalt concrete shall conform to all provisions of section 203-6 of the current standard specifications of public works construction. Asphalt surface course shall be C2-AR-4000. Minimum thickness is 2 inches, maximum thickness is 3 inches. Asphalt concrete sections greater than 3 inches shall contain a base course of B-AR-4000, a minimum thickness of 2 inches.

12. Two special inspections are required from Department of Building and Safety prior to any paving in disabled parking areas or paths of travel and one inspection after all paving has been placed in disabled parking areas or paths of travel.

Plans Prepared Under Supervislon Of
11 Sd 05
0 DAVID G. CURR/NGTON
R. C. E. No. C5888J Expires 061JOI
RECOMMENDED BY.• t1�- DATE.•

ACCEPTED BY
1�(/ G�'�rDATE.• 11 / �5
RONALD ✓. PARKS

DEPUTY DIRECTOR OF PUBLIC WORKS
R.C.E. No. 19744 Expires 09-JO-07

ENGINEERING NOTES

CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB

SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY

OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND

NOT BE LIMITED TO NORMAL WORKING HOURS AND THAT THE CONTRACTOR SHALL DEFEND,

INDEMNIFY AND HOLD THE OWNER AND ENGINEER HARMLESS FROM ANY AND ALL LIABILITY,

REAL OR ALLEGED IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER.

THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES OR STRUCTURES SHOWN ON THESE PLANS ARE OBTAINED BY A DILIGENT SEARCH OF ALL AVAILABLE RECORDS. THE

CONTRACTOR IS REQUIRED TO TAKE ALL PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN AND ANY OTHER LINES OR STRUCTURES SHOWN OR NOT SHOWN ON THESE PLANS.

AND IS RESPONSIBLE FOR THE PROTECTION OF, AND ANY DAMAGE TO THESE LINES OR STRUCTURES.

STREET TREE NOTES

1. EACH LOT SHALL HAVE A MINIMUM OF ONE STREET TREE PLANTED ALONG ITS FRONTAGE.

2. ALL STREET TREES SHALL BE LOCATED WITHIN THE STREET RIGHT OF WAY, A MINIMUM OF 1' FROM THE PROPERTY LINE AND THE MINIMUM OF 4' FROM THE BACK OF SIDEWALK.

3. NO TREE SHALL BE PLANTED WITHIN 10' OF ANY DRIVEWAY APPROACH OR CORNER CUTBACK.

4. ALL TREES SHALL BE MINIMUM DOUBLE STAKED. WEAKER AND/OR SLOW GROWING TREES SHALL BE STEEL STAKE.

5. TYPE OF TREE SPECIMEN PER APPROVED LANDSCAPE / IRRIGATION PLAN.

LEGEND
Q

STREET TREES

STREET LIGHTS (RESIDENTIAL)
J*

STREET LIGHTS (ARTERIAL)
TC

TOP OF CURB
FL

FLOWLINE
R/W

RIGHT OF WAY
GB

GRADE BREAK

OWNER /DEVELOPER
GALLERY PORTRAITS PARTNERS, INC.
31610-2 RAILROAD CANYON RD.

CANYON LAKE 92587
PH 951-244-7713
Lwo -122C0
LD04-197CO
Growing No.

Cl T Y OF TEMLCUL A DEPARTMENT OF PUBLIC WORKS
Tv TRACT NO.31344

AF'A STREET AND STORM DRAIN
heeeeo4 IMPROVEMENT PLANS
0 Sheet 1 of 5

38. T =
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NO

DELTA BRG
RADIUS
LENGTH

TANGENT
204'48'07"

38.00'
135.83'
172.82'
N27'5_2'19"W�
___ --.--_
_
^_.�_._
-- 29'3929"
-167.93'-
_73.51'
- 86.93'

44.46'
Q
_�
N37'19'34"E
N52'40'26"W--
N52 40 26 W
____ 20'2433"--
-
�.._- _.
_ --_
~ 109.00'
_22.0_0'
106.96'
106.96'

38.83'
--

19.62'
0_4'23'3_4"
300.00'
- 23.00' ._

11.51' _
-w. 0_4'23'34"
284.00'
-_-_

10.89' -
10 N48_'16'5_2"W-
_�-�-
_21.77'
- 162.1_5'
-
11 N48'16'52"W
_. 151.00
_
NO

DELTA BRG
RADIUS
LE:N(")TH

TANGENT
12 N48'16'52"W
-
151,00'
10313
25'25'05"
184.0_0'
81,63'

41.50'
14 25_'25'05"
--200.00'
~ 88.73'�
-- 45.11'
25025'05"
_-_-_03'15'11 " -
--216.00'
132.00'

95.82'
49'

48.71'
3, 75'
17 � 06'27'01 " �
99'23'12"
----164.00'
2_5.00'
_7.
18, 46'-

43.37'
_- 9.24' .--
2_9.47'
_18
19 _
24-26*53"
148.00'
-32.06' M
-�
--112'09'54"

25.00'
_63.1_5'

48.94' _-
~ 37.18'
90'00'00" -��
---25.00'--
_ 39.27'-
-�25.00'�
90'00'00"

25.00'

39.27'

25.00'
NO

DELTA BRG
RADIUS
LENGTH

TANGENT
N41'43'08"E
-
-
_ N 41 '43' 08 E _...
�-
_5.78'
8$. 35'
d
N41'43'08"E
_ -_

25.35'

13.96'6.99'
-_ 8'0_0'00"
11-6.000_-

16.20'

8.11' -
N33'43'0_8"E
W
- -
--121,86'w
-
-
17'36_'02"
109.00'_-

33.48'--16.87'___
_
31 N51'19'09"E
N1_6'Q7'07"E
-
-

50.00'

49.40'
-
-
215'12'02"
_ _
- 38.00' _-
142.73'
_
119.79'
3 N33'43'08"E
_
I 29.75'
-.

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RANCHO "VTST 11 12 13 14 15 16 17 18 19
A ROAD SEE SHEET 2
44 ' I _ ' I i ' PORTRAITS LANE
PRO ET CT i
EXIST. OAV1NG I CATCH BASIN '
EXIST. c&c �. =- r-
1 CURB TAPER
JO o EASTIN C& s'`l RELpcAT _- -- ` �.--� 10+63.00 E.C.R. TRANSITION SIGNAL 8 X PER _ _-
(2 .�61�,c j . ,:_ " STRIPING LAN ADS SL d S 3Pd _ --_.__.._ A � ' � .�tf. 39 O1 TC s�
(2(.11 ,t L17p5-p3 F3 --`___ r _-38.51 Ft
1 VAULT TO GRADE -�
` ` _ �_w w. _ *�- _ _ __ _ ._ _ _ �_._.-,_ _ _ _ v--- +63.Oa B.C.R.` 17+51.09 38.00' L T) ;,
10-t i3.02 I E�R -- W . .. c '
g ; 1� " 3.4a Tc 6 ._..Z END SIDEWALK & 18+51.10 31.98 LT eyl
�!� "�:. _ � 1 _ 13 ,,.sa �� 6 1 BEGIN CURB TAPER END CURB TAPER & 2a 1 = Ft ' 43,J1 T T C&G
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+6 . 03 SCR
-
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-
h
I ` t. #•.. � f ! � �; ; 1 i, � � � - c f7 w. f 7 � �. � ' ' w_•.__ ,, ,.yam:
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15 N - d N 4 2 �+7r.Oa �:c. 1 1 2

1.. P _ .. _ _. __..." _.. 1 2 u� g 4 PROTECT 1N PLACE /� 5 1� �J Ft 17 35.71 TC 9 5 1 Rt it0'r1[ 1r�l PLACE f 10 17 WATER VALVE 12 14+ 9.00 E. .R. Ft se.4a 9.71 Ft 10 14 WATER CVA V� .._.;_ ...1 1WA,'ER �,V t VE . --t1- 3 t2 I, 13------ -t Z _""t5 __._ _.Et 18-`_" 6 14 18 - - _-_._,------ ---------- --

1.0+.00.aO _ .. _YNE , R.QAQ ...m ... .._ ` �,°__. -- 10 _._ 11 EXIST STRIPING 15+30.00 YNEZ ROAD w
_ 1.: y_ `, a cp W _. 0 13 FUTURE MEDIAN g
10+00.a CL RANCHO VISTA'C?AD �-- "� TO REMAIN=10+00.00 PORTRAITS LANE b (20.40 FS`t .:_._
-� - ... .. .. .. ..... ... ........... .. .. ..... . _ ,.. ..... _.. _...... _ ,..._..._........ - ......-.... _ ` : ,. .-.,.._.. . «.,....

DA IA TABU PREECE
NO DELTA BRG RADIUS LENGTH TANGENT IaANEYNEZ ROAD
CONSTRUCTION NOTES:

N41'44'35"E - -{N- 306'_ 0 CONS1: 0.25' A.C. PAVEMENT 10 SAWCUT LINE 90'01'26" 35.00' - 54.99' 35.01'
- --- ---- - - - -- -- - - - -- n2 CONS is 0. 54' CRUSHED AGGREGATE BASE 11 FEATHER TO MATCH A. C.

NOTE:

NO CHANGES TO BE MADE TO LANE STRIPING

AT THIS TIME FUTURE MEDIAN LOCATION IS SHOWN

FOR REFERENCE ONLY
N4_8'16'52W
-
530.00'
_
t
CONST. 6" CURB & GUTTER TYPE A-6 PER CITY OF TEMECULA STD. NO. 200 12 RELOCATE TRAFFIC BOX LEGEND CONST. CROSS GUTTER PER CITY OF TEMECULA STD. NO. 210 & 211 13 RELOCATE GTE MANHOLE/ RISER -
14 RELOCATE WATER METER �`k�� FEATHER TO MATCH 0.1'
CONST. 6' SIDEWALK PER CITY OF TEMECULA STD. NO. 400 & 401 AC OVERLAY N48_'16'52"W
--
421.97'
-

25.00'A
T39.27'

25.00' -
N48'16'52"W
--
487.56'
�
- --
.,,� A
Underground
7 �}
,�
N4816 52 W
--., f_ I�
--
_
180.09
I
-
s CONST. ACCESS RAMP PER CITY OF TEMECULA STD. N0. 402 15 RELOCATE SIGN GRAPHIC SCAIX 1A REMOVE EXISTING TREE +0 0 20 40
114 5019 W -- 100.19 INSTALL STREET NAME SIGN WITH STOP SIGN PER CITY OF TEMECULA -
__ ENGINEERING SOLUTIONS 9 „ - ; - -- --_r STD. NOS. 403 404 & 405 14813 44 _ 2.00 5.17 7.03 17 REMOVE EXISTING CURB &GUTTER ` TOLL FREE � ENGNPERING-LANCE PLANNING -SURVEYING -MAPPING 10 N16'30'36"W - 9.60' �� C�� INSTALL RESIDENTIAL STREET LIGHTS PER CITY OF TEMECULA 1$ ADJUST TO FINISH GRADE Still, 0_ `�.,'► STD. NO. 801 LOW PRESSURE SODIUM-8000 LUMIN. 1-800 1( 1 46 16 35.0p 19.41 9.96 ° Cee83 INSTALL ARTERIAL STREET LIGHT Pt�,gEC!ULA STD. lj i i NGMERIN PHONE I , CA. 25086 12 N4 _____ _ _ ...._........_. 2155 CHICAGO AVE. SUITE 201 3
RIVERSIDE, CA. 92507 -�""" -`
Ca[.i7T'ii��i 816 52'W 688.94' �>raa
i®® - _ __ _.._._ - N0. 800 LOW PRESSURE SODUIM
FAX -- 951.784.0287 __. ___ ______ _. ___-_ _ _ +.
13 N48'16'52"W -- 663.41'
TWO WORKING DAYS BEFORE YOU DIG 14 180'00'00" 7.00'

CONSTRUCTION RECORD DATE' BY REVISIONS
Contractor V R12 M
1 To 22. ,,,,,
Inspector
Date completed -.. _
DATE ACC'D 8 -NCH UA,RK' S'.CAkE SEAL: E
Horrzonta/ 17
3 DAVID G. CURRINGTOI
As SHOWN
SEE SHEET 1 vertical� ��
Exp.08--30-07
c. CIVIL
Designed By Drawn By Checked By
Ins os -_ r, r., c RE`COMMENDE"D BY•
Plans Prepared Under Supervrsron Of l
Date:ACCEPTED BY.- RONALO J. PARKS DATE:•
� � � ._..

DAVID G• CUR IN N DEPUTY DIR£G70R OF PURLIC WORKS
R.C.E. NO. 05$883 Expires 060/07 R.OX Na. t9744 £X Tres p 49-,4-07
i inch 40 Ct,
OF A i�cPARTM-NT of i,,u _ uc , woielr ,s,
TRACT NO. 31344

STREET IMPROVEMENT PLANS
YNE7 ROAD: STA. 10+00.00 TO STD. t 8+51.10
�1-11wir�9Vcmaw
Ii� t 3 ref

CL
((CL[�
r,
9 C.
rf'
�
M
i
i
cti
Call: TOLL r
EE
RIVERSIDE, CA. 92507 -2600 SOLUTION
PHONE
951.784,0287

TWO WORKING DAYS BEFORE YOU DIG I

CONSTRUCTION

ORECORD
Inspector
( IN FEET )
1 inch = 40 ft,
MANHOLE NOTES:
1, HEIGHT H SHALL BE NOT LESS THAN 4'-0' BUT MAY BE INCREASED AT OPTION OF CONTRACTOR

PROVIDED THAT THE VALUE OF M SHALL NOT BE LESS THAN THE MINIMUM SPECIFIED AND THAT THE REDUCER SHALL BE USED. FOR H (IN SEC, C—C) SEE NOTE 4.

2. LENGTH L SHALL BE 4' UNLESS OTHERWISE SHOWN ON IMPROVEMENT PLAN. L MAY BE INCREASED

OR LOCATION OF MANHOLE SHIFTED TO MEET PIPE ENDS, AT THE OPTION OF CONTRACTOR, EXCEPT ---- ------------

THAT ANY CHANGE IN LOCATION OF MANHOLE MUST BE APPROVED BY THE ENGINEER,

3. SHAFT SHALL BE CONSTRUCTED AS PER SEC. C—C AND DETAIL N WHEN DEPTH M FROM STREET ' GRADE TO TOP OF BOX IS LESS THAN 2'-10% " FOR PAVED STREETS OR 3'-6" FOR UNPAVED STREET.

4. DEPTH P MAY BE REDUCED TO AN ABSOLUTE LIMIT OF 6 INCHES WHEN LARGER VALUES OF P WOULD LANE '9Ri9 1 ' REDUCE H (IN SEC. C—C) TO BE 3'-6" OR LESS.

5. T SHALL BE 8" FOR VALUES OF H UP TO AND INCLUDING B FT.

T SHALL BE 10" FOR VALUES OF H OVER 8 FT
i 6. STEPS SHALL BE 314" ROUND, GALVANIZED STEEL AND ANCHORED NOT LESS THAN 4 INCHES IN THE WALLS OF STRUCTURES. UNLESS OTHERWISE SHOWN, STEPS SHALL BE SPACED 16" ON CENTER. THEGy LOWEST STEP SHALL BE NOT MORE THAN 2 FEET ABOVE THE INVERT. --- —.- — 7, REINFORCING STEEL SHALL BE NO. 4 AND 1 % " CLEAR FROM INSIDE FACE OF CONCRETE,

8. STATIONS REFER TO PLAN & PROFILE SHEETS, ELEVATIONS AT CL AND PROLONGED INVERT GRADE >i r ' LINE, SEE NOTE 2 FOR SHIFTING LOCATION. LINE B

9. RINGS, REDUCER, AND PIPE FOR ACCESS SHAFT SHALL BE SEATED IN CEMENT MORTAR AND NEATLY / POINTED OR WIPED INSIDE SHAFT. _
` 10, FLOOR OF MANHOLE SHALL BE STEEL —TROWELED.
9A9I

11. CONCRETE SHALL BE CLASS 9

DA TA TABLE
NCB DELTA/BRG RADIUS LENGTH ;TANGENT
Nat °21'56"

19.52'
_
N27°5a'52"w
—
T

82.22'
I
20'24'33"
45,00'

16.03'
610'
N48°1525"w
-
167.83'
90°00'00"

22.50'

35.34'
22 5a'
%
47*38'14"

22.50'

18.71'
9,93'
S28°4 a as W
_

8.12 -
_
13°06'02"
22 a'

5.14'

2.56'
10 N41 °44-'35"w
_
96,29'
—
CONSTRUCTION NOTES:

DELETE
9)
21 CONSTRUCT 18" RCP (CLASS— IV)
22 CONSTRUCT MANHOLE NO.1 PER R.C.F.0 & W.C.D. STD. DWG.

NO. MH 251
23 CONSTRUCT CATCH BASIN NO.1 PER R.C.F.C. & W.C.D. STD.

DWG. NO. CB 100
24 CONSTRUCT LOCAL DEPRESSION N0, 2 CASE "C" PER R.C.F.C. & W.C.D. STD.

DWG. NO. LD 201
25 CONSTRUCT TYPE X INLET PER R.C.F.C. & W.C.D. STD. DWG.

NO. CB 108
26 REMOVE EXISTING 24" CMP
P) DP
DELETE L2
2�
CONSTRUCT 8" PVC (102 LF)
29 PREBUILT DRAIN BASIN ADS #2824 OR EQUIVALENT. 24" SQ GRATE. (1 EA.)

DELETE ,
w
y
,31
CONSTRUCT MANHOLE 1 PER RIVERSIDE COUNTY '
FLOOD CONTROL STD M H 251 W PRECAST" 48D9
f
t ( n d

DIA SHAFT
1 2 3
2a 4 5
( Its FEET)
1 inch : 20 ft.

RONA0 /. PARKS

DEPUTY DIRECTOR OF PURUC WORKSSTORM DRAIN IMPROVEMENT
J_Jny�t "A"R.C.E No. 19744 Expires O9p-30 -07 LIl�dd NE P, " �.

�_s

EXCERPT B: RANCHO HIGHLANDS APPROVED HYDROLOGY MAP

RANCHO HIGHLY
fY OF TEMEUCULA, COUNTY OF RIVERSIDE,
��NDITION �FF�
RIT F
1ANCHO HIGHLANDS
iT-PROJECT CONDIT101
=SITE HYnR01 OrW MAF

EXCERPT C: RANCHO HIGHLANDS APPROVED HYDROLOGY MODEL

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 09/01/21 File:ARAOFF100.out

RANCHO HIGHLANDS PROJECT
100 YEAR STORM EVENT OFFSITE HYDROLOGY
ARAOFF100.OUT
********* Hydrology Study Control Information ********** English (in -lb) Units used in input data file
Program License Serial Number 6279
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.530(In.)
100 year, 1 hour precipitation = 1.200(In.)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5500
Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION ****
Initial area flow distance = 895.000(Ft.)
Top (of initial area) elevation = 1192.000(Ft.)
Bottom (of initial area) elevation = 1107.000(Ft.)
Difference in elevation = 85.000(Ft.)
Slope = 0.09497 s(percent)= 9.50
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.867 min.

Rainfall intensity = 2.799(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.778
Decimal fraction soil group A = 0.570
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.430
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 75.17
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 10.794(CFS)
Total initial stream area = 4.960(Ac.)
Pervious area fraction = 1.000
Process from Point/Station 102.000 to Point/Station 109.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
Estimated mean flow rate at midpoint of channel = 23.446(CFS) Depth of flow = 1.943(Ft.), Average velocity = 6.212(Ft/s) ******* Irregular Channel Data ***********
1 Information entered for subchannel number 1 :

Point number 'X' coordinate 'Y' coordinate
1 0.00 4.00
2 3.00 3.00
3 7.00 0.00
4 9.00 3.00
5 11.00 4.00
Manning's 'N' friction factor = 0.035
Sub -Channel flow = 23.446(CFS)
flow top width = 3.886(Ft.)
velocity= 6.212(Ft/s)
' area = 3.775(Sq.Ft)
Froude number = 1.111
Upstream point elevation = 1107.000(Ft.)
Downstream point elevation = 1050.000(Ft.)
Flow length = 1584.000(Ft.)
Travel time = 4.25 min.

Time of concentration = 17.12 min.

Depth of flow = 1.943(Ft.)
Average velocity = 6.212(Ft/s)
Total irregular channel flow = 23.446(CFS)
Irregular channel normal depth above invert elev. =

1.943(Ft.)
Average velocity of channel(s) = 6.212(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.773
Decimal fraction soil group A = 0.460
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.540
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 77.26
Pervious area fraction = 1.000; Impervious fraction
= 0.000
Rainfall intensity = 2.392(In/Hr) for a 100.0
year storm
Subarea runoff = 25.226(CFS) for 13.640(Ac.)
Total runoff = 36.021(CFS) Total area =

18.600(Ac.)
Depth of flow = 2.282(Ft.), Average velocity = 6.915(Ft/s) Process from Point/Station 102.000 to Point/Station 109.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 18.600(Ac.)
Runoff from this stream = 36.021(CFS)
Time of concentration = 17.12 min.

Rainfall intensity = 2.392(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION ****
Initial area flow distance = 718.000(Ft.)
Top (of initial area) elevation = 1150.000(Ft.)
Bottom (of initial area) elevation = 1096.000(Ft.)
Difference in elevation = 54.000(Ft.)
Slope = 0.07521 s(percent)= 7.52
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.344 min.

Rainfall intensity = 2.863(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.807
Decimal fraction soil group A = 0.310
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.690
2 Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 80.11
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 9.817(CFS)
Total initial stream area = 4.250(Ac.)
Pervious area fraction = 1.000
Process from Point/Station 104.000 to Point/Station 105.000 **** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 1096.000(Ft.)
Downstream point elevation = 1085.000(Ft.)
Channel length thru subarea = 181.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 17.832(CFS) Manning's 'N' = 0.015
Maximum depth of channel = 2.000(Ft.)
Flow(q) thru subarea = 17.832(CFS)
Depth of flow = 0.493(Ft.), Average velocity = 12.126(Ft/s) Channel flow top width = 3.970(Ft.)
Flow Velocity = 12.13(Ft/s)
Travel time = 0.25 min.

Time of concentration = 12.59 min.

Sub -Channel No. 1 Critical depth = 0.984(Ft.)
Critical flow top width = 5.938(Ft.)
Critical flow velocity= 4.564(Ft/s)
Critical flow area = 3.907(Sq.Ft)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.815
Decimal fraction soil group A = 0.220
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.780
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 81.82
Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.832(In/Hr) for a 100.0 year storm Subarea runoff = 16.013(CFS) for 6.940(Ac.)
Total runoff = 25.830(CFS) Total area = 11.190(Ac.)
Depth of flow = 0.599(Ft.), Average velocity = 13.471(Ft/s) Sub -Channel No. 1 Critical depth = 1.188(Ft.)
Critical flow top width = 6.750(Ft.)
Critical flow velocity= 4.972(Ft/s)
Critical flow area = 5.195(Sq.Ft)
Process from Point/Station 105.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1085.000(Ft.)
Downstream point/station elevation = 1075.000(Ft.)
Pipe length = 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 25.830(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 25.830(CFS)
Normal flow depth in pipe = 10.15(In.)
Flow top width inside pipe = 14.03(In.)
Critical depth could not be calculated.

Pipe flow velocity = 29.24(Ft/s)
Travel time through pipe = 0.02 min.

Time of concentration (TC) = 12.62 min.
3 Process from Point/Station 105.000 to Point/Station 108.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 11.190(Ac.)
Runoff from this stream = 25.830(CFS)
Time of concentration = 12.62 min.

Rainfall intensity = 2.829(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION ****
Initial area flow distance = 63.000(Ft.)
Top (of initial area) elevation = 1137.000(Ft.)
Bottom (of initial area) elevation = 1125.000(Ft.)
Difference in elevation = 12.000(Ft.)
Slope = 0.19048 s(percent)= 19.05
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes.

Initial area time of concentration = 5.000 min.

Rainfall intensity = 4.707(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.860
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.458(CFS)
Total initial stream area = 0.360(Ac.)
Pervious area fraction = 1.000
Process from Point/Station 107.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1110.000(Ft.)
Downstream point/station elevation = 1075.000(Ft.)
Pipe length = 565.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.458(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.458(CFS)
Normal flow depth in pipe = 3.70(In.)
Flow top width inside pipe = 8.86(In.)
Critical Depth = 6.67(In.)
Pipe flow velocity = 8.52(Ft/s)
Travel time through pipe = 1.11 min.

Time of concentration (TC) = 6.11 min.

Process from Point/Station 107.000 to Point/Station 108.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.360(Ac.)
Runoff from this stream = 1.458(CFS)
Time of concentration = 6.11 min.

Rainfall intensity = 4.217(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
4 1 25.830 12.62 2.829
2 1.458 6.11 4.217
Largest stream flow has longer time of concentration
Qp = 25.830 + sum of
Qb Ia/Ib

1.458 * 0.671 = 0.978
Qp = 26.808
Total of 2 streams to confluence:

Flow rates before confluence point:

25.830 1.458
Area of streams before confluence:

11.190 0.360
Results of confluence:

Total flow rate = 26.808(CFS)
Time of concentration = 12.616 min.

Effective stream area after confluence = 11.550(Ac.)
Process from Point/Station 108.000 to Point/Station 109.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1075.000(Ft.)
Downstream point/station elevation = 1050.000(Ft.)
Pipe length = 555.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 26.808(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 26.808(CFS)
Normal flow depth in pipe = 14.18(In.)
Flow top width inside pipe = 19.67(In.)
Critical depth could not be calculated.

Pipe flow velocity = 15.53(Ft/s)
Travel time through pipe = 0.60 min.

Time of concentration (TC) = 13.21 min.

Process from Point/Station 108.000 to Point/Station 109.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 11.550(Ac.)
Runoff from this stream = 26.808(CFS)
Time of concentration = 13.21 min.

Rainfall intensity = 2.758(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 36.021 17.12 2.392
2 26.808 13.21 2.758
Largest stream flow has longer time of concentration
Qp = 36.021 + sum of
Qb Ia/Ib

26.808 * 0.867 = 23.249
Qp = 59.270
Total of 2 main streams to confluence:

Flow rates before confluence point:

36.021 26.808
Area of streams before confluence:

18.600 11.550
Results of confluence:

Total flow rate = 59.270(CFS)
5 Time of concentration = 17.117 min.

Effective stream area after confluence = 30.150(Ac.)
Process from Point/Station 109.000 to Point/Station 109.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 30.150(Ac.)
Runoff from this stream = 59.270(CFS)
Time of concentration = 17.12 min.

Rainfall intensity = 2.392(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 109.000 to Point/Station 109.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
Rainfall intensity = 2.497(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot)
Runoff Coefficient = 0.796
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.600; Impervious fraction = 0.400 User specified values are as follows:

TC = 15.83 min. Rain intensity = 2.50(In/Hr)
Total area = 40.00(Ac.) Total runoff = 22.70(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1050.000(Ft.)
Downstream point/station elevation = 1040.000(Ft.)
Pipe length = 276.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 22.700(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 22.700(CFS)
Normal flow depth in pipe = 13.59(In.)
Flow top width inside pipe = 20.07(In.)
Critical Depth = 19.80(In.)
Pipe flow velocity = 13.77(Ft/s)
Travel time through pipe = 0.33 min.

Time of concentration (TC) = 16.16 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 40.000(Ac.)
Runoff from this stream = 22.700(CFS)
Time of concentration = 16.16 min.

Rainfall intensity = 2.469(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 59.270 17.12 2.392
2 22.700 16.16 2.469

Largest stream flow has longer time of concentration
Qp = 59.270 + sum of
Qb Ia/Ib

22.700 * 0.969 = 21.996
Qp = 81.265
Total of 2 main streams to confluence:

Flow rates before confluence point:

59.270 22.700
Area of streams before confluence:

30.150 40.000
Results of confluence:

Total flow rate = 81.265(CFS)
Time of concentration = 17.117 min.

Effective stream area after confluence = 70.150(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 70.150(Ac.)
Runoff from this stream = 81.265(CFS)
Time of concentration = 17.12 min.

Rainfall intensity = 2.392(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 217.000 to Point/Station 217.000 **** USER DEFINED FLOW INFORMATION AT A POINT ****
Rainfall intensity = 3.511(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea
Runoff Coefficient = 0.845
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 55.70
Pervious area fraction = 0.262; Impervious fraction = 0.738 User specified values are as follows:

TC = 8.52 min. Rain intensity = 3.51(In/Hr)
Total area = 11.22(Ac.) Total runoff = 32.10(CFS)
Process from Point/Station 217.000 to Point/Station 110.000 **** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 11.220(Ac.)
Runoff from this stream = 32.100(CFS)
Time of concentration = 8.52 min.

Rainfall intensity = 3.511(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 81.265 17.12 2.392
2 32.100 8.52 3.511
Largest stream flow has longer time of concentration
Qp = 81.265 + sum of
Qb Ia/Ib
7 32.100 * 0.681 = 21.870
Qp = 103.136
Total of 2 main streams to confluence:

Flow rates before confluence point:

81.265 32.100
Area of streams before confluence:

70.150 11.220
Results of confluence:

Total flow rate = 103.136(CFS)
Time of concentration = 17.117 min.

Effective stream area after confluence = 81.370(Ac.)
End of computations, total study area = 81.37 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.702
Area averaged RI index number = 70.7

EXCERPT D: RANCHO HIGHLANDS APPROVED STORM DRAIN PLANS

GENERAL NOTES

1. STANDARDS. ALL WORK AND MATERIALS (I.E., ASPHALT CONCRETE (AC) PAVEMENT, PORTLAND CONCRETE CEMENT (PCC) BASE COURSE, ETC.) SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS RANCHO HIGHLANDS CONSTRUCTION (I.E., GREENBOOK) LATEST EDITION, THE ENGINEERING AND CONSTRUCTION MANUAL, CITY AND ENGINEERING STANDARDS AND REQUIREMENTS.

2. PERMIT REQUIREMENTS. A GRADING OR ENCROACHMENT PERMITS) SHALL BE OBTAINED PRIOR TO PAVING. TJM C T 23992 L OT 4 5 AND 7

BEFORE OBTAINING AN ENCROACHMENT PERMIT, A CERTIFICATE OF INSURANCE AND THE REQUIRED BONDING ' ' ' (FOR PUBLIC IMPROVEMENTS) SHALL BE PROVIDED TO THE CITY ENGINEER. A CALTRANS ENCROACHMENT MAY3,
STORM
DRAIN

IMPROVEMENT
PLANS
SOIILMIT STERIILIZBER. ANQUIREDAPPROVED SOIL STERILIZER SHALL BE USED ON ALL BASE GRADE SURFACES PRIOR TO El

5. 0
7 a

10. 12,

13. 14.

15. PAVING, IF SPECIFIED.

TACK COAT. A TACK COAT SHALL BE APPLIED TO EXISTING PAVEMENT AND VERTICAL JOINTS, CONCRETE 050.8
IF IT HAS BEEN EXPOSED TO VEHICULAR LOADS. THE TACK SURFACES, AND ASPHALT CONCRETE BASE COURSE, COAT SHALL BE SLOW SETTING ANIONIC EMULSIFIED ASPHALT TYPE SS-1 h CONFORMING TO THE GREENBOOK. / CERTIFICATION/TESTING. ALL SUB -GRADE AND BASE GRADE SHALL BE CERTIFIED BY A LICENSED LAND -'/ ��=_'°=° SURVEYOR. BASE AND AC MATERIALS SHALL BE TESTED IN ACCORDANCE WITH THE CITY'S QUALITY ASSURANCE 70494/ ' PROGRAM (QAP) AND/OR AS DIRECTED BY THE CITY ENGINEER. PX i _ v
A. AC MATERIALS. � �-
'OM 0 1047.7/� fs '

1. AC MATERIALS SHALL CONFORM TO SECTION 203-6 OF THE GREENBOOK AND CITY STANDARDS. 'LD
I. TYPE C2 PG70-10 FOR FINISH AND OVERLAY COURSES. THIS COURSE SHALL BE A MINIMUM OF 0.12 y FOOT (1 21 INCHES) THICK INCLUDING GRIND AND OVERLAY INSTALLATIONS.

II. TYPE B PG70-10 FOR BASE COURSE. THIS COURSE SHALL CONTAIN THE BALANCE OF THE REQUIRED '��E \\ ulli�I`\i®L y ASPHALT CONCRETE THICKNESS. THE MINIMUM AC LIFT BASE COURSE IS 0.21 FOOT (2 'INCHES) \ � �� di I ►\ f, \ N' THE MINIMUM A THICKNESS I FOOT 4 INCHES) \\\ C I �Iug1� �1 \ 0 1 �

2. E M N MUM C C NESS S 033. 00 ( NC ES) \\ I ,I �) N0 y s oil* ;r%,\ 0

3. THE MAXIMIMUM AC LIFT IS 0.33 FOOT 4 INCHES
B. BASE MATERIALS. jo
Ik

1. BASE MATERIALS SHALL CONFORM TO PROVISIONS OF THE GREENBOOK AND CURRENT CITY STANDARDS. '--� i �\\��\� P "�

2. FOR STREET SECTIONS, BASE COURSE MATERIAL SHALL BE CRUSHED AGGREGATE BASE (CAB). \ 104 6 \ \ \� \\ \ \ . 0 '
PRINCIPAL AND URBAN ARTERIAL ROADS REQUIRE CAB. NCI �� \\\\\\\\\\� XV C. PORTLAND CONCRETE CEMENT. ALL PCC USED SHALL BE IN CONFORMANCE TO THE GREENBOOK. I i iillli �I�IAT1 R\,% -B
MIX DESIGNS. TEN 10 WORKING DAYS PRIOR TO PAVING THE PROPOSED MIX DESIGNS FROM THE SUPPLYING I '°"1 \ Io�lll�lllllll \ \� \ y' ( ) � ( ) I I I I111 ► � \ \ \ r-� \
ASPHALT OR CONCRETE PLANT SHALL BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL. THE MIX I I i DESIGNS) SHALL CLEARLY SHOW THAT THE DESIGN MEETS ALL CITY AND GREENBOOK REQUIREMENTS. °� I /IIi��Illilli ��\ ATERA 3-D.

STREET SECTIONS. STREET STRUCTURAL SECTIONS SHOWN ON PLANS ARE TENTATIVE (I.E., THEY'RE USED FOR BONDING PURPOSES). THE FINAL STRUCTURAL SECTION REQUIREMENTS SHALL BE DETERMINED BY ADDITIONAL 1041.4 / // \ \` bREC E\ \ RE*
/ / / //� / / \ \ \ \ \
SOIL TESTS, AFTER ROUGH GRADING. THE STRUCTURAL SECTION DESIGN SHALL BE REVIEWED AND APPROVED / ,' LINE .."B�'� BY THE CITY ENGINEER. SAID DESIGN SHALL ADHERE TO THE METHODOLOGY SET FORTH INCHAPTER 600 OF ;°RJ° /, //��N� CALTRANS HIGHWAY DESIGN MANUAL AND SHALL UTILIZE THE R „ VALUE METHOD (I.E., R„ 5 / VALUE TESTS - �SCXEb, '» V
SHALL BE CONDUCTED IN ACCORDANCE WITH CALIFORNIA TEST NO. 301 AND SHALL BE CERTIFIED BY A /// I LIN

REGISTERED CIVIL ENGINEER) THE NUMBER AND LOCATIONS OF THESE TESTS SHALL BE SUBJECT TO APPROVAL BY THE CITY ENGINEER.

COMPACTION. PRIOR TO PLACEMENT OF BASE MATERIAL AND AC, COMPACTION REPORTS BY A SOILS ENGINEER, CERTIFYING 95% COMPACTION OF SUB -GRADE BASE MATERIAL AND TOP 1 FOOT, SHALL BE SUBMITTED TO THE �''� -''! TE�RL CITY ENGINEER. COMPACTION TEST OBSERVATION OF SUB -GRADE AND BASE GRADE MATERIALS SHALL BE COORDINATED TO INCLUDE THE SOILS ENGINEER AND THE PUBLIC WORKS INSPECTOR. \ \- PAVING INSPECTIONS. R
A. BASE GRADE INSPECTION. ONE (1) INSPECTION AT SUB -GRADE COMPLETION (PRIOR TO PLACEMENT OF BASE) IS REQUIRED BY THE DEPARTMENT OF PUBLIC WORKS. >\ N
B. PAVING INSPECTIONS. TWO (2) PAVING INSPECTIONS ARE REQUIRED BY THE DEPARTMENT OF PUBLIC WORKS:
(1) PRIOR TO PAVING, AT BASE GRADE COMPLETION; AND (1) DURING PLACEMENT OF AC. SIN //"61 > LAT® y y` C. DRIVEWAYS. ALL ONSITE PRIVATE RESIDENTIAL DRIVEWAYS SHALL COMPLY WITH THE APPROVED PLANS AND ,/ ��%�� 4 CITY STANDARDS, AND SHALL BE INSPECTED AND CLEARED BY THE CITY ENGINEER PRIOR TO PAVING. I ii °" oM��, 't�LO �7 / / ��
UTILITIES. ALL UNDERGROUND FACILITIES AND LATERALS SHALL BE IN PLACE PRIOR TO PAVING. PROVIDE CLEARANCE FROM UTILITY COMPANIES PRIOR TO FINAL CAP. .

TRENCHING FOR UTILITIES. ALL STREET TRENCHES SHALL CONFORM TO CITY AND ENGINEERING STANDARDS.

REFER TO CITY STANDARD NO. 407 "TRENCH/POTHOLE REPAIR" FOR TRENCH MAINTENANCE AND/OR REPAIRS.

IF TRENCHES IN CLOSE PROXIMITY AND PARALLEL TO GUTTER LINES RESULT IN LEAVING PAVEMENT STRIPS IN l� v�A \I♦ M°> DISTRESS ON LESS THAN TWO FEET (2') IN WIDTH (BETWEEN THE TRENCH AND GUTTER LINE) SAID PAVEMENT STRIPS SHALL BE REMOVED AND REPAVED, AT THE DISCRETION OF THE CITY ENGINEER. A TACK COAT SHALL i \` Xv X_

BE APPLIED TO JOIN EXISTING ASPHALT CONCRETE AND VERTICAL SURFACES IN COMPLIANCE WITH THEI GREENBOOK.

PARKING LOT GRADE. THE MINIMUM AC OR CONCRETE PAVEMENT GRADE SHALL BE ONE PERCENT (1%) \ o°°
GUTTER LIP. A 8 INCH LIP SHALL BE PLACED ADJACENT TO CONCRETE GUTTERS IN ACCORDANCE WITH CITY AND ENGINEERING STANDARDS. REFER TO STANDARD NO. 200. ASto \ \\�
PAVING DETAIL AROUND MANHOLES, VALVE COVERS, ETC. ALL PAVING AROUND MANHOLES, UTILITY VALVE COVERS, ETC. SHALL BE IN ACCORDANCE WITH THE GREENBOOK REQUIREMENTS, UTILITY AGENCY REQUIREMENTS, AND CITY AND ENGINEERING STANDARDS. REFER TO CITY STANDARD NO. 503 "PAVING DETAIL AROUND MANHOLE."
AC PLACEMENT. THE METHOD OF DEPOSITING, DISTRIBUTING (I.E., USING A SELF-PROPELLED SPREADING/FINISHING

INDEX MAP
SCALE: i "=80'
3MM
um
1 T736.5
)� A,\1\IIIII II III Ili
MACHINE) AND ROLLING AC SHALL BE IN ACCORDANCE WITH THE GREENBOOK. SYMBOLS LEGEND: ABBREVIATIONS

16. ACCEPTANCE OF PRODUCT. THE CONTRACTOR SHALL REPAIR ANY DEFECTIVE SURFACING DUE TO TO GRADE Ex ............. -EXISTING SETTLEMENT OF FILLS, TRENCH FILLS OR BASE MATERIAL, AS REQUIRED BY THE CITY ENGINEER. NO PAVEMENT �1090 EXISTING MAJOR CONTOURS EXISTING ASPHALT PAVEMENT EX L.U. ..........EXISTING LAND USE "BIRDBATHS" OR DEVIATIONS GREATER THAN $ INCH IN SIN SIX FEET (6') SHALL BE ACCEPTED. APN ..............ASSESSORS PARCEL NUMBER EXISTING MINOR CONTOURS EXISTING SIDEWALK PMB ..............PARCEL MAP BOOK

17. PROTECTION OF WORK. THE CONTRACTOR SHALL: (A) PROTECT EXISTING STRUCTURES, CURB AND GUTTERS, TR ...............TRACT MAP
SIDEWALKS, LANDSCAPING, CATCH BASIN DEPRESSIONS AND OTHER SURFACE FEATURES AGAINST DAMAGE CAUSED BOUNDARY LINE PROPOSED SIDEWALK PM ...............PARCEL MAP BY PAVING OPERATIONS AND ASPHALT SPRAY; (B) PROTECT COMPLETED WORK; ALL VEHICULAR TRAFFIC (I.E., CL ZL .. CENTERLINE

MOVING OR STATIONARY LOADS) SHALL BE KEPT OFF NEWLY PAVED AREAS UNTIL PAVEMENT SURFACES HAVE PROP BUILDING BOUNDARY ADA PATH OF TRAVEL R/W , , , , , , , , , ,,,, RIGHT OF WAY COOLED DOWN ADEQUATELY; (C) CLEAN THE SITE (I.E., REMOVE LOOSE PAVEMENT AND AGGREGATE, CLEAN OUT ALL CONIC ............ EXISTING CONCRETE MANHOLE PITS, ENSURE FREE OPERATIONS OF VALVES AFTER PAVING, REMOVE ALL DEBRIS, RUBBISH AND EXCESS - CENTERLINE PAVEMENT TO BE REMOVED HC SIGN ....... HANDICAPPED SIGN MATERIAL FROM WORK AREA, ETC.). - - - - RIGHT OF WAY LINE PROP WALL ON MONS/W ........ PROPOSED SIDEWALK ........ WALL MONUMENT
18, OTHER CONSTRUCTION NOTES. REFER TO SEPARATE NOTES FOR "GENERAL," "GRADING," AND "EROSION AND FH ....FIRE HYDRANT SEDIMENT CONTROL" REQUIREMENTS. EXISTING WATER ELEC MET ....... ELECTRIC METER TSPB .............TRAFFIC SIGNAL PULL BOX

19. OTHER PERTINENT INFORMATION. REFER TO THE CITY OF TEMECULA MUNICIPAL CODE, TITLE 18, "CONSTRUCTION, EXISTING SEWER TRAF CAB ....... TRAFFIC CABINET GRADING AND ENCROACHMENTS". SCE VENT ....... SOUTHERN CALIFORNIA APN N O . PP ............ • • POWER POLL
44 4 44 44 7 MH ..............MAN HOLE NOTE:

SHEET INDEX
1 TITLE SHEET
1A

GENERAL NOTES
2 LINE A PLAN SHEET
3-4
LATERAL A2 PLAN SHEET
5-6
CP A2-A PLAN SHEET
6 CP A2-Al PLAN SHEET
7 LINE B4 PLAN SHEET
8 LINE B4, LAT. B4-A,LAT.

B4-B,LAT 64-C PLAN SHEET
9 LAT. Al -A, LINE B1 & LINE
B2 PLAN SHEET
10 LINE B3 PLAN SHEET
11 LATERAL B3-C PLAN SHEET
12 LATERAL B3-B PLAN SHEET
13 LATERAL B3-A PLAN SHEET
14 BASIN DETAIL SHEET
15 WINGWALL DETAIL SHEET
oNP��O a LOLtTq RD
o y Rp
CgeRt�to AV,, RO
�o W �F,OF-p QOR�o� RO

VALLEJO AVE
ZEMECUU� PKW't

VICINITY MAP
rY T1/V A A TArY T1 At1T
ZiEu. 10, l oZit 1%eVV

CONSTRUCTION
NOTES SEC. 13, T8S, R3W

NOT -TO -SCALE
�3

CONSTRUCT
12" HDPE PIPE
®

CONSTRUCT
24" HDPE PIPE
O7

CONSTRUCT
30" HDPE PIPE
O9

CONSTRUCT
24" RCP PIPE CLASS IV
10 CONSTRUCT
36" RCP PIPE CLASS IV
11 CONSTRUCT
MANHOLE N0. 1 PER RCFC & WCD STD. DWG. N0. MH251.
12 CONSTRUCT
MANHOLE N0. 4 PER RCFC & WCD STD. DWG. N0. MH254.
13 CONSTRUCT
PIPE CULVERT WINGWALLS PER CALTRANS STD. PLAN D90
14 CONSTRUCT
CONCRETE DROP INLET PER RCFC & WCD STD. DWG. NO. CB110. 15 CONSTRUCT
CURB INLET CATCH BASIN PER RCTD STD. DWG. NO. 300.
16 CONSTRUCT
LOCAL DEPRESSION CASE "C" PER RCTD STD. DWG. NO. 311.
17 CONSTRUCT
CURB INLET CATCH BASIN PER RCTD STD. DWG. NO. 302.
18 CONSTRUCT
LOCAL DEPRESSION CASE "C" PER RCTD STD. DWG. NO. 312.
19 CONSTRUCT
CONCRETE DEPRESSION AND SPLASH WALL, SEE SHEET 6.

CONSTRUCT
CALTRANS HDPE FLARED END SECTION PER STANDARD PLAN D94A 21 CONSTRUCT
CALTRANS G1 INLET PER STANDARD PLAN D73

CONSTRUCT
CONCRETE COLLAR PER RCFC & WCD STD. DWG. NO. M803.

CONSTRUCT
1 /4 RIP -RIP PER CALTRANS SPEC. 72, METHOD B, AND DETAIL ON SHEET 15. ®

CONSTRUCT
SOIL MEDIA PER RIVERSIDE COUNTY SMR LID BMP DESIGN HANDBOOK, SECTION 3.8 AND PER TYPICAL BIO-RETENTION BASIN MEDIA DETAIL.

CONSTRUCT
CALTRANS CONCRETE FLARED END SECTION PER STANDARD PLAN D94B �9

CONSTRUCT
SPECIAL CONNECTION TO CATCH BASIN PER RCFC & WCD STD. DWG. NO. CB 109, 30 CONSTRUCT
MODIFIED CONCRETE DROP INLET PER RCFC & WCD STD. DWG. NO. CB110 WITH

WINGWALLS
PER DETAILS.
31 CONSTRUCT
GROUTED 1 /4 RIP -RIP PER CALTRANS SPEC. 72, METHOD B.
30 CONSTRUCT
4" DIAMETER GALVANIZED STEEL DEBRIS POST WITH CONCRETE BACKFILL 33 CONSTRUCT
MANHOLE NO. 2 PER RCFC & WCD STD. DWG. NO. MH252.
34 CONSTRUCT

CONCRETE APRON
35 CONSTRUCT
TRANSITION STRUCTURE NO. 3 PER RCFC & WCD STD. DWG. NO. TS303. 36 CONSTRUCT
6-INCH SCH 40 PVC PIPE
3�

CONSTRUCT
8-INCH SCH 40 PVC PIPE
38 CONSTRUCT
12-INCH SCH 40 PVC PIPE
39 CONSTRUCT
NDS 12" CATCH BASIN PER MODEL # 1200 WITH A 12" SQUARE ATRIUM GRATE PER MODEL # 1280 AS SHOWN ON PLANS.
40 INSTALL BIO
CLEAN FULL CAPTURE WITH THROUGH SYSTEM FOR CURB INLETS. SEE SHEET 20. 41 INSTALL BIO
CLEAN FULL CAPTURE WITH THROUGH SYSTEM FOR CURB INLETS WITH WINGS. SEE SHEET 20.

FRAME

PRESSURE TYPE PER
n

MANHOLE

STANDARD PRESSURE
& COVER RC-FC & WGID STID. DWG. NE). M11256
MANHOLE SHAFT PER RGFG & I GID STD DWG. NG AAL 258
54 INSTALL FLOGARD CATCH BASIN INSERT PER MANUFACTURE TREATMENT, MODEL #FGP-2436FG08, CONTRACTOR WILL SUBMIT SHOPE DRAWINGS.
55 INSTALL KRAKEN CATCH BASIN INSERT PER MANUFACTURE TREATMENT, MODEL #BIO-CURB-KMF, CONTRACTOR WILL SUBMIT SHOPE DRAWINGS. _
195 L. F.
539 L. F.
1,060 L. F.
547 L. F.
744 L. F.
28 L. F.
342 L. F.
13 EA
1 EA
1 EA
1 EA
6 EA
6 EA
5 EA
5 EA
1 EA
3 EA
2 EA
9 EA
368 S.F.
8,974 S.F.
1 EA
8 EA
1 EA
240 SF
20 L. F.
2 EA
196 SF
1 EA
2,837 LF
411 LF
149 LF
81 EA
%: =l
3 EA
23 EA
1 EA
Underground Service Alert
9-330-00 , 9-330-005, 9-330-00
SOURCE OF TOPO:

OWNER f APPLICANT
SOILS ENGINEER:

ENGINEER:
-

THE PROPERTY OWNER/ENGINEER OF RECORD/CONTRACTOR SHALL ADHERE TO THE CITY OF INLAND VALLEY SURVEYING, INC.

RED TAIL ACQUISITIONS, LLC

REID BRADSHAW
LGC VALLEY, INC.

JLC ENGINEERING & CONSULTING, INC.

TEMECULA'S STANDARD NOTES AS SPECIFIED IN APPENDICES D, E, F, AND G OF THE JIBE ineeri & C
ng °"afinc.
130 WEST WALNUT AVENUE SUITE A-5

RANDY WAGNER
JOSEPH L. CASTANEDA
PERRIS, CA 92571
EMAIL: [email protected]
EMAIL: rwo ner@l cvolle com
9 9 �
EMAIL: JOEQJLCENGINEERING.COM
"ENGINEERING & CONSTRUCTION MANUAL" (I.E. SECTION 6-2 IN ACCORDANCE TO CHAPTER 18.06 ( )
��
PH: (951) 657-1200
2082 MICHELSON DRIVE 4TH FLOOR
2082IRVINICHCA.
2420 GRAND AVENUE, SUITE F2
41660 IVY STREET, SUITE A
OF THE "CONSTRUCTION, GRADING AND ENCROACHMENT" ORDINANCE NO. 13-01. COPIES OF THE TOPOGRAPHY COMPILATION DATE:
92612
'
PH: (949) 299-0973
VISTA, CA 92081
MURRIETA, CA 92562
NOTES SHALL BE AVAILABLE ONSITE AT ALL TIMES DURING THE CONSTRUCTION OF THE PROJECT. 41660 IVY STREET, SUITE A, MURRIETA, CA 92562

TWO WORKING DAYS BEFORE YOU DIG
JULY 19, 2019
PH. 951.304.9552 FAX 951.304.3568
CONSTRUCTION RECORD DATE BY REVISIONS ACC'D DATE BENCH MARK SCALE SEAL: ��oQRfjFESS/- Designed By Drown By Checked By C/TYOF TE/LIEC4M 4 DEPARTMENT OF PUBLIC WORKS 12 16 21 JG ADDED REPLACEMENT SHEET 2A AND 11A. RIVERSIDE couNTY BENCH MARK T-32-81. �� , �_- CAST Fy ✓LC ✓LC ✓LC RECOMMENDED BY- DATE.

Controctor Q 4
)4/04 23 JG REVISE LINE A-R1 ADDED TRANS. LOCATED IN THE NORTHERLY SIDEWALK OF Horizontol o<) �Fo ?, Plon Prep nder Supervision 0( STRUCTURE. LINE A-R2 ADDED M.H., REVISE[ RANCHO CALIFORNIA ROAD 6" WEST OF THE y y of T�+rRANCHO HIGHLANDS Inspector CURB RETURN, WEST OF JEFFERSON AVENUE, NO. 59835 ACCEPTED BY.° DATE. o DATA TABLE & PROFILE, ADDED FLOGARD, 20' t EAST OF THE BRIDGE OVER THE EXP. 12/31/23 Dole 0410412J PATRICK THOMAS 9 TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS ADDED KRAKEN. MURRIETA CREEK. FOUND 2 h" BRASS DISK Vertico, DIRECTOR OF PUBLIC WORKS/CITY ENGINEER o CITY OF TEMECULA. COUNTY OF RIVERSIDE, STATE OF CALIFORNLk Dote Completed STAMPED "T-32-81 R-6-30-05 EL=1006-84" CIVIL JOSS H L. CASTAN A R.C.E. No. 44232 EXP. 6-20-21 ELEVATION= 1006.84" gTfOFCAL�R.C.E. No. 59835
sr °��- 19NOO89 TITLE SHEET Sheet of 20

1 1015
C7
F
/tU , �� IV/0.0
13+ 35.76 5 �o \ ' � Fc
FS v
II i Ii i 13+30.20 BC 8ff WTR X-ING 36ff SD LINE "133' �� ° 59 0.4' I , / TOP SD=1042.72 DF
�/ / / --,SEE PLAN & PROFILE °so CB o��°o FF=108 . 0
/ BOT. WTR=1048.73\�� PAD- 79.0 1080.00
ON SHEET 10 3 0
L 1 I l / TC l ' `�� c.� 1057.16 �. i 6�r \ 0 1076.E 1 8 FS 1079.16
13+00 I / 813+47.87 EC Tc�/�/� ° 2.5' ,FC FS
LINE 'B2' \ �sr \ \ MIN, 1.2 F
A 1 / - TC N - / SEE PLAN &PROFILE \ so " DF f 1077.8
LINE B3 \ 1.2 Fc X_4
C 2 12+95.20 �\ B ON SHEET 9 1078.64
I 5 ' C TC ' 0 �� SEE PLAN & PROFILE , o Fs °i
EGIN PIPE _
1038.92 INV. -,� i 1 1 53.82E �- j I \ ON SHEET 10 ° �oa> 5 8 FS I 0 053.70 TC 46
13+29.20 s \\ - - - 4

MH SHAFT,,/ I I -
10 \
_
I 1 52. 8 52.88 \
l� 13+42.39 - LINE 'A"-R1 J X I I \ 2
8" WTR X-ING 36" SD '0 - SEE PROFILE HEREON I \\
TOP SD=1042. 79
BOT. WTR=1048.73' 13+83.16 LINE "A" C L INT. I:D� LATERAL'Al' \

49.45 ; =10+00.00 LAT. "A-1" C/L � � I I SEE PLAN & PROFILE � LATERAL A2 ( 9%) 5.34q I I ON SHEET 9 \ SEE PLAN & PROFILE
Ii �12 13+86.91 I I \ Soso ON SHEET 3 �\

C/L MH SHAFT
m �, E I �1055
14+02.58 BC � � � 1316 + END 5312
> r PRIVATELY i i I , ---- - 20' 0 10' 20' 40'
��---- �� _ ' 33 15+11.37 i _ -MAINTAINED-- '-------I----- i C/L MH SHAFT UPSTREAM �' �� 1 �� 1" = 20'
1055 1
1045 1
1035 1
1025 1

PROFILE SCALES
HORIZ.: 1" = 20'
VERT. : 1" = 5'

CONSTRUCTION NOTES
10 CONSTRUCT 36" RCP PIPE CLASS IV
12 CONSTRUCT MANHOLE NO. 4 PER RCFC & WCD STD. DWG. NO. MH254. 13 CONSTRUCT PIPE CULVERT WINGWALLS PER CALTRANS STD. PLAN D90 ©

CONSTRUCT

CONCRETE
COLLAR PER RCFC & WCD STD. DWG. NO. M803.

CONSTRUCT
1 /4 RIP -RIP
PER CALTRANS SPEC. 72, METHOD B, AND DETAIL ON SHEET

15. 3�

CONSTRUCT

MANHOLE
NO. 2 PER RCFC & WCD STD. DWG. NO. MH252.
34 CONSTRUCT

CONCRETE
APRON

LINE/CURVE DATA
0 DELTA/BEARING
RADIUS
LEN./DIST.

TANGENT
�A
N48° 15' 12"W
-

22.50'

17.67'

54.71'
-
�D
45°00'01 "

22.50'

17.67'

9.32'
E
N41 °44'50"E
-
41 .29'
-
F
52°35'20"

22.50'

7.84'
-
O
N5 0'30"W
-
108.10'
-
�I
45°00'

22.50'

17.67'

9.32'
OJ
1\179°09'30"E
-

14.44'
-
-------1�------ i
----- 7--- ---- 1 ----� ----- L - - -
-- --- LD 19-4097
Underground Service Alert LINE "A"
PLAN JUNCTION STRUCTURE DATA JL�
Engineering & Consulting, Inc.

MAIN LINE

LATERAL

STRUCTURE TYPE
A
B
C
D1
D2
E
F
G
L
ELEV. "S"
ELEV. "R"
LINE "A"-R1
LAT. "Al "-R1
M.H. NO. 4
45°00'00"
30"
8'
36"
36"
-
-
-

6.67'
1040.08
1040.49
�-
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568

TWO WORKING DAYS BEFORE YOU DI

CONSTRUCTION RECORD
DATE
BY

REVISIONS
ACC'D
DATE

BENCH MARK
SCALE
SEAL: QgofESS/p
Designed By
Drown By
Checked By
C/TYOF TE/LMECIlL.4
Confrocfor
RIVERSIDE COUNTY BENCH MARK T-32-81.
��, CASI4<Fy
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JLC
JLC
JLC
RECOMMENDED BY- DATE.

DEPARTMENT OF PUBLIC RKS

LOCATED IN THE NORTHERLY SIDEWALK OF
Horizontol
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F
Plon
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2 Inspector

CURB RETURN, WEST OF JEFFERSON AVENUE,
20' t EAST OF THE BRIDGE OVER THE
NO. 59835
EXP. 12/31/23
4 ��e 0410412J
ACCEPTED BY- DATE.

PATRICK THOMAS
�y
�9
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS
MURRIETA CREEK. FOUND 2 h" BRASS DISK
"T-32-81
Verticol
JOSS H L. CASTAN A

DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
o
CITY OF TEMECULA. COUNTY OF RIVERSIDE, STATE OF CALIFORNIA.

Dote mpleted
STAMPED R-6-30-05 EL=1006-84"
ELEVATION= 1006.84"
CND
s�gTf
59835
R.C.E. No. 44232 EXP.6-20-21
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R.C.E. No.
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Sheet of

DATE BY
12 16 21 JG
�4 04 2 31 JG

ACC'D DATE

10+00
1 1 +00 12+00
13+00
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1060
1050
1040
1030
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LINE 91A2"

PROFILE

SEE RIGHT
STA. 12 + 50.00 - MATCH LINE
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BEGIN PIPE13
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ON SHEET 15-------- _ _ _ _
— --- _--Z 1065 —
LATERAL "A2"
PLAN
Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCTION RECORD DATE
Controctor
Inspector
Dote Completed

BY REVISIONS ACC'D DATE BENCH MARK
RIVERSIDE COUNTY BENCH MARK T-32-81.

LOCATED IN THE NORTHERLY SIDEWALK OF
RANCHO CALIFORNIA ROAD 6" WEST OF THE

CURB RETURN, WEST OF JEFFERSON AVENUE,
20' t EAST OF THE BRIDGE OVER THE
MURRIETA CREEK. FOUND 2 h" BRASS DISK
STAMPED "T-32-81 R-6-30-05 EL=1006-84"
ELEVATION= 1006.84"
SCALE SEAL: QROFE01
CS/
AST Fyn
Horizontol
NO. 59835
EXP. 12/31/23
Verticol
CIVL
s�gTf OF C0�/
U
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13+30.42
iH SHAFT 7 _ ATCH SINE

0.00 M 4
STA• 3+S5 E SHEET
E
LATERAL "A2"
PLAN
Designed By Drown By Checked By

JLC JLC JLC
P167 Prepare nder Supervision Of
Dole 04/04/23
JOSEPH L. CASTA
R.C.E. No. 59835
RECOMMENDED BY- DATE.

ACCEPTED BY- DATE.

PATRICK THOMAS

DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 44232 EXP.6-20-21
1090

LINE/CURVE DATA
0 DELTA/BEARING
RADIUS
LEN./DIST.

TANGENT
OA
N62°25'44"E
—

22.50'

27.79'

57.65'
-
�D

90.00,00"

22.50'

35.34'

22.50'
0 N43° 12'02"E
-

83.79'
-
O
80°41 '57"

22.50'
31 .69'

26.28'
-

CONSTRUCTION NOTES
07 CONSTRUCT 30" HDPE PIPE
11 CONSTRUCT MANHOLE NO. 1 PER RCFC & WCD STD. DWG. NO. MH251. 13 CONSTRUCT PIPE CULVERT WINGWALLS PER CALTRANS STD. PLAN D90 © CONSTRUCT 1 /4 RIP -RIP PER CALTRANS SPEC. 72, METHOD B, AND DETAIL ON SHEET

15. 34 CONSTRUCT CONCRETE APRON

GRAPHIC SCALE
20' 0 10' 20' 40'
i" = 20' LD I9-4097
JLJCEngineering & Consulting, Inc.
m�
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
C/TY OF TE/LfECUL.4 DEPARTMENT OF PUBLIC WORKS

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS
CITY OF TEMECULA. COUNTY OF RKRSIDE, STATE OF CALIFORNIA.

LATERAL "A2"
0 Sheet 3 of 20

14+00 15+00 16+00
1090
1070
1060
1050
L ,
W ✓� - 108 .84 F 14+84.39 BC B � - E LATERAL 'B4-C'
LINE B4 1084. s ° 111 1 1U64.JO r�/ C 7 SEE PROFILE HEREON z SEE PLAN & PROFILE 14+73.88 EC -
ON SHEET 8 FPF__1 N 1 6�0
C 14+50.60 BC
14+ 86.32
- - o^ 18" WTR X-ING 30" SID
Q o 4+00 SS _ 85.1 TC oo TOP SD=1078.79
j 108 6 084.22 1084.30 1 841084.8 - B O T. WTR =10 79. 79 �� \ B
LLJ I 0. 501 1.0% W8 �(, TC
= 1.0 7 1
_ _ - - - - - - - - - - - D n s
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W O GFF GFF GFF GFF \\\�\ GFF GFF GFF GFF SEE PLAN & PROFILE W 43. 66 0 108JF 1084. 03 108/ � - - 1084. 48 1084.59 1084.69 1 )84.80 Un � °0 ON SHEET 8
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In 4 SEE PROFILE HEREON \' 14+65.89
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. s LO BOT SD=1075.80 8'
I TOP SWR=1073.81 F
FF=1085.00 I
I 85. 00 . � , =1085. 00 o I 0 i
Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCTION RECORD DATE BY
Controctor
Inspector
Dote Completed
LATERAL "A2"
PLAN

REVISIONS ACC'D DATE BENCH MARK
RIVERSIDE COUNTY BENCH MARK T-32-81.

LOCATED IN THE NORTHERLY SIDEWALK OF
RANCHO CALIFORNIA ROAD 6" WEST OF THE

CURB RETURN, WEST OF JEFFERSON AVENUE,
20' t EAST OF THE BRIDGE OVER THE
MURRIETA CREEK. FOUND 2 h" BRASS DISK
STAMPED "T-32-81 R-6-30-05 EL=1006-84"
ELEVATION= 1006.84"
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- - - - - - - - - - - �zi I
----------
SCALE SEAL: QROFECSIOAI.

Horizontol o�� 9,y�o
NO. 59835
EXP. 12/31/23
Verticol
IVL
s�gTf OF CAI.f�
Designed By
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JOSEPH L. CASTA
R.C.E. No. 59835
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Drown By
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INT J0
No 15.6901 19.6901 Z� 901 ©
JJ0_ �Jo ©
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)1
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f'L'SSOI �H
- Z'6801

LINE/CURVE
DATA

DELTA/BEARING
RADIUS
LEN./DIST.

TANGENT
N 5 6° 0 6' 01 "W
-
9 7.5 7'
-
59° 1738"

22.50'

23.58'

12.81 '
N64°36'21 "E

10.51 '
04°5424"

22.50'

1.93'

0.96'
42°50'00"

22.50'

16.82'

8.83'
N 1 6.51 '57"E
-

58.49'
-
89°5953"

22.50'

35.34'

22.50'
N73°08'03"W
-

10.71'
-
Checked By
JLC RECOMMENDED By. DATE.

Plon Prepore nder Supervision Of

ACCEPTED BY-
-Dale 0410412J PATRICK THOMAS

N A DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 44232 EXP.6-20-21
DATE.

CONSTRUCTION NOTES
( CONSTRUCT 30" HDPE PIPE
11 CONSTRUCT MANHOLE NO. 1 PER RCFC & WCD STD. DWG. NO. MH251. 14 CONSTRUCT CONCRETE DROP INLET PER RCFC & WCD STD. DWG. NO. CB110.

GRAPHIC SCALE
20' 0 10' 20' 40'
MEMEL-
1 ' = 20'
1070
•••,

PROFILE SCALES
HORIZ.: 1" = 20'
VERT. : 1" = 5'
LD 19-4097
JLJCEngineering & Consulting, Inc.
m�
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
C/TY OF TEMFC4M, 4 DEPARTMENT OF PUBLIC WORKS

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS 4
CITY OF TEMECULA. COUNTY OF RIVERSIDE, STATE OF CALIFORNIA.

LATERAL 11A211 Sheet 4 of 20

10+00
1 1 +00
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13+00
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1090
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PLAN

BY REVISIONS ACC'D DATE BENCH MARK
RIVERSIDE COUNTY BENCH MARK T-32-81.

LOCATED IN THE NORTHERLY SIDEWALK OF
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JLC JLC JLC
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Dole 0410412J
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K62
RECOMMENDED BY- DATE.

ACCEPTED BY- DATE.

PATRICK THOMAS

DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 44232 EXP.6-20-21

LINE/CURVE DATA
0 DELTA/BEARING
RADIUS
LEN./DIST.

22.50'

4.61'

CONSTRUCTION NOTES
® CONSTRUCT 15" HDPE PIPE
11 CONSTRUCT MANHOLE NO. 1 PER RCFC & WCD STD. DWG. NO. MH251. © CONSTRUCT CONCRETE COLLAR PER RCFC & WCD STD. DWG. NO. M803.

GRAPHIC SCALE
20' 0 10' 20' 40'
1 ' = 20'
1110 1
1 100 1
1090 1
1080 1

PROFILE SCALES
HORIZ.: 1" = 20'
VERT. : 1" = 5'
LD I9-4097
JLJCEngineering & Consulting, Inc.
m�
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
C/TY OF TE/L�EC4M' 4 DEPARTMENT OF PUBLIC WORKS

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS
CITY OF TEMECULA. COUNTY OF RVERSIDE, STATE OF CALIFORNIA.

C P "A2-A"
5 Sheet 5 of 20

14+00
15+00
16+00
17+00
1120
1110
1100
1090

GRAPHIC SCALE
20' 0 10' 20' 40'
1 " = 20'
Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCTION RECORD DATE
Controctor
Inspector
Dote Completed
bi
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LOCATED IN THE NORTHERLY SIDEWALK OF
RANCHO CALIFORNIA ROAD 6" WEST OF THE

CURB RETURN, WEST OF JEFFERSON AVENUE,
20' t EAST OF THE BRIDGE OVER THE
MURRIETA CREEK. FOUND 2 h" BRASS DISK
STAMPED "T-32-81 R-6-30-05 EL=1006-84"
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7.00 W \ I
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Designed By Drown By Checked By

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Plonf Prepore4- 4fnder Supervision Of
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I
Dole 0410412J
#4 BARS @ ,
18" 0.C.,E.W.

INLET #11
6"
CONC. APRON

EXTEND REBAR
2' INTO INLET
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SPLASH WALL SECTION A -A
SCALE:1 "=3'

CONSTRUCTION NOTES
LD 19-4097
�3

CONSTRUCT
12" HDPE
PIPE
®

CONSTRUCT
15" HDPE
PIPE
JIJC
19 CONSTRUCT

CONCRETE
DEPRESSION AND SPLASH WALL, SEE SHEET 6.

Engineering & Consulting, Inc.
��
21 CONSTRUCT

CALTRANS
G1 INLET PER STANDARD PLAN D73
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
�9

CONSTRUCT

SPECIAL CONNECTION
TO CATCH BASIN PER RCFC & WCD STD. DWG. NO. CB 109.

PH.951.304.9552 FAX951.304.3568
RECOMMENDED BY- DATE.

ACCEPTED BY- DATE.

PATRICK THOMAS

DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 44232 EXP.6-20-21
C/TY OF TE/L�ECUL.4 DEPARTMENT OF PUBLIC WORKS

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS
CITY OF TEMECULA. COUNTY OF RIVERSIDE, STATE OF CALIFORNIA.

C P "A2-A"
no
Sheet 6 of 20

9+00
10+00
1 1 +00
10+00
12+00 13+00
1 1075
1 1055
1 1045
1 1035
511111111111111111 5
i
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8" WTR X-
BOT. W
Tnp

GRAPHIC SCALE
20' 0 10' 20' 40'
1" = 20'
Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCTION RECORD DATE BY
774 J
Confroctor
Inspector
Dote Completed
REVISIONS ACC'D DATE BENCH MARK SEAL:

SCALE F�eROF ESS
REVISE LINE 134 ADDED M.H., REVISED DATA RIVERSIDE COUNTY BENCH MARK T-32-81. ��`� �• CAST F'yc TABLE & PROFILE, ADDED FLOGARD. LOCATED IN THE NORTHERLY SIDEWALK OF Hofizontol gti�o RANCHO CALIFORNIA ROAD 6" WEST OF THE v
CURB RETURN, WEST OF JEFFERSON AVENUE, NO. 59835
20' t EAST OF THE BRIDGE OVER THE EXP. 12/31/23
MURRIETA CREEK. FOUND 2 h" BRASS DISK Verticol
STAMPED "T-32-81 R-6-30-05 EL=1006-84"
ELEVATION= 1006.84" OF CAI.��
— I LJJ
LINE "B4"
PLAN
Designed By Drown By Checked By

JLC JLC JLC
Plon Prepore nder Supervision Of
Dole 04/04/23
JOSS H L. CASTANtLN
R.C.E. No. 59835
INI
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1090 1
1080 1
1060 1

PROFILE SCALES
HORIZ.: 1" = 20'
VERT. : 1" = 5'

CONSTRUCTION NOTES
05 CONSTRUCT 18" HDPE PIPE
© CONSTRUCT 24" HDPE PIPE
11 CONSTRUCT MANHOLE NO. 1 PER RCFC & WCD STD. DWG. NO. MH251. 17 CONSTRUCT CURB INLET CATCH BASIN PER RCTD STD. DWG. NO. 302. 18 CONSTRUCT LOCAL DEPRESSION CASE "C" PER RCTD STD. DWG. NO. 312. �0 CONSTRUCT CALTRANS HDPE FLARED END SECTION PER STANDARD PLAN D94A CONSTRUCT SPECIAL CONNECTION TO CATCH BASIN PER RCFC & WCD STD. DWG. NO.

CB 109.
31 CONSTRUCT GROUTED 1 /4 RIP -RIP PER CALTRANS SPEC. 72, METHOD B. 40 INSTALL BIO CLEAN FULL CAPTURE WITH THROUGH SYSTEM FOR CURB INLETS. SEE ET 20.

INSTALL FLOGARD CATCH BASIN INSERT PER MANUFACTURE TREATMENT, MODEL 4 #FGP-2436FG08, CONTRACTOR WILL SUBMIT SHOPE DRAWINGS.

LINE/CURVE DATA
0 DELTA/BEARING
RADIUS
LEN./DIST.

TANGENT
0 N89° 1336"W
-

22.50'

17.99'

9.51 '
OD
N46°34'48"W
-
162.08'
-
EO
S30°46'24"E
-
112.67'
-
LD 19-4097
JLJCEngineering & Consulting, Inc.
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
RECOMMENDED BY- DATE. C/TYOF TE/LfECUL.4 DEPARTMENT OF PUBLIC WORKS Ay T RANCHO HIGHLANDS
ACCEPTED BY- DATE. �•`y °9 PATRICK THOMAS TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS 7DIRECTOR OF PUBLIC WORKS/CITY ENGINEER o CITY OF TEMECULA. COUNTY OF RIVERSIDE, STATE OF CALIFORNIA.

R.C.E. No. 44232 EXP.6-20-21 "B411
''�%,8 ;98� LINE ,�°``� Sheet 7 of 20

DATE BY
4 04 23 JG

10+00
1 1 +00
10+00
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I rr i�
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10+97.52 LAT. "A-3" C/L INT.
=10+54.64 LINE "B3"-R1 C/L
LATERAL "B3"
PLAN
0 DELTA/BEARI
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ELTA/BEARI
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1055 1
1045 1
1035 1
1025 1

PROFILE SCALES
HORIZ.: 1" = 20'
VERT. : 1" = 5'

CONSTRUCTION NOTES CONSTRUCTION NOTES
03 CONSTRUCT 12" HDPE PIPE CONSTRUCT CONCRETE COLLAR PER RCFC & WCD STD. DWG. NO. M803. © CONSTRUCT 24" HDPE PIPE 0 CONSTRUCT CALTRANS CONCRETE FLARED END SECTION PER STANDARD PLAN D94B 07 CONSTRUCT 30" HDPE PIPE CONSTRUCT SPECIAL CONNECTION TO CATCH BASIN PER RCFC & WCD STD. DWG. NO. CB 109. 09 CONSTRUCT 24" RCP PIPE CLASS IV 30 CONSTRUCT MODIFIED CONCRETE DROP INLET PER RCFC & WCD STD. DWG. NO. CB110 WITH WINGWALLS PER DETAILS. LD l9-4097
15 Underground Service Alert CONSTRUCT CURB INLET CATCH BASIN PER RCTD STD. DWG. NO. 300. 31 CONSTRUCT GROUTED 1 /4 RIP -RIP PER CALTRANS SPEC. 72, METHOD B. 16 CONSTRUCT LOCAL DEPRESSION CASE "C" PER RCTD STD. DWG. NO. 311. 40 INSTALL BIO CLEAN FULL CAPTURE WITH THROUGH SYSTEM FOR CURB INLETS. SEE SHEET 20. GRAPHIC SCALE mjtz ngineering &Consulting, Inc. E
18 CONSTRUCT LOCAL DEPRESSION CASE "C" PER RCTD STD. DWG. N0. 312. 41 INSTALL BIO CLEAN FULL CAPTURE WITH THROUGH SYSTEM FOR CURB INLETS WITH WINGS. SEE SHEET 20. 20' 0 10' 20' 40' �0 CONSTRUCT CALTRANS HDPE FLARED END SECTION PER STANDARD PLAN D94A 54 INSTALL FLOGARD CATCH BASIN INSERT PER MANUFACTURE TREATMENT, MODEL #FGP-2436FG08, CONTRACTOR WILL SUBMIT SHOPE DRAWINGS. 1 - 20' 41660 IVY STREET, SUITE A, MURRIETA, CA 92562 TWO WORKING DAYS BEFORE YOU DIG 55 INSTALL KRAKEN CATCH BASIN INSERT PER MANUFACTURE TREATMENT, MODEL #BIO-CURB-KMF, CONTRACTOR PH.951.304.9552 FAX951.304.3568 WILL SUBMIT SHOPE DRAWINGS.

CONSTRUCTION RECORD DATE BY REVISIONS ACC'D DATE BENCH MARK SCALE �QQR0F ESS/p4 SEAL: Designed By Drown By Checked By C/TYOF TE/LMECIlL.4 DEPARTMENT OF PUBLIC WORKS Confroctor
4 04 23 JG ADDED MANHOLE SHAFT TO LINE A. ADDED RIVERSIDE COUNTY BENCH MARK T-32-81. �� OAST Fy ✓LC ✓LC ✓LC RECOMMENDED BY- DATE. � Q q
LAT. A- 1. ADDED LAT. 63. ADDED KRAKEN LOCATED IN THE NORTHERLY SIDEWALK OF Hofizontol o<-,�` ��o Plon Prep ore nder Supervision Of RANCHO CALIFORNIA ROAD 6" WEST OF THE v 0 of TEMg�, RANCHO HIGHLANDS INSERT. ADDED FLOGARD. CURB RETURN, WEST OF JEFFERSON AVENUE, NO. 59835 ACCEPTED BY- DATE. •`y ° TRACT 23992 LOT 5 STORM DRAIN IMPROVEMENT PLANS Inspector 9
20' t EAST OF THE BRIDGE OVER THE EXP. 12/31/23 04/04/23 PATRICK THOMAS ° 9 v MURRIETA CREEK. FOUND 2 h" BRASS DISK Dole DIRECTOR OF PUBLIC WORKS CITY ENGINEER �ertico/ JOSS H L. CASTAN A � o � CITY OF TEMECULA, COUNTY OF RIVERSIDE, STATE OF CALIFORNUI.

Dote Completed STAMPED "T-32-81 R-6-30-05 EL=1006-84" ONE R.C.E. No. 44232 EXP. 6-20-21 r, �sNa LAT. "Al —A", LINE "B1" & LINE "B2"
ELEVATION= 1006.84" srgTf OF CALf�� R.C.E. No. 59835 �� • Hey Sheet 9 Of 20

CONSTRUCTION RECORD DATE BY
774 J
Controctor
Inspector
Dote Completed
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1 19I:1169.1M1►VAA

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Underground Service Alert

TWO WORKING DAYS BEFORE YOU

CONSTRUCTION RECORD
Controctor
Inspector
Dote CdnlDleted
q � 0V
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ram, `• ~ ' ��ti�ti per' `. 000 0000 '�
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LINE 111133'
SEE PLAN & PROFILE ' `O- +
ON SHEET 10
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CONC. COLLAR ,« �
10+07.67 ; 22 10', @10+97.51 BC GB z;1 _
c BEGIN PIPE CONC. COLLAR \
1069.87 INV.
2L 10+05.61
5o \ Z
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BOT. SWR.=1071.62
TOP SD=1070.51 nzll: ;,'
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oI 10+00.00 LAT. "B3-C" C LINT
� �ti I 1 1=13+79.99 LINE "BY-R3 C INT.

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-AL "E
PLAN
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DATE BY REVISIONS ACC'D DATE BENCH MARK
RIVERSIDE COUNTY BENCH MARK T-32-81.

LOCATED IN THE NORTHERLY SIDEWALK OF
RANCHO CALIFORNIA ROAD 6" WEST OF THE

CURB RETURN, WEST OF JEFFERSON AVENUE,
20' t EAST OF THE BRIDGE OVER THE
MURRIETA CREEK. FOUND 2 h" BRASS DISK
STAMPED "T-32-81 R-6-30-05 EL=1006-84"
ELEVATION= 1006.84"
LINE '$B3-C$$

PROFILE

SEE LEFT
STA. +97.51 BC- MATCH LINE
s�
It 10+97.51 BC GB o �� - - -
5 CONC. COLLAR
01 81 VROI
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S� HEREON
� L'8801 - _�ybui
SCALE SEAL: ��oQROFECS/p,�e
Horizontol � o�� 9�Fy
NO. 59835
EXP. 12/31/23
Vertical
IVL
s�gTf OF CAI.f�
canl-�
12+11.60 BC ti
2CONC. COLLAR
C
W8 7� 00'8801
01 L t 01'8801
01 Ol
Sj S2 SZ'6801 \

01.6801 01 SL '6801 ,2
12+29.13 EC
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01 0 01 6 '0601 8n1
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6 g
v2+46.771END PIPE
9VF7%'!t-
1 IN083.4
I
LATERAL "B3-C"
PLAN
Designed By Drown By Checked By

JLC JLC JLC
Plonf Prepore4- 4fnder Supervision Of
JOSEPH L. CASTA
R.C.E. No. 59835
I
Dole 0410412J
11 15
16 0
40 LINE/CURVE DATA
0 DELTA/BEARING
RADIUS
LEN./DIST.

90.00,00"

22.50'

35.34"

48.47'
-
OD
90° 1 5'43"
1 1.1 3'
1 7.53'
1 1.18'
QE
N41 °44'48"E
-
1 7.64'
-

NSTRUCTION NOTES
STRUCT 18" HDPE PIPE
CONST CT MANHOLE NO. 1 PER RCFC & WCD STD. DWG. NO. MH251.

CONSTRUCT RB INLET CATCH BASIN PER RCTD STD. DWG. NO. 300.

CONSTRUCT LOCAL PRESSION CASE "C" PER RCTD STD. DWG. NO. 311.

CONSTRUCT CONCRETE LAIR PER RCFC & WCD STD. DWG. NO. M803.

CONSTRUCT SPECIAL CONNECTI TO CATCH BASIN PER RCFC & WCD STD. DWG. NO. CB 109.

INSTALL BIO CLEAN FULL CAPTURE THROUGH SYSTEM FOR CURB INLETS. SEE SHEET 20.

RECOMMENDED BY- DATE.

ACCEPTED BY- DATE.

PATRICK THOMAS

DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 44232 EXP.6-20-21
GRAPHIC SCALE 1-1
20' 0 10' 20' 40'
1 " = 20'
1095 1
1085 1
1075 1
1065 1

PROFILE SCALES
HORIZ.: 1" = 20'
VERT. : 1" = 5'
LD I9-4097
JIJCEngineering & Consulting, Inc.
m�
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
C/TYOF TE/LfECUL.4 DEPARTMENT OF PUBLICC6KWR

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS
CITY OF TEMECULA. COUNTY OF RVERSIDE, STATE OF CALIFORNIA.

LATERAL 11B3-C11
Sheet of

10+00
1 1 +00
12+00
13+00
1085
1075
1065
1055
1045
Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCTION RECORD DATE BY
Confroctor 12 16 21 JG
Inspector )4/04/231 JG
Dote Completed
■
e
ram, `• ~ ' ��ti�ti � per' `� 000 0000 '� I �
D
LINE 1133'
SEE PLAN & PROFILE ' `O- +
ON SHEET 10
J
M
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U+0 0 p
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0 5 o„ cf- 4 S8 CF -i
10+23.95 GB - - - - -5 -I J D
CONC. COLLAR
10+07.67 ; 22 to; @10+97.51 BC GB _
I BEGIN PIPE CONC. COLLAR \
1069.87 INV.
2L 50 10+05\ Z
.61 -I 1 H P \ M
w l 8 SWR. X NG 8 D E
BOT. SWR.=1071.62
TOP SD=1070.51
I IV
o I 10+00.00 LAT. "B3-C" C L INT.
13+79.99 LINE "BY-R3 C/L INT.

LATERAL "B3-C"
PLAN

REVISIONS ACC'D DATE
REVISE LAT. 63-C STA: 12+06.60 TO STA:
12+42.26 DATA TABLE AND PROFILE.

ADDED FLOGARD.

BENCH MARK
RIVERSIDE COUNTY BENCH MARK T-32-81.

LOCATED IN THE NORTHERLY SIDEWALK OF
RANCHO CALIFORNIA ROAD 6" WEST OF THE

CURB RETURN, WEST OF JEFFERSON AVENUE,
20' t EAST OF THE BRIDGE OVER THE
MURRIETA CREEK. FOUND 2 h" BRASS DISK
STAMPED "T-32-81 R-6-30-05 EL=1006-84"
ELEVATION= 1006.84"
LINE '$B3-C$$

PROFILE

SEE LEFT
STA. 10+97.51 BC- MATCH LINE
�k z
10+97.51
s�

BC ZGB-
` CONC.

COLLAR
5 c
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11 + 32.85 0
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11+36.52
P

C/L MH SHAFT
l�
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LATERAL 'B3-(*-'
ZO l -
-
- SEE PROFILE
-
Sy HEREON
SCALE SEAL: QROFECS/01
AST
Horizontol
NO. 59835
EXP. 12/31/23
Verticol
CIVL
s�gTf OF CAI��
p8w-
12+01.51
- - 22.5° ANGLE -
W 7J 00'88 l
V4
Ol L t 01'8801
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s \
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12+20.85 01
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.6 E
45° ANGLE
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F
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54 4015 16 gEND
v
v
a- PIPE
I
v
LATERAL "B3-C"
PLAN
' Designed By I Drown By I Checked By I

JLC JLC JLC
JOSEPH L. CASTA
R.C.E. No. 59835
I
Supervision Of
Dole 0410412J

LINE/CURVE DATA
0 DELTA/BEARING
RADIUS
LEN./DIST.

TANGENT
�A
N41 °29'05"E
-

22.50'

35.34"

63.99'
-
DD
N26°00'54"W
-

19.34'
-
�E
N 19° 14'48"E
-

8.79'
-
�F
N41 °41 '33"E
-

13.27'
-

CONSTRUCTION NOTES
05 CONSTRUCT
18" HDPE PIPE
11 CONSTRUCT
MANHOLE NO. 1 PER RCFC & WCD STD. DWG. NO. MH251.
15 CONSTRUCT
CURB INLET CATCH BASIN PER RCTD STD. DWG. NO. 300.
16 CONSTRUCT
LOCAL DEPRESSION CASE "C" PER RCTD STD. DWG. NO. 311.
©

CONSTRUCT
CONCRETE COLLAR PER RCFC & WCD STD. DWG. NO. M803.
09 CONSTRUCT
SPECIAL CONNECTION TO CATCH BASIN PER RCFC & WCD STD. DWG. NO. CB 109.

TALL BIO
CLEAN FUL AP IT H G S 0 U I
®
INST LL FLOGARD CATCH BASIN INSERT PER MANUFACTURE TREATMENT, MODEL #FGP-2436FG08,

CONTRACTOR
WILL SUBMIT SHOPE DRAWINGS.

RECOMMENDED BY- DATE.

ACCEPTED BY- DATE.

PATRICK THOMAS

DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 44232 EXP.6-20-21

GRAPHIC SCALE
20' 0 10' 20' 40'
1 " = 20'
1095
1075
1065

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS
CITY OF TEMECULA. COUNTY OF RVERSIDE, STATE OF CALIFORNIA.

LATERAL "B3-C"
11A1
Sheet 11 A of 20

10+00
1 1 +00
12+00
13+00
1085
1075
1065
T
1 I 1 I I I I vl _ II - I Im-I I__ . _1. _- I_ .,. I -I. .I- i-Im- -I- . 1� �A1*1 .-- .-..d- I 1 11.1 1 Ilm- I I I I I I- -• 14- -I -A**I .. - - ram- . -d- I I I I I I I 111.1 I 1 I I I III I I 1045
y 4 544 1718 10+,END
I 1076.12
1N' NO
i iQn� nz'!SO! OZ ISGt ; �01 INL
;O! 07.1go! OZ'!SO! OZ'!80! Oz'
JJ0 10+00.00 LAT "B3-B" C
9 / � —1 ��F7 7n I IMP- "R-�"—I?
y SEE PLAN & PROFILE
ON SHEET 10
G �uJ
0 0
U 0I
9�
,nddIN
�'8 6gp
LATERAL 'B3-C'
SEE

PLAN & PROFILE
AC
ON SHEET 11
Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCTION RECORD F

BY REVISIONS
Confroctor
JG & ADDED FLOGARD.

Inspector
Dote Completed
LATERAL "B3"- B
PLAN

ACC'D DATE BENCH MARK SCALE
RIVERSIDE COUNTY BENCH MARK T-32-81.

LOCATED IN THE NORTHERLY SIDEWALK OF Hofizontol
RANCHO CALIFORNIA ROAD 6" WEST OF THE

CURB RETURN, WEST OF JEFFERSON AVENUE,
20' t EAST OF THE BRIDGE OVER THE
MURRIETA CREEK. FOUND 2 h" BRASS DISK Verticol
STAMPED "T-32-81 R-6-30-05 EL=1006-84"
ELEVATION= 1006.84"
SEAL: QROFECS/O
gSl9��of,G,�
NO. 59835
EXP. 12/31/23
CIVL
s�gTf OF CAI.f�
\ �C
op
/p°' ppti
+88.03 BC
\ �0.
13+03.66 pti
0 8" SWR. X-ING 24" HDPE �V-�
BOT. SD=1068.20
TOP SWR.=1064.58 J
_ o
0 o II N��'�� A
P I
Designed By Drown By Checked By

JLC JLC JLC
Plon Prepore nder Supervision Of
Dole 0410412J
JOSEPH L. CASTA
R.C.E. No. 59835
r-&U '

LINE/CURVE DATA
O

DELTA/BEARING
RADIUS
LEN./DIST.

22.50'

32.44'

20.58'
—
0 90.00,00"

22.50'

35.34'

22.50'
QE
N33°59'05"W
—

5.38'
—
0 S63.1 O'57"W
—

30.18'
—
1075 1
1055 1

PROFILE SCALES
HORIZ.: 1" = 20'
VERT. : 1" = 5'
54 CONSTRUCTION
NOTES
.w
4 ©
CONSTRUCT 24" HDPE PIPE
i
11 CONSTRUCT MANHOLE N0. 1 PER RCFC & WCD STD. DWG.

N0.

MH251.
17 CONSTRUCT CURB INLET CATCH BASIN PER RCTD STD. DWG. NO. 302.
/
18 CONSTRUCT LOCAL DEPRESSION CASE "C" PER RCTD STD.

DWG.

NO. 312.
40 IN LL BIO CLEAN FULL CAPTURE WITH THROUGH SYSTEM
FOR
CURB INLETS. SEE SHEET 2
®

INSTALL FLOGARD CATCH BASIN INSERT PER MANUF C U E
TREA
M N MOD L #FGP-2436FG08,
CONTRACTOR WILL SUBMIT SHOPE DRAWINGS.

RECOMMENDED BY." DATE.

ACCEPTED BY- DATE.

PATRICK THOMAS

DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 442J2 EXP.6-20-21

GRAPHIC SCALE
20' 0 10' 20' 40'
1 " = 20'
LD I9-4097
JLJCEngineering & Consulting, Inc.
m�
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
C/TY OF TE/LfECUL.4 DEPARTMENT OF PUBLIC WORKS

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS
CITY OF TEMECULA. COUNTY OF RVERSIDE, STATE OF CALIFORNIA.

LATERAL "B3-B"
12 Sheet 12 of 20

10+00 1 1 +00 12+00
1090
1070
1060
1050
Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG
CONSTRUCTION RECORD DAT£
Contractor 4 0�
Inspector
Dote Completed
F-

BY I REVISIONS
JG I 4 ADDED FLOGARD.
e
0 ■
e
LATERAL "B3-A"

PROFILE
LINE 111133' I ti 1 oG 54 40 1516 g 11 +66.92 I V sss
SEE PLAN & PROFILE n I END PIPE I^
ON SHEET 10 . �_ 1080.50 INV^ I
ry_ I VVJ. JY D I O�oO TIAI
10+08 49
11+41.95
F 8" WTR. X-ING 181' HDPE : 8" SWR. X-ING 18" HDPE -
,,° ° BOT. WTR, =1074, 81 5, BOT. SD=1079.50
=4 ° I TOP SD=1069.81 -
108 . U TOP SWR.=1069.22
FSb� 108 . 8 FS 10+49.72 EC y a
N Do
o 0 10+32.05 BC CONCRETE COLLARTC
�o
5 FS LATERAL B3-A
1 8 .27 T "�'
i TC 081.77 F 1 2.52 SEE PROFILE HEREON
�.2 TC 1 82.22 C f o
o �+ 0 cs� cam+
'. 7 FS 1 81.72 F R �' N'
tfC,a
081.0
0 ooN�a
o00�
TC
FS
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5 asI<c-
o<
a
flo7
1081.
1 ^
10+ 32.90
F
5 q
8" WTR. X-ING HDPE
BOT.

WTR.=1075
72"
l0E
081.
0 1 j0
°TOP
SD=1074.3
- - -
FS
C
10+02.47
10+12.73
8 WTR. X-ING
18 HD
;o
�o
czjo

END PIPE
BOT. WTR.=1074.81
1 1067.14 INV.

TOP SD=1070.60 2..
�
��
I
I
00 0
0 12+38.03 LINE B3 C L
INT.
coo
12y
=10+00.00 LAT. "B3-A"
C/L
1 o
7Rn gn
+ n o
LATERAL "B
3 - A"
PLAN

ACC'D DATE BENCH MARK
RIVERSIDE COUNTY BENCH MARK T-32-81.

LOCATED IN THE NORTHERLY SIDEWALK OF
RANCHO CALIFORNIA ROAD 6" WEST OF THE

CURB RETURN, WEST OF JEFFERSON AVENUE,
20' t EAST OF THE BRIDGE OVER THE
MURRIETA CREEK. FOUND 2 h" BRASS DISK
STAMPED "T-32-81 R-6-30-05 EL=1006-84"
ELEVATION= 1006.84"
101'ZFL1
FS
1084.87
Fes`.
11+48.40 EC
? D so
s
`.� �10 `
T 11+30.89 BC
� s
11+30.92
8" SWR, X-ING 18" RCP
BOT. SD=1079.08
TOP SWR.=1067,95
00 00
GB 108�
SCALE SEAL: QROFECS/0144
AST Fyn
Horizontol 9�Fy
NO. 59835
EXP. 12/31/23
Verticol
s"4"C OF CAI.f'j
' Designed By I Drown By I Checked By '

JLC JLC JLC
JOSEPH L. CASTA
R.C.E. No. 598J5
I
Supervision Of
Dole 0410412J

LINE/CURVE DATA
O

DELTA/BEARING
RADIUS
LEN./DIST.

TANGENT
�A
N78°05'52"W
-

22.50'

17.67'

81.17'
-
OD

90.00,00"
1 1.13'

17.51 '
1 1.12'
O
N56°54'08"E
-

18.52'
-

CONSTRUCTION NOTES
0 CONSTRUCT 18" HDPE PIPE
15 CONSTRUCT CURB INLET CATCH BASIN PER RCTD STD. DWG. NO. 300. 16 CONSTRUCT LOCAL DEPRESSION CASE "C" PER RCTD STD. DWG. NO. 311.

CONSTRUCT CONCRETE COLLAR PER RCFC & WCD STD. DWG. NO. M803. �9 CONSTRUCT SPECIAL CONNECTION TO CATCH BASIN PER RCFC & WCD STD. DWG. NO. CB 109. 40 INSTALL BIO CLEAN FULL CAPTURE WITH THROUGH SYSTEM FOR CURB INLETS. SEE SHEET 20.

INSTALL FLOGARD CATCH BASIN INSERT PER MANUFACTURE TREATMENT, MODEL #FGP-2436FG08, CONTRACTOR WILL SUBMIT SHOPE DRAWINGS.

RECOMMENDED BY- DATE.•
ACCEPTED BY- DATE.•

PATRICK THOMAS

DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 442J2 EXP.6-20-21

GRAPHIC SCALE
20' 0 10' 20' 40'
1 " = 20'
1070
•••,

PROFILE SCALES
HORIZ.: 1" = 20'
VERT. : 1" = 5'
LD I9-4097
JIJCEngineering & Consulting, Inc.
o�
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
C/TY OF TEff,ECUL.4 DEPARTMENT OF PUBLIC WORKS

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS
CITY OF TEMECULA. COUNTY OF RVERSIDE, STATE OF CALIFORNIA.

LATERAL "B3-A"
13 Sheet 13 of 20

1 MAWR
�I/ice III _1�i...___ �►�,
0 A
\ I
LINE 'B1'
SEE PLAN ON SHEET 9,
\ ` \�
�\ N
\ \ \ \
LINE 'A' \ `�
SEE PLAN ON SHEET 2 �� \
L
, I
��BAISIN CONTROL LINE
\ i < \

A BASIN D ETAI L
- '—CALE: 1 "= 20'

LINE/CURVE DATA
O

DELTA/BEARING
RADIUS
LEN./DIST.

TANGENT
�A

97.3519"

17.00'

12.68'

6.65'
O
N83°57'35"E
—

24.79'
—
O
71 °34'42"

14.00'
1 7.49'

10.00'
O
N24°34'29"W
—

65.25'
—
HD
47°02'49"

53.00'

43.52'

23.07'
O
81 ° 10'07"

8.00'
1 1.33'

6.85'
OJ
N42°2544"E
—

25.90'
—
K�

81.4510"

10.00'

14.27'

40.69'
—
M�
N44.51 '35"W
—

0.8 1'
—
ON
N55°50'30"W
—

71.16'
—
Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCTION RECORD DATE
Contractor 4 �L
Inspector
Dote Completed

GRAPHIC SCALE
20' 0 10' 20' 40'
1 ' = 20'

BY I REVISIONS
JG 4 BASIN WAS NOT CONSTRUCTED.

W
0 LINE 764'

SEE PLAN ON I
SHEET 7 I °
a
NO �o Q
5 °
1 °
ASIN CONTROL LINE10
9 a r=
H s
•o-
0 W
\ I�
ICI �
LATERAL 'A2'

SEE PLAN ON
J SHEET 3'
Off
`
♦ �Y;tv
\ CONTROL
LINE
i FIT&A relem LM

ACC'D DATE BENCH MARK
RIVERSIDE COUNTY BENCH MARK T-32-81.

LOCATED IN THE NORTHERLY SIDEWALK OF
RANCHO CALIFORNIA ROAD 6" WEST OF THE

CURB RETURN, WEST OF JEFFERSON AVENUE,
20' t EAST OF THE BRIDGE OVER THE
MURRIETA CREEK. FOUND 2 h" BRASS DISK
STAMPED "T-32-81 R-6-30-05 EL=1006-84"
ELEVATION= 1006.84"
PIPE
)FF WALL
30" HDPE
MODIFIED CB 1 10 DETAIL
SCALE: 1 "=2'
(3250 PSI CONCRETE OR EQUIVALENT)
NOTE: BASIN WAS NOT CONSTRUCTED DUE
TO CULTURAL RESOURCES LOCATED ON SITE.

CONTROL
VARIES (144 FT MAX) LINE
RCFC&WCD CB 110
DROP INLET NON COMPACTED IN —SITU SOIL
SECTION "A -A"
SCALE: %"=10'

CONSTRUCTION NOTES
QO

CONSTRUCT CALTRANS HDPE FLARED END
SECTION PER STANDARD PLAN D94A
®

CONSTRUCT SOIL MEDIA PER RIVERSIDE COUNTY SMR LID BMP DESIGN

CONSTRUCT CALTRANS CONCRETE FLARED

END SECTION PER STANDARD
PLAN D94B
31 CONSTRUCT GROUTED 1 /4 RIP —RIP PER
CALTRANS SPEC. 72, METHOD
B.

SCALE
SEAL: ESS /p
Designed By
Drown By
Checked By
�QQROF
�
9�Fo
JLC
JLC
JLC
Horizontol
o<-,?,
Plon Prep ore nder Supervision Of
NO. 2/ 31 /
EXP. 12/31/23
04/04/2J
Vertico/
�
JOSS H L. CASTAN
—Dole
A
CIVL
Sr9TFOF CAJ
R.C.E. No. 59835

CONTROL
LINE

TOP OF BASIN
1050.0 FS
TOP OF 1=

SOIL MEDIA
1046,0 FS
RECOMMENDED BY- DATE.•
ACCEPTED BY- DATE.•

PATRICK THOMAS

DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 442J2 EXP.6-20-21
1050
TOP
F F
;F <
F
g„ g,1
1048
• F INV.
2„
#4Q18" O.C.
• • • < • [ F • V i • •
N
MO IED CB110 WINGWALL DETAIL
SCALE: 1 "=2'
(3250 PSI CONCRETE OR EQUIVALENT)

CONTROL
VARIES (148 FT MAX) / LII NE

TOP OF BASIN
—VEGETATED BOTTOM EA HOINGGEOPTS 1 2
WID ELE 48.0 1 r3
24" SOIL MEDIA
18" GRAVEL RESERVIOR
NON COMPACTED IN —SITU SOIL
SECTION "B- B"
SCALE: 1 "=10'
LD I9-4097
JlzEngineering & Consulting, Inc.
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
C/TY OF T,FMFC4M, 4 DEPARTMENT OF PUBLIC WORKS

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS
CITY OF TEMECULA. COUNTY OF RKRSIDE, STATE OF CALIFORNIA.

BASIN DETAIL
4 Sheet 14 of 20

i
LATERAL 'A2'
SEE PLAN ON SHEET 3 \
SEE PLAN ON SHEET 2

WINGWALL DETAIL
SCALE: 1 "= 5'
TOP OF
TOP OF
WALL

FOOTING
PT. "A"
1056.0
1044.0
PT. "B"
1054.0
1044.0/ 1047.5
PT. "C"
1052.0
1047.5
NOTES:

1. POINT B IS MIDPOINT OF WINGWALL.

2. AT POINT B PROVIDE A STEP ON FOOTING
PER DETAIL AS SHOWN ON CALTRANS 133-5.

CONSTRUCTION NOTES
13 CONSTRUCT PIPE CULVERT WINGWALLS PER CALTRANS STD. PLAN D90 © CONSTRUCT 1 /4 RIP -RIP PER CALTRANS SPEC. 72, METHOD B, AND DETAIL ON SHEET

15. 30 CONSTRUCT 4" DIAMETER GALVANIZED STEEL DEBRIS POST WITH CONCRETE BACKFILL ® CONSTRUCT CONCRETE APRON
Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCTION RECORD DATE BY
Controctor
Inspector
Dote Completed

REVISIONS ACC'D DATE BENCH MARK
RIVERSIDE COUNTY BENCH MARK T-32-81.

LOCATED IN THE NORTHERLY SIDEWALK OF
RANCHO CALIFORNIA ROAD 6" WEST OF THE

CURB RETURN, WEST OF JEFFERSON AVENUE,
20' t EAST OF THE BRIDGE OVER THE
MURRIETA CREEK. FOUND 2 h" BRASS DISK
STAMPED "T-32-81 R-6-30-05 EL=1006-84"
ELEVATION= 1006.84"
3" ASTM NO. 8
GRAVEL
12"
AASTHO NO. 57
GRAVEL
SCALE SEAL: �1,
QROFESS/0r,,e
CAST Fyn,
Horizontol
NO. 59835
EXP. 12/31/23
Verticol
Sr9TFOF C00
WA
S=0.0250
1044.61
IN V.
1044.0

TOP OF FOOTING
I VV= I U34

Q MIDPOINT
1052
TW
4" DEBRIS POINT PER
DETAIL B Q 2' O.C.

IN V.
y` CONC. CUTOFF WALL
W/ #4 Q 12 0. C. E.W.

BOT. OF FOOTING
6" CONCRETE APRON
W/ #4 Q 12" 0. C. E.W.

SECTION "D-D"
SCALE: 1 "= 3'
(3250 PSI CONCRETE OR EQUIVALENT)
24" SOIL
MEDIA
3" CHOKER SAND
PER ASTM C33
' DIA. SCH 40
4LVANIZED STEEL POST
/ CONIC. BACKFILL
Z_
2 DEBRIS POST -DETAIL "B"
SCALE: N.T.S.
(3250 PSI CONCRETE OR EQUIVALENT)

SOIL MEDIA & GRAVEL SECTION
SCALE: N.T.S. 1 Z4 TON RIP -RAP PAD SECTION
SCALE: N.T.S.

Plon Prepore nder Supervision Of

ACCEPTED BY-
-Dale 0410412J PATRICK THOMAS

N A DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 44232 EXP.6-20-21
DATE.

3.0'

ON RIP -RAP
MIRAFI 110ON

OR EQUAL
LD 19-4097
JljcEngineering & Consulting, Inc.
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
C/TY OF TEMFCIlL.4 DEPARTMENT OF PUBLIC WORKS

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS 15
CITY OF TEMECULA. COUNTY OF RIVERSIDE, STATE OF CALIFORNIA.

WINGWALL DETAIL Sheet 15 of 20

PVC LINE DATA
0 PVC PIPE SIZE

BEARING

DISTANCE
*SLOPE
�A
6"
N27°58'42"E

11.98'

34.04'

35.41'
-
9D
6"
N50°58'41 "W

31.17'
-
EO
6"
N25°46' 18"W
21 .39'
-
0 8"
N72°28'21 "W
1 7.46'

41.83'

5.0%
O
6"
N60°06'30"W

44.33'
-
0 6"
N41 °57'30"W

6.3 1'
-
OJ
6"
N60°06'30"W

46.94'

5.0%
OK
6"
N46°38'33"W

8.38'

5.0%
0 6"
N64°44' 18"W

14.20'

21.07%
�M
6"
N40° 12'06"W
31 .94'

5.0%
ON
6"
N48° 15' 12"W

25.77'

5.0%
�0
6"
N60°07'57"W

12.52'
-
®
6'
N53°41'37"W

7.03'
-
®
6"
N48° 15 12"W

53.18 5.0%
OS
6"
N84°52'26"W

31.38'
-
6"
N05°07'51 "E

10.00'

3.0%
O
6"
N63°31'38"E

13.68'

10.2%
�V
6"
N41 °29'05"E

25.13 10.2%
�W
6"
N48°33'03"W

75.60'
-
O
6'
N10°21'09"W

23.99'
-
OY
6'
N41 °29'05"E
31 .26'
-
�Z
6"
N59°03'32"E

44.32'

40.5%
Al
6"
N49°42' 18"E

29.00'
-
B 1
6"
N56°54' 12"E
1 6.08'

3.7%
C 1
6"
N41 °29'05"E

25.88'
-
D 1
6"
N61 °54'08"E

53.53'

2.8%
E 1
6"
N56°54'08"E

36.0 1'

13.8%
F1
6"
N70°08'37"W

13.53'

31.0%
G 1
6"
N46°39'37"E
1 6.63'
-
H 1
6"
N61 °54'08"E

14.17'
-
11 6"
N56°51 '30"E

60.44'

4.0%
J 1
6"
N68°20'03"W

9.53'
-
K1
6"
N63°23'49"E

14.14'

70.5%
L1
6"
N48° 15' 12"W

53.18'
-
6"
N47°32'42"W

61.50'
-
N 1
6"
N61 °54'08"E

49.46'
-
01 6"
N33°08'30"W

8.37'
-
P1
6"
N33°08'35"W

5.99'
-
®
6"
N28°05'52"W

6.00'
-
R1
6"
N28°05'52"W

6.00'
-
S1
6"
N28°05'52"W

6.00'
-
T1
6"
N61°54'08"E

9.43'
-
U 1
6"
N05°07'34"E

7.25'
-
V1
6"
S05°07'34"W

7.50'
-
6"
S41 °44'48"W

7.50'
-
X 1
6'
S41 °44'48"W

7.50'
-
Y1
6'
S41°44'48"W

7.50'
-
Z 1
6"
S41 °44'48"W

7.50'
-
NOTE TO CONTRACTOR:

1. THE CONSTRUCTION AND INSTALLATION OF 6", 8" AND 12" SCHEDULE 40 PVC PIPE SHALL

INCLUDE BUT NOT BE LIMITED TO PIPE, TRENCHING, BACKFILL, FITTINGS, ADHESIVES, MATERIALS, APPURTENANCES AND LABOR TO ENSURE SYSTEM IS COMPLETE AND OPERATIONAL. THE CONTRACTOR SHALL ENSURE THAT THE MANUFACTURER'S SPECIFICATIONS ARE IMPLEMENTED.

2. THE CONSTRUCTION AND INSTALLATION OF 12" SQUARE GRATES INLETS & 12" SQUARE ATRIUM

GRATES SHALL BE INCLUDE BUT NOT BE LIMITED TO PIPE, TRENCHING, BACKFILL, FITTINGS,

ADHESIVES, MATERIALS, APPURTENANCES AND LABOR TO ENSURE SYSTEM IS COMPLETE AND OPERATIONAL. THE CONTRACTOR SHALL ENSURE THAT THE TOP OF GRATE MEETS THE

ELEVATION SHOWN ON THE PRECISE GRADING PLANS OR MAKE THE NECESSARY MODIFICATIONS

TO PROVIDE A POSITIVE DRAINAGE PATTERN

3. LINE DATA SHOWN IS FOR MAIN AREA DRAIN SYSTEM ONLY.

4. GRATE INLETS SHALL BE FIELD LOCATED BASED ON FINAL GRADING. CONTRACTOR SHALL MAKE PROVISION TO CONNECT GRATE INLETS TO MAIN AREA DRAIN SYSTEM.

Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCTION RECORD DATE
Controctor
Inspector
Dote Completed

GRAPHIC SCALE
20' 0 10' 20' 40'
1' = 20'
1076 35 F`- B - FH % - - - 109 .50 / GFF G 4.72 1 o95.38 N _ 10 1098 50 63 e O ` 4.2' I J \ - '� cn 6" SD -GB ��
1076• IDJA
NV=83.0 � - -1�11094.06 109 ,� � = � 1+73. 4:8% -� INV-101.15 �� / FS 01. 8OTW �- DF FF=1167. 00 Fa _ 1107. 00 FF=1107. 00 0.01 \ 1101.74 PAD=1106.0 PAD=1106.0 PAD=1106.0 OF I bw U 1
p% q i - _4 4 4% 10$ .3 S 4. 4 4 1089. 1 II �"- �N 50 1098 50 .1098.50 97• 13t6 1 I e > FS 1107.00 11 7 - 6" SD - GB i 36 0 3 y / h - 1098 FS FF . �a7J 1097 to ° 1102.87 FS 0 .00 1106.0 - FS INV=100.63
/ ° 36 39 r l B89 0 DF 2 I Q,FS 1 q FS� 39_S v FL -=� I b�" FS 11 1105.1 F T 0 6 1 p98.50 �° 1097 7 6 SID 06.09 1106.16 59 G
22 1I_FS6 SD -GB 31 1106.03 �`� 1105.95 +�, FG 1104.8 36 39 1086.70 DF 1 3' 9FG 1 FS FS MIN
F 0.0 2" ^� 1 0 0 "^� DF 42 50, INV=96.48 _ INV=96.86 9F 3 FS FS1106.0 1105.87 ,�� 1106.0 FG 6" SD -GB 1.1' TG o of rn a 1098 FF=1098' �� Eq
976E 36 39 / 1os. 36 39 , 11os.o 11os.o M 1105.30 o,FG 0 9 h V1 ° 36 J2 -- o I 0 1093 56 FS �'� AD=1097 5 �gj1 41� I D FG FGG FS 3INV-84.76 it1087.9 FG o �" FS=1p98.50 10978 -75 � 36 1p9• 2 36 5.02 � � � 365q ^ I FF 7 5 109 8 _FL K1 �TG 1105. MIN FF=1090.00 o I Pp0 1S 1097271097 36 SI 1 D/ 36 \ ° D M C2 36`- - - - - TG - - D F�B PAD=1089. 0 ^ I36 39 TG��_ DF1088.9 FG I I, 4' 39 �I1D 8° 4 D �__ D / -� - ' - - 2 -�_ 2D1�-7- o o 0 1. i 1 �� J 1 „ 1105 --

0.0 1089.21 1090.00 o I " DF 1096 _ F 2 Z a7.2 F i° - - E 6 SD -GB 1 ^ 2 DF FS Fs R 8" SD -GB 36 39 1.9' FG 4.7' I 1 _ - - N „ - P Q 36 R L 1 - � 36 INV=102.05 6 SD 1100
q ° 4.7� 79 1.8q y ` INV=93.79 DF G2 pg721 TG ' J
36 D 36 39 . 6 SD -GB GB-1088.7� 6 SID 6" SD
D Z 6 SD -GB INV=104. 4
I 1089.55 I F tG ° INV=96.42 089.20 TC -FS 36 INV=99.0 INV=104.0 ° q 1 1089.0 1089.14 \1090.00 rFS 1 0 36 39 ° _09_ - - - H r 088.70 FS _ _ - _ i INV=101.0 7 l FG FS FS L rn °' S. 108 183 8. O8 36 39 b\ 1089.75 TC 1089.10 1089.44 TC 1 89.38 C 1088.40 FS I ^ FF=1089. 00 �- ° „ \ 1089.25 FS FS 1088.94 FS o S 8 2 TC 1 PAD=1088.0 1088.0 / 6 SD ' 01 / r ' 12 6" Sp - - - - 2" FG 1 Y ° INV= 86. 0 FFE,85 Ste\ lop- ° 1081 19 •� �° \ 1088.60 TC 1088.18 TC U FS `�'+ I �' o ^ o0 p a INV= 79.0 108R in Fi 1088.50 TC
`D FS C 29 D rn 3 � E "' 90 FL 1087. 68 FL I rn O o c0 co O�>�pD ° \ 6" SD 1 „ o
o,00 FS 'O rr�o �o �0 2 '°
/ 3614449 +� +o.: INV=79.0-- ---- --- 18 SD I o o� o� o� o� S1 ao ^� ooN, ° W2 \ INV=80.75 �� ^ ^ 2 ° \ D / / d
'0
�9 F°8OS 6" S D - G B '`�F, �.y , X 2 �08 I ° �sb° 1085 \ \ ° 1088.41 3.19 � gS°�9 INV= 78.0 7 p"�� 1°8��z D' ' » °g6 1 F$ o I ° ° D ° 6 SD ° °� ° 36 39 �o - - - - 36 39 -- 6 SD 1/ - 02 ° D ° INV= 85. 51 • 8 08 ° > > ° I ° e qO` 8g
/> ° 6 SDI. �� 8� '° �o ° ° 36 39 88
r ti F°8�9 °off' D FS INV= 79.05 Y 20 rc 08,E rc INV= 79.92 I 36 39 6" SID q D ' e ° °>° o 'O8o8 s 8 2 �. , o o 291 / � �1 INV=86.0
c, K 1 CF `�,�' D / � D I o I � O 1 ° , D
j F S N/ ,�. 1 2 I cv N c�, ^ FF=1089.00 / I D ° l > 8q % 08 / F� I o ^ 00 06 59 ° R 1 °
1 �6 �OGF,c� .oq0 �082 1 r
6" Sp I U= , ° o o
080. �OaO 8' cF i c D e INV= 79.79 1 an
0 `36' "
g86Fs 24" SD 8'°8��`' i `�, r �� F��o 6" SD I_ J 10 1 c� o o o 3 39 C1 ° > e e ° .moo / // D /0��0 36 39� �•

86. ' 11
INV=68.10 8i �OB�F ti r F01 of �� 2.0q 0+ I 4.7q _ _ > D e e ° ° D ° 2 ti - cF 1 i 1 s�/F INV=80.0 �^ 1_ I� t8% O/ I %OJ % �, {.7 1 �• `� ��°/ �� 'O��(g, �3/•F �/ �l \ ��D\,0 �2� ,✓ �O gD r v' 1085. I V O ~ O -_ 8/O / /O 21 O ° D e(y�. > ° D D D D D I D ° ° N 1 '08pCF,r ^VVV 8�2 10 �`� 6' rF 1 N ^ v ° e „
» 6 SD00 �qo` 0890o n
8O90 r o # INV= 86. 0 I �o 880
= 1 9 STEPS ° /
ti ° 1 NN �° I ^ _- ^� v I of 6.4 F . / / g�'�°O��h� LIJ b1�� f°&0 CFF \°q , \ ° / 1 cFF 1 i PAD ��088.0 NI FE00 ° > / �c� 0 2h W v\1 / \ ° ° I Cl' 1 ai r i
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`�'r °8o�sr cFF \ L \ i I �� o T 10 60 ° DF D FG INV= 83. 39 36 3 0 ^ c� �h / w c r S2 30 SD 20 �_ w
�o of r 1080 cF O INV= 6 6. 9 5 / �° / ^ r, a i Z ° /04� c`n Sog /08 0`�� (n FS8' �O `b% r Sg fOBO Spg 1p8O -0 �� g r ° ° / / , - - - - - - - - - - D I '08� ti'y'q l' ,8.� / 1O8OS3 \` 1p>g92 C°>g>8 iA Fs \ _ - - - - - - -
'`S SS 2.2q b t C
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INV- 78.0°, \ °! ✓� �J� ,/ 1 33 2, g /08� ° ° 0 ° e 2Sa oa3 I rc �°\ �\ �O8> 10 `�/ �° � 9° • 1080.62 � p.5p% 'O81 S9 FS °8 Z rC 1 j2 D e 82 ° F 1 8 v `b ° 6 S D ° \ 10 . 8 TC 1 p81. °8� C �- FS
F ry�� 1080.66 FL
36 39 = s FF, V2 ° TC 2.69°
INV-77.94 ,o /08 36 0,
ft, ? FS O 1082 ��
� °1080.0�, .Sj \�
\dam D �° /°8o FS�992 _ I 6 SD-GB�cF "�� l TC or % '2F`S ti N. 3639, ?S ° 6„ SD -GB ti T2 ° 80,E Fc 'O e INV=76.47 /o F o�� , , �08� `S rc i o (10, > c INV-85.70 �`° \ I De D I v V18j VFF � ` „ CY(/ 1°�J FJ J /� ,� � w e > � h' 36 s 6" Sp o�° D e 'O�g F ro8�?0 /oa/F cF Foac 30 SD 8222 rc �08 •2� v �° o / I ° ° �/ s o`� �V f /08/zp cFF �° s INV= 6 5.45 /080 �2 Fs /08222 Fs �° 3 6" SD - GB ° ° , �� INV=76.85 ! INV=81.50
1°81?0 GFF l 10 U �/08�23 F d�° /081 I e FC V �° 1 `�� 4 ° 00 /oa/ cFF 8> > rc t o 1081• 'S o / E 1 0 N c N
6" SD 2 ° 39 36 6 SD ?o /08/?0 GF 6 �° , ti� FS 8 02 S /�.1,� l oS °o° ° • 0a INV= 78. 01 D I N V= 76. 96 �o Nf /08/F cF h% /08 /oar o "�rc \/\ k/ •?0 / F 1, �b 082 C /O • FS
/Oaf l ° , 081•?0 CFF D `%:i F 1 �o,:
� 36 39 , �\o �� N� /08� cFF ��, • SS 41 ��0 36 39
c 0• h I_ y � ° � ? rn
Q O P lo8j 16 0 /080 cb 89 rC o o w� 'oo
♦ \ 6 , > /Oayo h '�� /o ¢O `�� C� 00' �. ;f: ,;3 ni,; O b . h 1 „ n,��,, `v, -n ♦ C3 F g /0 804 ti o F o :;:i,;;;/ oo �o 8 SD N. / ��
D ° S yo ao. is �o�g �08� ^"� l `� l�v 8�20 ° 9 : 0 4 INV= 76.64 0 6"
S41 °44'48"W

6.00'
-
�2
6"
S41 °44'48"W

6.00'
-
D 1
6"
S49°47'54"W

6.00'
-
�2
6"
S29°53'30"W

6.00'
-
6"
S29°53'30"W

5.61'
-
12 6"
S63° 1 1 '04"W

5.68'
-
J2
6"
N48° 15'38"W

6.27'
-
6"
N48° 15'38"W

6.00'
-
L2
6"
N48° 15'38"W

6.00'
-
6"
N79°38'51 "E

6.00'
-
6"
S48°30'55"E

7.50'
-
0�
6"
S48°30'55"E

8.37'
-
6"
S33°05'52"E

30.85'

4.29'
®
6"
S07°41 '52"W

3.00'
-
6"
S82° 18'07"E
1 21.76'
-
*PVC PIPE SLOPE IS 1 % UNLESS OTHERWISE STATED.

BY REVISIONS ACC'D DATE BENCH MARK SEAL:

SCALE �QQROF ESS
RIVERSIDE COUNTY BENCH MARK T-32-81. � �' CASl,9 F'Lc
LOCATED IN THE NORTHERLY SIDEWALK OF Horizontol
RANCHO CALIFORNIA ROAD 6" WEST OF THE y
CURB RETURN, WEST OF JEFFERSON AVENUE, NO. 59835
20' t EAST OF THE BRIDGE OVER THE EXP. 12/31/23
MURRIETA CREEK. FOUND 2 h- BRASS DISK Verticol
STAMPED "T-32-81 R-6-30-05 EL=1006-84" CIVL
ELEVATION= 1006.84" srgTfOFCAJ�
° e D ° �O j Nj
l
f . 9,ey 1°j96p FF �O h h° TC �¢4 /08 O e8" SD -GB 33F� / �° 6" SD -GB �080 3 I1 / ° e INV=79.0 ° /o o° rc o �o
�OBo e /08o 47 8� 4 /o� / INV= 7 7. 78 ; 10)8 8 D FS
/o� 3 39 Q2 / 30 SE rca�2o / g�° loan% 092 rc ��, �%
9 G / r , /'`00 / / co b / /Y26.41 o 2 F ® A.

INV= 6 5. 05
/078 a2 r� l l 36 /ova'/a rw o / ° 1
or �tirN
�
6 SD D 36 3 2 / 8" SD -GB / SOl° /o; �c�
, INV=78.00 c� ° 2 / 36s ,tFF,/o
/ INV=76 25 P aoo o� / goo c, 4oq
6"
S07°41'52"W

2.91'
-
0 6"
S23° 16'45"E

56.47'
-
�2
6"
S28° 19' 18"E

58.56'
-
0 6"
N61 °36'35"E

95.32'

18.09'
6"
S24°59'09"E

34.92'
-
6"
N63° 1 1 '20"E

4.85'
-
0 6"
S26°52'03"E

84.47'
-
Yag
6"
N63° 1 1 OYE

12.30'
-
6"
S48°48'41 "W
1 1.96'
-
6"
N66°43' 15"E

6.00'
-
Designed By Drown By Checked By

JLC JLC JLC
Plon Prepore nder Supervision Of
pie 0410412J
JOSE�H L. CASTA
R.C.E. No. 59835
30" SD s �� / 366 9 q0>10jg 0 ?0
INV=64.62 4
/ /o" o
F` rc�� °. P1 P1 FS 895c� 0,
SEE SHEET 18
36 CONSTRUCT
6-INCH
SCH
40 PVC
PIPE
30 CONSTRUCT
8-INCH
SCH
40 PVC
PIPE
39 CONSTRUCT NDS 12" CATCH BASIN PER MODEL # 1200 WITH A 12" SQUARE ATRIUM GRATE PER MODEL #1280 AS SHOWN ON PLANS.

RECOMMENDED BY- DATE.•
ACCEPTED BY- DATE.•

PATRICK THOMAS

DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 44232 EXP.6-20-21
LD I9-4097
jtzEngineering & Consulting, Inc.
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
C/TY OF TE/LfECUL.4 DEPARTMENT OF PUBLIC WORKS

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS
CITY OF TEMECULA. COUNTY OF RKRSIDE, STATE OF CALIFORNIA.

UNDERDRAIN PLAN SHEET
16 Sheet 16 of 20

=1090-�\
lz-
12" S
!/10-
900INV=83.15
6 0
/
W
LL_I c
Un
LIJ
L,J G
U
r
Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCTION RECORD DATE BY REVISIONS ACC'D DATE BENCH MARK Controctor RIVERSIDE COUNTY BENCH MARK T-32-81.

LOCATED IN THE NORTHERLY SIDEWALK OF
RANCHO CALIFORNIA ROAD 6" WEST OF THE
Inspector CURB RETURN, WEST OF JEFFERSON AVENUE,
20' t EAST OF THE BRIDGE OVER THE
MURRIETA CREEK. FOUND 2 h" BRASS DISK
Dote Completed STAMPED "T-32-81 R-6-30-05 EL=1006-84"
ELEVATION= 1006.84"
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\ 0%
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541NV186.76 SID/INV=90.6

C CROSSING
1 5 " cp% INV=1086. 76 BOP 15"SD
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1 10 FG
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INV=90.78
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o

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SEE SHEET 19
SCALE SEAL: �oQRpFESS/0'
CAs' F'jc
Horizontol
NO. 59835
EXP. 12/31/23
Verticol
CIVL
Sr9TFOF CALf�/
Designed By
JLC
JOSE�H L. CASTA
R.C.E. No. 59835

PVC LINE DATA
O

PVC PIPE SIZE

BEARING

DISTANCE
*SLOPE
�A
8"
N 16°51 '57"E

6.67'

51.43'

4.0%
DO
6"
N 10°02'08"E

6.28'
-
EO
6"
N 16° 52' 13"E

44.69'
-
0 6"
N73°08'03"W

35.84'
-
e
8"
N25° 13'08"E

14.0'

35.9%
I�
8"
N05° 14'58"W

31.43'

5.0%
JO
8"
N05°07'51 "E

17.18'
-
KO
6"
N05°07'51 "E

24.43'

3.5%
8"
N73°08'03"W

10.85'

74.4%
N�
8"
N28°05'52"W
1 .91 ,

74.4%
OO
6"
N28°05'52"W

1.5%
®
6"
N73°08'03"W

7.50'
-
®
6"
N73°08'03"W

7.75'
-
S�
6"
S16°51'57"W

7.00'
-
OT
6"
S16'51'57"W

7.00'
-
UO
6"
N73°07'47"W

7.00'
-
�V
6"
N73°07'47"W

7.00'
-
WO
6"
N73°07'47"W

6.00'
-
6 "
S73°07'47"E

6.00'
-
6 "
N73°08'03"W

6.00'
-
ZO
6"
N73°08'03"W

6.00'
-
A1
6"
S39°09'05"W

6.01'
-
B 1
6"
S50°50'55"E

6.23'
-
C1
6"
S84°45'02"W

6.00'
-
D1
6"
N84°52'09"W

6.00'
-
E1
6"
N84°52'09"W

6.00'
-
F1
6"
N84°52'26"W

7.25'
-
G 1
6"
S84°53'00"E

10.38'

37.8%
*PVC PIPE SLOPE IS 1% UNLESS OTHERWISE STATED.

CONSTRUCTION NOTES
36 CONSTRUCT 6-INCH SCH 40 PVC PIPE
30 CONSTRUCT 8-INCH SCH 40 PVC PIPE
38 CONSTRUCT 12-INCH SCH 40 PVC PIPE
CONSTRUCT NDS 12" CATCH BASIN PER
MODEL
# 1200 WITH A
39 12" SQUARE ATRIUM GRATE PER MODEL
# 1280

AS SHOWN ON
PLANS.
®
NSTALL 15"X8" ADS DUAL WALL FABRICATED
"H"
REDUCING TEE PART#
1562AN, AND PROFILE ST COUPLER
PART #
1566AA.
0 INSTALL 12"X 12" BROOKS CATCH BASIN
PART#
1212CB WITH
STEEL GATE PART# 1212.

NOTE TO CONTRACTOR:

1. THE CONSTRUCTION AND INSTALLATION OF 6", 8" AND 12" SCHEDULE 40 PVC

PIPE SHALL INCLUDE BUT NOT BE LIMITED TO PIPE, TRENCHING, BACKFILL,

FITTINGS, ADHESIVES, MATERIALS, APPURTENANCES AND LABOR TO ENSURE SYSTEM IS COMPLETE AND OPERATIONAL. THE CONTRACTOR SHALL ENSURE THAT THE MANUFACTURER'S SPECIFICATIONS ARE IMPLEMENTED.

2. THE CONSTRUCTION AND INSTALLATION OF 12" SQUARE GRATES INLETS & 12"

SQUARE ATRIUM GRATES SHALL BE INCLUDE BUT NOT BE LIMITED TO PIPE,

TRENCHING, BACKFILL, FITTINGS, ADHESIVES, MATERIALS, APPURTENANCES AND LABOR TO ENSURE SYSTEM IS COMPLETE AND OPERATIONAL. THE

CONTRACTOR SHALL ENSURE THAT THE TOP OF GRATE MEETS THE ELEVATION

SHOWN ON THE PRECISE GRADING PLANS OR MAKE THE NECESSARY

MODIFICATIONS TO PROVIDE A POSITIVE DRAINAGE PATTERN

3. LINE DATA SHOWN IS FOR MAIN AREA DRAIN SYSTEM ONLY.

4. GRATE INLETS SHALL BE FIELD LOCATED BASED ON FINAL GRADING.

CONTRACTOR SHALL MAKE PROVISION TO CONNECT GRATE INLETS TO MAIN AREA DRAIN SYSTEM.

GRAPHIC SCALE
20' 0 10' 20' 40'
1 " = 20'
Drown By Checked By
JLC JLC RECOMMENDED BY- DATE.•
Plon Prepore nder Supervision Of
ACCEPTED BY- DATE.•
Dole 04/04/23 PATRICK THOMAS
NE9A DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 44232 EXP.6-20-21
C/TYOF TEMFCIlL.4
LD I9-4097
JtjcEngineering & Consulting, Inc.
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568

DEPARTMENT OF PUBLIC WORKS

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS
CITY OF TEMECULA. COUNTY OF RKRSIDE, STATE OF CALIFORNIA.

UNDERDRAIN PLAN SHEET
17 Sheet 17 of 20

SEE SHEET 16
\\ \\ \ \ \ \ \ O
\ 0
\ \ \ 17
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It
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BVC BVC I
- o
--- -- -- --
------- - - - - -- _--- - - - - - - - -- - - - - - -
-Z ----L
Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCTION RECORD DATE BY
Controctor
Inspector
Dote Completed
(~ (~
0 0
(1048.95FS) N

T T - - - T-
I 1

REVISIONS ACC'D DATE BENCH MARK
RIVERSIDE COUNTY BENCH MARK T-32-81.

LOCATED IN THE NORTHERLY SIDEWALK OF
RANCHO CALIFORNIA ROAD 6" WEST OF THE

CURB RETURN, WEST OF JEFFERSON AVENUE,
20' t EAST OF THE BRIDGE OVER THE
MURRIETA CREEK. FOUND 2 h" BRASS DISK
STAMPED "T-32-81 R-6-30-05 EL=1006-84"
ELEVATION= 1006.84"
SCALE SEAL: �1,
QROFESS/0r,,e
�, \. . CAST Fyn,
Horizontol o�� qy�y
NO. 59835
EXP. 12/31/23
Verticol
IVL
Sr9TFOF CALf�
Designed By
JLC
JOSEPH L. CASTA
R.C.E. No. 59835
1080.62
� FS
1080.52 1080..
' 1079.8
FL 1 L
t<o I
�
T
36 39
f
S 10
FL/TG
FF= u
PAD-1 G
I /-T\
1i
NI
cVl
+
6"SD-GB
GFF
INV=77.91 81079.251(
1079.46 TC 107
07P - -S 0»
18" SD
INV=69.61
GFF co GFF GFF
1078.89 1079.04 1079.11 10
CN i
°f 108000
F� I--
LLJ
LLJ
1080.00 FF=1080.00 (_
PAD=107q
°
'079.16 N� LLJ
S 1079.09 LLJ
n FS ()
--►-10i_
6" SD -GB
INV=77.50
106�
I / /ice-- ----
I I� -

GRAPHIC SCALE
20' 0 10' 20' 40'
1 " = 20'
Drown By Checked By
JLC JLC RECOMMENDED BY- DATE.•
Plon Prepore nder Supervision Of
ACCEPTED BY- DATE.•
Dole 0410412J PATRICK THOMAS

N A DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 44232 EXP.6-20-21

PVC LINE DATA
0 PVC PIPE SIZE

BEARING

DISTANCE
*SLOPE
DA
6"
N 19°4256"W

43.55'

18.10'

73.5%
0 6"
N08° 18'26"E

17.0'
68%
OD
6"
N08° 18'26"E

34.27'
-
Eo
6"
NO3* 15'29"W

15.0'
-
0 6"
N39°4639"W

50.84'

8.70'

5.0%
DH
6"
N56°51 '25"E

14.05'
-
0 6"
N42°54'04"E

5.88'
-
DJ
6"
N 5 F 5 1 '30"E

54.53'
-
KO
8"
N32°31'41 "W

27.31'

6.00'
-
DM
6"
S50° 13'21 "W

6.00'
-
DN
6"
S70° 17'04"W

5.50'
-
DO
6"
N33°07'35"W

5.99'
-
®
6"
N33°07'35"W

5.99'
-
®
6"
N33°08'35"W

5.99'
-
S
6"
N33°08'35"W

7.00 -
DT
6"
N33°08'35"W

42.0 1'
-
U
6"
N33°08'35"W

11.50'

72.17%
*PVC PIPE SLOPE IS 1 % UNLESS OTHERWISE STATED.
, to]01 M4�1►�1►�[��
36 CONSTRUCT
6-INCH
SCH 40 PVC PIPE
30 CONSTRUCT
8-INCH
SCH 40 PVC PIPE

CONSTRUCT
NDS 12"
CATCH BASIN PER MODEL # 1200 WITH A
39 12" SQUARE
ATRIUM
GRATE PER MODEL # 1280 AS SHOWN ON
PLANS.

NOTE TO CONTRACTOR:

1. THE CONSTRUCTION AND INSTALLATION OF 6", 8" AND 12" SCHEDULE 40 PVC

PIPE SHALL INCLUDE BUT NOT BE LIMITED TO PIPE, TRENCHING, BACKFILL,

FITTINGS, ADHESIVES, MATERIALS, APPURTENANCES AND LABOR TO ENSURE SYSTEM IS COMPLETE AND OPERATIONAL. THE CONTRACTOR SHALL ENSURE THAT THE MANUFACTURER'S SPECIFICATIONS ARE IMPLEMENTED.

2. THE CONSTRUCTION AND INSTALLATION OF 12" SQUARE GRATES INLETS & 12"

SQUARE ATRIUM GRATES SHALL BE INCLUDE BUT NOT BE LIMITED TO PIPE,

TRENCHING, BACKFILL, FITTINGS, ADHESIVES, MATERIALS, APPURTENANCES AND LABOR TO ENSURE SYSTEM IS COMPLETE AND OPERATIONAL. THE

CONTRACTOR SHALL ENSURE THAT THE TOP OF GRATE MEETS THE ELEVATION

SHOWN ON THE PRECISE GRADING PLANS OR MAKE THE NECESSARY

MODIFICATIONS TO PROVIDE A POSITIVE DRAINAGE PATTERN

3. LINE DATA SHOWN IS FOR MAIN AREA DRAIN SYSTEM ONLY.

4. GRATE INLETS SHALL BE FIELD LOCATED BASED ON FINAL GRADING.

CONTRACTOR SHALL MAKE PROVISION TO CONNECT GRATE INLETS TO MAIN AREA DRAIN SYSTEM.

LD I9-4097
JlzEngineering & Consulting, Inc.
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
C/TY OF TEMFCIlL.4 DEPARTMENT OF PUBLIC WORKS

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS 18
CITY OF TEMECULA. COUNTY OF RIVERSIDE, STATE OF CALIFORNIA.

UNDERDRAIN PLAN SHEET Sheet 18 of 20

SEE SHEET 17
i Zb V'; 07 ` \ \ O N 0�10 N C� ` \ \ cA\o o _ W -., / �-31 1 i l 1 i i 1 \ \ \ \ \ \ \ \ \ \ \ \ -oG N r \ \ 1\ \\ 1� \ \ 1\ 11 II 1 `\ \ \\ \ \ \ \\ \\ \\ \ \ \\ \\ \ \ o \ \ \ \ \ \ \ \ \ \\ \ \ \ \ \ `\ \ \ \\
° _ N N % orn p \ c� p
T o \ 0� oo� wog,, po \ �� \ orn
� \ p cA w cA \ \ 0%
t1�0 'O �3 \ \ \\ y ,, W-n ! GJ \ \ \ \\ \ \\ \
r _ o �' ``' • _-�` 36 39 � oar . \ p _ \ \ \ \ \ \ \ \ \ \ \ \ \ \ _ 1080.62 3 0% w w o ` \ \ 2 \ o' �' \
_ PVC LINE DATA
�� o �, -�` �r 0� 6 \ \ \ \ \ \ \ \ \ \ \ \ \ \ -
Fs 1 1+00.0o w �' �,� o ow \ ° o ��,\ �, 2 y. \ \ \ \ \ \ 0 PVC PIPE SIZE BEARING DISTANCE SLOPE 1080.52 \ T u' w u, �' T` o O o o ° 0
1080.15 1080. 00 TW � � p o o � � \ 1$ I-n p r�' �\ \ \ \ \ \ 1079.00 TF \ o} o o� �'�'Rv' ��, o \ po \ \ N\ y\0 \ \ \ \\ \ \ \ �C'�\\ \\ \\ \\ \\ \\\ - OA 6" N46°20'08"W 36.55'

0. oyFS FS O� � � 0
0 10 wo \ \ \ \ \ \ \ \ © 6 N38°45 09 W 6.35 35%
N \ `'� o \� f �o
\ o " \ 36 39 0 \ o C:> \
'- - - - 1080.15 F 1080.00 \ T �• ok
morn \ \ \ \ \
I FS FS �' o NAl �, C 6 N53 37 05 W 84.78
\ A o o T,o \\ \ \\ \ \ \ \ \\ \\ \\ \\ \\ \\ \\ \\ OD 6" N38°43'53"W 21.75' u� 1079.8 �-� \ w �� 6,p '� \ % \ 1 1 1 87 \ ° % Tn \ \\ \ \ \ \\ \\ \ \\ \ \\ \\ \\ \\\ \ FL L1080.07tal108025 1080.0 1 \ \FG FS FG \ �' �'o � �� \� \ y ° \ G � - A 1 ;•�,� \ �N 0•F 6" SD 1 $ /\ \ \\ \ \ \ \ \ \ \ O 6 N56°06 01 W 2 8.9 0 0 6 N63°31 02 W 40.18
1ST � \ ' � c3` \ � D DF ° \ \ \ \ \\ \ \ \\ \\ \ \ \\ \\\ \\\ „ , „ 11079.E �p o INV=85.97 O c,v, v-� \ \ \ \ \ \ \ \ \ \ - FG 1080.50 1 oo`� ,� yo \ \ \ \ \ \ \ , \
nn
FS "�^� o o rn 8 SD -GB ° Z 1 1' :� 1086. C �L0 �� \ \ \ \ \ \ \ \ \\ \ „ „ - O S _ 1086.1 I \ \ \ \ \ \ \ \ \ \ G 6 N84°45 48 E 7.70 \ u o o o I \ \ \\ \ \\ \ \ \ \ \ 0
\1079.40 1o7FG 1 +o o \\ \ 1G INV=85.87 8 N43 51 50 E 62.77 FF=1080.50 3% 88 5 \ \ _ 36 39 , 085.0E FS 2 7 0 0 0 0 \ \ \ \ \ \ \ \ \ FL/TG PAD=1079.5 8" N25°19'47"E 16.65' 6.4%
2 F
1 6" Sp 1�p 23$ �, 10g4
0S- ^ �` \ ` INV=77.00 g2 5 �`P, 10%`!' 39 - V S ° 110 108: �N\\ �0 \\ \\\ O 8" N34°04'30"E 28.12' 27% FS 082• F -�, � 3 1084. ❑ o I � ,� I� I- I � \ \ \ \ \ \ \ \ \ \ \ 1 I �c 10 \ \ \ \ \
NI NI NI I \ o G 1 F o 18 SD `�' I D�°�° - M' I \\ \\ \ \ \ \ \ \ O O 1 I � o j Nj S �� 1082' � T � o, �. \ K 8 N 16° 51 5 7 E 102.1 1 2 o g�G FS - - \ \ \ \ \ \ \ L 6 S33°53 59 W 6.00
8 J INV=78.25 \ \ \ \
°� ° 1 `` 1 I �'o' 1081 Og FS 10 8 �� _ I \ \ \ \ \ \ \ \ \ \ GFF GFF GFF ° ^ ^ I � 110 1 ° 10 0 0 ^ ^ I \ \ \ \ \ \ \ \ \ \ \ - o GFF GFF I �, ``� p 08 _ M 6" S26°28'S8"W 5.93'
11 1079.181079.25 1079. 33 - 1079. 48 1079. 55 > o � o � / � ) 1 �' 18" SD .-C II - 14 rC I \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ O - r T - °� o o / /��° 1�. INV= 74.79 y2 �G "� _ \ \ ON 6 S05° 1 6 51 E 6.00 4 107 I I I F - - - - D o o i � � �'h� 1081 q,9`' � 108��_�" 83.98 FS 10� ° 4.7884. 084 88 �.,s \\\ \\\ \\ \\\ \\ \\ \\\ \\\\ - 6 TC �� 9.28 10 � 0 08� _ - � 10 _ � - 108 TC �� / o \ \ \ \ \ \ \ \ \ \ \ - - )6 FS 0 CF 80. 06 TC 1 os014 TC n 1 4. TC / LO ` ` \ ` 7 \ \ \ 0 6 S 51 31 3 9 E 9.8 8 " 1079FIVn. 5E FS o 0 1079. 64 F - - 4.22 10� 1 oq � \ \ \ \ \ 0 \ \ \ - - --
108 'N `
_�-6 rC _ _ _ _ ' e ^ \ \\ \\ \\ \\ S - P 6" S71 °21 '26"W 7 78' 1079.2E - Q 6" N73°08'03"W 7.50'
TC TC 0 67q 1079. 3 0'r 1081.48 , =q .0 _ _ - I GFF GFF 4 59 1084 69 1084 60 I I \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ - - - R 6" N73°08'03"W 7.50'
GFF T j 89 TC� --_ \ 1084.48 108 > I \ \ \\ \ ---- " 15.74' 10.80% GFF-------- -------------- --_ 39 °i. _ __---- FF 8392 1p 403 1084.14 N1 N� iVf+ `v� o \ \\\\\ \\\\ \\ -__ -- S 6 S73°08 09 E o �' I o \\ \\ \\ �� \\\ *PVC PIPE SLOPE IS 1% UNLESS OTHERWISE STATED.

GFF GFF GFF co GFF GFF GFF GFF 1 e ' GFF GFF 1083.66 000 10 N O _ - - - - - 1079.04 1079.11 1079.19 1079.26 "� - 0
GFF 49 - �, rn \ \
° N N 0.8' \
a; 1079. 41 1079. 48 1079.5E 1079. 63 1079. 71 8" ' S D - G B II 1082.24 1082. 85 1083. o LO N1 ~ N} N} N} N} ` - - INV=78.87 _ I OF--
00 } } " I "1 _,os5.\\\ \\ ----__ - CONSTRUCTION NOTES
LLJ 1080. } } 3 > I `�� 1 1085.00 �� R12=1084000 _ \
.1080.5 Cf)1080.00 ICONSTRUCT 6-INCH SCH 40 PVC PIPE
S 0 I
FS FG 39 1 \ I : 16. ° RFF1 080 1085.00 1082.0 \\--\5.00 FS 1 1, 1 1 4 F 1.9' 36 391I \ - - - \ \ \ - - - - - - LLJ FF=1080.00 1 ' �, 0 0 EF1008 4 01p85•oo rc D �� - 30 CONSTRUCT 8-INCH SCH 40 PVC PIPE PAD=1079.0 FF=1080.00 1079.4 I ° N I DF AD=108 S 1084.03 �1 DF 9 0 0� PAD=1079. ° FG FS CONSTRUCT NDS 12" CATCH BASIN PER MODEL 1200 WITH A 12" 1080.00 0 ao 1080.00 ° `o� I_ 10841E �II 1 36395. N-------_- S # FS I�\ FS } w . 4 0 i 83.96 TG DF o \ \ SQUARE ATRIUM GRATE PER MODEL # 1280 AS SHOWN ON PLANS. 1079.09 I� I 108 9 +nst4 0 10 1083.63
1079.09 00 ^ 1079.93 ' 1082.10 FG 1084 01 1084•0 36 39 FS _ \ \ rS 1079. , �36FS__-
29 �, FS 108 .- - \
FS 1079.1E F FS FS TG 1
2' 1079.0 1083.0 - - - - - -
FG 1078.62 ° Fs �, 1079.21 6" SD - GB I j 36 39 1 I " 4. >FG 4. 6 \ _ - )F ao o,_ �775
;::: C ,FG 0 _ ° r I 1 36 rG L ' ° 8 \ `----_
�z - 1078.33 I.o' 39 s-- r-- ° Fs INV=76.50' ° ;I 36' o D I -� . rc _ - --- - - �� TG DF zl J� z 1 - -IFS - - -� - - - , > o o F 1083.65 _ ° , ° ° ------ ---_--------- 36 6 SD
----- ° 1079.0 -INV=80.50 _-- ----_ --- --''
TG > I o ° h ° --
°
° E
° 4. 39 ° I
6" SD --- 39 -----' 39 136.E r - -- 39 - 6" SD 1080 \ _ _------- ° / -
INV=77.50 - - g - --- 39 INV=79.59 �__-
I 1075 /
1070 6 SD -GB - 1065.5\
INV= 78.74 1070 4'/
NOTE TO CONTRACTOR:

1. THE CONSTRUCTION AND INSTALLATION OF 6", 8" AND 12" SCHEDULE 40 PVC

PIPE SHALL INCLUDE BUT NOT BE LIMITED TO PIPE, TRENCHING, BACKFILL,

FITTINGS, ADHESIVES, MATERIALS, APPURTENANCES AND LABOR TO ENSURE �� -- SYSTEM IS COMPLETE AND OPERATIONAL. THE CONTRACTOR SHALL ENSURE \ \\ \\ / // \\\ �%� _ /��_�_ _=sue -/�' \�\� --/ THAT THE MANUFACTURER'S SPECIFICATIONS ARE IMPLEMENTED. (�
_ _ _ 2. THE CONSTRUCTION AND INSTALLATION OF 12" SQUARE GRATES INLETS & 12" \\\ \\\\\ \\ t\O \ � � - / /� \�--�� -'' /j///jam//%/ice ��- � i /---�\___�� i/ / /

SQUARE ATRIUM GRATES SHALL BE INCLUDE BUT NOT BE LIMITED TO PIPE, _\ \�\ _ ___ __ J TRENCHING, BACKFILL, FITTINGS, ADHESIVES, MATERIALS, APPURTENANCES AND LABOR TO ENSURE SYSTEM IS COMPLETE AND OPERATIONAL. THE

CONTRACTOR SHALL ENSURE THAT THE TOP OF GRATE MEETS THE ELEVATION

SHOWN ON THE PRECISE GRADING PLANS OR MAKE THE NECESSARY 7-

MODIFICATIONS TO PROVIDE A POSITIVE DRAINAGE PATTERN
5 \ �� _--��•_ _ ram- _- - - / / / / / / /
1p 5 -�\ /� ,- /%� 1055
' \ - L� �L� '�' /'/ O I // /// // //' 3. LINE DATA SHOWN IS FOR MAIN AREA DRAIN SYSTEM ONLY. 1060 /' /� // / /' /' // /' /' 4. GRATE INLETS SHALL BE FIELD LOCATED BASED ON FINAL GRADING.

CONTRACTOR SHALL MAKE PROVISION TO CONNECT GRATE INLETS TO MAIN AREA DRAIN SYSTEM.
_ /
-- _----- 1065 075
1065 2:1 1075
--- - 1070
108 -
------ --___ ----- - r - - - - - 2: 1
Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCTION RECORD DATE BY
Controctor
Inspector
Dote Completed

REVISIONS ACC'D DATE BENCH MARK
RIVERSIDE COUNTY BENCH MARK T-32-81.

LOCATED IN THE NORTHERLY SIDEWALK OF
RANCHO CALIFORNIA ROAD 6" WEST OF THE

GRAPHIC SCALE
20' 0 10' 20' 40'
i ' = 20'
Checked By
JLC RECOMMENDED BY- DATE.

Plon Prepore nder Supervision Of

ACCEPTED BY -
Dole 0410412J PATRICK THOMAS

N A DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 44232 EXP.6-20-21
DATE.

LD I9-4097
JLCEngineering & Consulting, Inc.
111��
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
C/TY OF TE/LfECUL.4 DEPARTMENT OF PUBLIC WORKS

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS 19
CITY OF TEMECULA. COUNTY OF RIVERSIDE, STATE OF CALIFORNIA.

UNDERDRAIN PLAN SHEET Sheet 19 of 20

BIO CLEAN, FULL CAPTURE FILTER WITH TROUGH SYSTEM
FOR USE /N C R,CsLINLETS
E.';S STL
FW
TROt;Grr POr5'FTiO111S F66 F�# BASfsET
DlRfO tL Y UDR gWiOLE OF'fNbW

FOR EASY ACCESS
B10 CL `� N FULL CA P TURE RL TER W1TH 7 7 UGH S YS

FOR USE IN CURB INLET
WffH WNGS
1 �
� I
SFAMLE�3y$� S
VE P
y44
y4�4
fFf `5i44;
BYPASS

1.R
T Vi1iH7
y4�
4y *y, }y
44st y{0
Y
9 z W, 'r -ti '
WEIR
` �.+�,'..%4t 'S =
}
y5'
7` k5 yytt f ,`� k1{{: 3 S�rti
_ - — - - - ! ,L TER
- L
'`Rv*• � `2
CR
Yti
YaiL
- _ -
�r ,��. :{% '•''y,
++`RATE
f

FIGURE I ,

DETAIL OF PARTS
CLI,48 M1THuHpLE
L7TLJM
4:irrirSxini
arrivuti� 7
{
1 y
A
FICURE 4:

DETAIL OF PROFILE
WER
Fit T R SkVET

OUTLET WE
S7kA CESS STEEL
ToR r PW
FIRE Jr

DETAIL OF MOUNTING
M00fL A+t M ER fRfA T FiOW .SOWS SRVZ40F
(cfs)• CAPACITY Ica ftj
&O-CURB-FLkL-24 2-&5 1.4-0
BID-CURB-Fftt-12 265 0.70
ag?AWYAV ADO CLEAN CURS )hZZF Fk7M NOELS
rRE4TMENT FEW RATE- 2.85 cls
WARRANTY, F YEAR ,1b NUFACTMR S
RO CLEAN ENKR0MWD4TX 5EI7VPC`Eas #VC
398 W EL C'ENFRO OCL4Y,rrVE CA P2058
A, ME 760-433-7640 FAX 760-43J-,3T76
D rE 10 12 2017 SALE- A
LWAFTER M. C P_ L"TS = INCHES
Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCTION RECORD DATE
Contractor 4 01
Inspector
Dote Completed 1E
#SEE PAGE Z FOhR EXPLA447XW OF
FLOW R415
SEE n FML C4P7�I RE4WWA7S
MWI - BID-CtM-FULL
ECT,
WSK*S DATF.-
� 7'SI0MI a4lr:
v{Sloo s' DATE.

BY I REVISIONS
JG 4 VOID SHEET. SEE SHEET 20A.

WOTR OF INLET WILL VARY
f7GURE 2:

DETAIL OF `OBI-10RATIOIV
NOFES.-
1- FhWGH 5* TEV PROt�GQIES FOR ENTIRE COI ERAGE
OF INLET OPENfiW 50 10 DI3' F ALL FLOW TO FILTER,

2. TRCWH SMTEM MANUFACTURED FRM MARNE GRADE
fWRQAZ, GEL ON TO fOR UV MWfK N
3 SY57EY ATFAChfD TO THE CATCH BASIN WFTN
NO-CORROSAf HARDWARE
4, FfiCTER ridr UFACTIIRED OF 100.E STAMES.S STEEL.
5_ Q 7ER IIMAOE OF kW�y-��CLOGt' N SCREEN UPTU 4_ 7 Aft! OPEC AW MEETS PLU CAPTURE REOUIREMENiS

6. F# FER CAN Pf FITTED WIFH Hf VROCARBON ASSOAWNT BOOM ? FILTER IS LOCATED DfREMr UNDER TFIf Ml4N, aE FOR EA5Y fiF40VAL AND MOW fMNCF
6 Lf16TH OF T] UGH DW VAR?` I 2. TC jo-
.4. OTHER STANaWD AND CUSTOM MODEL SIZES AVNLABLE -
CONTAC'F 910 CLEAN FOUR !WORE /WpI#*Tn
10 CONS006 Ai S4q-fY FACTOR OF 2.0
11_ SWASS 15 FACILf7ATED IAA 0I+ERa0W DF THE IROLCH
SnTEM AND IS €ViML tO tfft CAPACrrr OF If EE CVRB OPEMAI 17 .STOR,AOE CAPACITY BASED ON THE RASKEf HAkF FULL_
1,3 ADD7WW rA£AFNENF AMO .STORAGE C4RAC'ID CW BE
ACME6ED BY UaI 'Ake M)LT PtE FCC TER BdSKETS,
B a
iowClean
rterra Company
PAGE F

ACC'D DATE BENCH MARK
RIVERSIDE COUNTY BENCH MARK T-32-81.

LOCATED IN THE NORTHERLY SIDEWALK OF
RANCHO CALIFORNIA ROAD 6" WEST OF THE

CURB RETURN, WEST OF JEFFERSON AVENUE,
20' t EAST OF THE BRIDGE OVER THE
MURRIETA CREEK. FOUND 2 J¢" BRASS DISK
STAMPED "T-32-81 R-6-30-05 EL=1006-84"
ELEVATION= 1006.84"

PLAN VIEW
(GRATE NOT ##OWAF)
ELEVATION VIEW I Q7FR SCkE7

HIGH FLOW FLGARNG
B YPAS5 HROCARDON
ROOM
I
' NON -a DG 1N0 , GRaw
' YFfTS` FULL CAPTURE
I RFQUlREURVN
FLOW
TO�'�r��,jj5f'y/•ffE�
r� ff I T

OVULOW/
9 E
FLOW
.{{S�

MEETS FULL
1 1�
/ F L
f/ 1 V 1/ I'
RFOU1f�E�#
�
yfj aff7
F
FL �V DI�1 I�A+�
-R�4 TF-K+�F 0.7
7,55

0. I4
{ �-�
INSTALLATION NOTES.

R10-CRATE-

1.86 3.68

0.35 L ALL HARDWARE, FLANGE, FRAME, SO SMALL BE . TAMESS SFEEL 18-18-12
. KDR CARBOU 8000 .SHkt B ' " DIAYETER AND CONNECTED,
B10-CRA TF- ME
VECHMICALLY TO THE F1LTE A E WITH RAILS ALLO INN 1T TO FLOAT 6-26-12

2.78 4.83

0.60 ON THE WAT7 #JRFA ROLFES OF HEIGHT.

J. SEE PERFOR AIV +4FPOIRTS #V MANUFAC'TURFS SPEC1FICA F}ONS RIO-ORATE-KVT 6, 71
6, 5�

1.04 4. OrHER 5'TAI 0 AND CUSTOMMODEL .SIZES' Ak��41IA&I - C.'OXACT 4-40-12
610 CLEA OR MORE 1NFORMA TIO1V
5� 8 ON .3 OM AREA.

B{0-0#��4 T�-1� F

9. 49

4.83 1. �
_ ONS'10ER.S A S4FTY FACTOR OF 2, 0,
5- 6-24
?. CONSIDERS A LOCAL DEPRESSION PONDIINC DEPTH OF 6 INCHES._

RIO-CRA TF-XMF
8, ETORACE CAPA00 BASED ON THE $A'S ET H tF FKL._
24-40-2A
1153

6.5-9

3.1 9. CONCRCTF STRUCTURES .SOLD SEPARATELK
610-6RA TF-R#F 7714
760

4.45 t: 15 ,SCALE
36-36- 4
P1�CI�RJFFAR AND L'OIVFtLi�:�TtAL,-
� �
11 TC
j III�L � INLET F�J � f C
r av 'T+�hVNT s a ct s IS sic€
0 ci4aa
FULL
4 TU E
f fig MAD
�' �Rft'Rt�4 W fT5 �DIA�Ah70<5', 71�0'� O�& OGY�EN�
W
MR 1' PART TnEEf2COF, WY &E b%A, RfPRMM OR ACD#a
�y

STANDARD TAIL
�N A�VY UVMElk WrH O'Clr M 14i470f t EN1 f ffMU
A
# �
SCALE
Horizontol
Vertkol
SEAL: �oQRCjFESS/pDesigned By
Cgs79yFyc� JLC
NO. 59835
EXP. 12/31/23
JOSS H L. CASTA
gjFOF CR.C.E. No. 59835
I
Drown By
JLC
4Jnder Supervision Of
Checked By
JLC
Dole 0410412J
F+ V UE
rR&CH POSTJ'i Z FA TER 84SKET
DIRECTLY UNDER df WR E OPEMW

FOR EASY AXESS
FMIRGL455 DAERM?

TO CH AKEL NL WATER
FAIny WM TO nP]D5M

DETAIL OF FARTS
CURB �aE FSfRCLASS DM- TER
OPEMAV FO 0-bWNE1 AU hATER
PROM IV A C rO TROVON
ONG
WEIR?
+F

FILTER BRISKET
OU7ZET PhY
s STAWLESS Sff`EL -{,•

DRWF RN
FI URE 4:

DETAIL OF PROFILE
FIGURE 43:

DE -TAIL OF MOUNTfty;
F GURE 2:

DETAIL OF CONFIGURATION
NOTES
I- MOUGH 6y$TEM PROPwa FOR rN77R,E C016E
OF INLET OffAVVG SO TOt 0VIERF ALL FL0W TO flTR,
Z TROgGr6fl SYSTEM U4WFACFtlRE0 FROM M4RM OPAX
F7BERC.L.r1< , CEL COATED FOR UV PROFEC'WN,
3 SrSrEN 47TACHEO tD Fr',9E CA1.OH &tSIN MTN
NON-CORROSAE WUWAiYE,
4_ FkTER AMUlMFURED OF 100 ' 5rAALESS STEEL-
S. FXTER 4440E OF NON-CLOGGW SCREN WIN 47 Mail
OPENIM;S ANO MEETS FULL! ( FARE REOWREWAOU.
6; FkTR OW BE fTTTE`O W H NYt RWARAW ABSORBENT 8"
7 ni TER IS I =TEO &REC71 Y UNDER FRE WMHOCf F EASY'
REWOVAL AND WWT€N4NC1E
6, LENGTH OF WtVH CAN VARY FROM 2' TO M'
9, UtHER STANDARO AW CUSTOM MODEL SL7LS AVNLABLE -
aWFACF MO CLE" FOR MORE IWOpRWTION_
10 CCW50ERS A SAFEfY FAMP OF Z0
I BYPASS 1S FACkIrATI*0 VM OVERFLDW OF rHE DWX6,H
S 57FU AUTO .IS GgMl TO Tf1,E WAC17Y OF NE CURB OPFAVNG 12_ STORAGE CAPACITY 9ASFD ON TT,+iE BASKET A44F FULL,
1,� AbDITKWk TREAMNT AND S'TOhR46E CAPACITY CAq BE
ACI1fEVfD BY V7U?W MYILTI7PLE FILTER RA.9 .S
ORWNG: 910 0" CURB INLET A&MR DETAL' +WEETS FLU CIPFURE REOUA iWNTS WATrlidE'NT fLOW RAFE- 2.85 cfs MODEL f• 00-CURB-FULL
W'�V4t ffFY..- 1 YEAR MOUFACTVRERS PR CT BiN
ENV7R0,4+ dLNFAL 5EWCES, INC. R SIO�' 5 A4TE.' o
398 C{NT1 O, OCEANS+VpE c9 92056 R£1�'SKW.- LRTE�
PflONt' —�6;o FAX' 7 t43J-JFiti %uv C1 n
Fart t'Ira Company
ZATE' �0 12 2Df Ste' NTS REW90NS. DATE
D&VTER. NCR UNFFS' - INCHES REV9avS.' DOTE.- PACE S
RECOMMENDED BY- DATE.•
ACCEPTED BY.' DATE:

PA TRICK THOMAS

DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 442J2 EXP.6-20-21
LD 19-4097
mi Engineering & Coneul ft Inc.
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
C/TY OF TE/IIECM,4 DEPARTMENT OF PUBLIC WORKS

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS
CITY OF TEMECULA. COUNTY OF RIVERSIDE. STATE OF CALIFORNVA

BIO CLEAN KRAKEN DETAIL
20 Sheet 20 of 20

0 0
CL
LL

CURB INLET,
BY OTHERS.

GRATE,
BY OTHERS.

CONCRETE \
CATC H BAS I N , �
BY OTHERS.

OUTLET PIPE,
BY OTHERS.
�- DIVERSION
PLATE.

I
I

FOSSIL ROCK POUCHES
INSTALLED IN BASKET.

FloGardO FILTER INSTALLED.

SEE DETAIL A.

SPECIFIER CHART

STANDARD & SHALLOW

STANDARD DEPTH

SHALLOW DEPTH
DEPTH
-20 Inches-
-12 Inches -
MODEL NO.
(Data in these columes is the same for
MODEL NO.
both STANDARD & SHALLOW versions)

STANDARD

SHALLOW

INLET ID

GRATE OD
TOTAL
SOLIDS

FILTERED
SOLIDS

FILTERED
DEPTH
Inside
Outside
BYPASS

STORAGE
FLOW
DEPTH

STORAGE
FLOW
Dimension
Dimension

CAPACITY

CAPACITY
(inch x inch)
(inch x inch)
(cu. ft. / sec.)
I (cu. ft.)
(cu. ft. / sec.)
(cu. ft.)
(cu. ft. / sec.)
FGP-1633FGO
16 X 33
18 X 36

7.0 2.5

1.7 FGP-1633FG08

1.4 1.1
FGP-1836FGO
18 X 36
18 X 40

6.9 2.3

1.6 FGP-1836FG08

1.3 .9
FGP-2234FGO
22 X 34
24 X 36

8.1 3.6

2.1 FGP-2234FG08

2.1 1.4
FGP-2436FG0
j 24 X 36
24 X 40

8.0 3.4

2.0 FGP-2436FG08

1.95 1.15
FGP-48FGO
48 X 48
20 X 54

6.3 2.2

1.5 FGP-48FG08

1.25 .85
NOTES:

1. Filter insert shall have a high flow bypass feature.

2. Filter support frame shall be constructed from stainless steel Type 304.

3. Filter medium shall be Fossil Rock TM, installed and maintained in accordance with manufacturer specifications.

4. Storage capacity reflects 80% of maximum solids collection prior to impeding filtering bypass. ® Flo Gard@ 0 Oldcastlee
Stormwater Solutions
Catch Basin Insert Filter 7921 Southpark Plaza, Suite 200 i Littleton, CO 180120 i Ph: 800.579.8819 1 oldcastlestormwater.com THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANYWAY INJURIOUS TO THE INTERESTS OF SAID COMPANY. COPYRIGHT® 2010 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED.

Inlet DRAWING NO. REV ECO ECO-0127 DATE
Filtration Combination Inlet Style FGP-0004 A JPR 5/1 15 JPR 1/25/13 SHEET 1 OF 1 Underground Service Alert

TWO WORKING DAYS BEFORE YOU DIG

CONSTRUCTION RECORD DATE
Contractor 4 O1
Inspector
Dote Completed

BY REVISIONS ACC'D DATE BENCH MARK
JG zL ADDED FLOGARD AND KRAKEN DETAIL. RIVERSIDE COUNTY BENCH MARK T-32-81.

LOCATED IN THE NORTHERLY SIDEWALK OF
RANCHO CALIFORNIA ROAD 6" WEST OF THE

CURB RETURN, WEST OF JEFFERSON AVENUE,
20' t EAST OF THE BRIDGE OVER THE
MURRIETA CREEK. FOUND 2 J¢" BRASS DISK
STAMPED "T-32-81 R-6-30-05 EL=1006-84"
ELEVATION= 1006.84"

KRAKEN MEDIA FIL TER WITH TROUGH SYSTEM

FOR USE IN CURB INLETS
23 FIGURE 1:

DETAIL OF PARTS

CURB MANHOLE

OPENING
••mil' .i
i'
zaz:

L
FIGURE J.-

DETAIL OF PROFILE
WEIR

RLTER BASKET

OUTLET PIPE
DRAWING: BIO CLEAN CURB INLET RLTER DETAILS
MEO/A TREATMENT FLOW RATE. 0.071 CFS
SCREEN TREATMENT FLOW RATE. 0.5 CFS
8/0 CLEAN ENVIRONMENTAL SERVICES, INC.
398 WA EL CENTRO, OCEANS/DE CA 92058
PHONE.•760-433-7640 FAX.•760-433-3176
LATE- 5/9/18 SCALE AO
DRAFTERS: MCP & S1S UNITS = INCHES
SCALE SEAL: QRCjFESS/p,'
V • CASV. Fyn
Horizontol 9yv
NO. 59835
EXP. 12/31/23
Vertkol
CUL
gjFOF CAL��
TROUGH POSITIONS RLTER 84SKET

DIRECTLY UNDER MANHOLE OPENING

FOR EASY ACCESS
TROUGH

STAINLESS STEEL -
DRIVE PIN z
FIGURE 4:

DETAIL OF MOUNTING
*SEE PAGE 2 FOR EXPLANATION OF

FLOW RATES
(QTY) TROUGH LENGTH (ft)
MODEL /• BIO-CURB-KMF
FIGURE 2.-

DETAIL OF CONFIGURATION
NOTES.

1. TROUGH SYSTEM PROVIDES FOR ENTIRE COVERAGE
OF INLET OPENING SO TO DIVERT ALL FLOW TO RLTER.

2. TROUGH SYSTEM MANUFACTURED FROM MARINE GRADE
RBERGLASS, GEL COATED FOR UV PROTECTION.

J. SYSTEM ATTACHED TO THE CATCH BASIN WITH
NON -CORROSIVE HARDWARE.

4. RLTER MANUFACTURED OF 100% STAINLESS STEEL.

5. U17LIZES KRAKEN REUSABLE MEMBRANE RL1ER CARTRIDGES
6 RLTER /S LOCATED DIRECTLY UNDER THE MANHOLE FOR EASY
REMOVAL AND MAINTENANCE.

7. LENGTH OF TROUGH CAN VARY FROM 2' TO 30'

8. OTHER STANDARD AND CUSTOM MODEL SIZES AVAILABLE -
CONTACT BIO CLEAN FOR MORE /NFORMAAON.

9. BYPASS /S FACILITATED VIA OVERFLOW OF THE TROUGH

SYSTEM AND /S EQUAL TO THE GAPACIIY OF THE CURB OPENING

10. STORAGE CAPACITY BASED ON THE BASKET HALF FULL.

11. ADDITIONAL TREATMENT AND STORAGE CAPACITY CAN BE
ACHIEVED BY U17L/ZING MULTIPLE RLTER BASKETS
Cvid
NTECH'

ENGINEERED SOLUTIONS LLC
www.ContschES.00m
' Designed By I Drown By I Checked By '

JLC JLC JLC
JOSEPH L. CASTA
R.C.E. No. 59835
Supervision Of
Dale 0410412J
MODEL # BIO-CURB KMF-23 FILTER

MANHOLE OPENING WITH
24" FRAME AND COVER
_ i._•. t._4�,^:,�...;4 a. 1.

RLIER EASILY INSERTED AND

REMOVED FROM MANHOLE

OPENING WITHOUT NEED OF

ANY EQUIPMENT
20" D14 RLTER FLANGE
18" D14 RLTER HOUSING

HANDLE FOR

REMOVAL

HANDLE MOUNT
FIGURE 1:

DETAIL OF INSTALLATION
,ARTR/DGE HANDLE
v v
FIGURE J.-

DETAIL OF PARTS
FIGURE 2:

DETAIL OF DIAMETERS

WEIR HINGES UP FOR EASY

ACCESS INTO CATCH BASIN
KRAKEN MEMBRANE FIGURE 4:

FILTER CARTRIDGE DETAIL OF WEIR

FLOW RATES - INLET KRAKEN MEDIA
RLTER TREATMENT FLOW RATE 0.071 CFS
2" STAND PIPE
MEDIA SURFACE AREA = 104.5 SO FT PER 20" TALL CARTRIDGE TOTAL NUMBER OF CARTRIDGES = 3
LOADING RATE APPLIED = 0.101 GPM/SQ FT
RLTER TREATMENT FLOW RATE = 104.5 x 3 x 0.101
UNDERDR41N MANIFOLD = 31.66 GPM = 0.071 CFS
*RLTER FLOW RATE CALCULATED BASED UPON INDEPENDENT
PERFORMANCE 7ES77NG USING A LOADING RATE OF 0. 10 1 GPM/SQ FT OF MEDIA SURFACE AREA.

SEE PAGE 1 FOR NOTES
DRAWING. • BIO-CURB-KMF-23 RLTER
MODEL /• 810-CURB-KMF
%a`I /"a
C%IRNTECH

ENGINEERED SOLUTIONS LLC
www-ContechES.c m
PROJECT.

BIO CLEAN ENVIRONMENTAL SERVICES, INC.
398 VIA EL CENIRO, OCEANS/DE CA 92058
PHONE.•760-433-7640 FAX.•760-433-3176
RENSIONS•
DATE

REVISIONS-
LMIE-
LATE- 5/9/18
1 SCALE IM
REVISIONS.•
DAIS
DRAFTERSMCP 8' STS
I UNITS = INCHES

REVISIONS
DATE:

RECOMMENDED BY- DATE.•
ACCEPTED BY- DATE:

PA TRICK THOMAS

DIRECTOR OF PUBLIC WORKS/CITY ENGINEER
R.C.E. No. 44232 EXP.6-20-21
LD I9-4097
JI�C Engineering & C rm lling, Inc.
��
41660 IVY STREET, SUITE A, MURRIETA, CA 92562
PH. 951.304.9552 FAX 951.304.3568
CITYOF TEAf,FCZAL4 DEPARTMENT OF PUBLIC WORKS

RANCHO HIGHLANDS
TRACT 23992, LOT 5 STORM DRAIN IMPROVEMENT PLANS 2 A
CITY OF TEMECULA. COUNTY OF RIVERSIDE. STATE OF CALIFORNIA.

BIO CLEAN KRAKEN DETAIL Sheet 20 of 20

EXCERPT E: RANCHO HIGHLANDS LINE A HYDRAULIC MODEL

FILE: linea.WSW
W S P
G W- CIVILDESIGN Version

15.01 PAGE
1 FOR OFFICIAL
USE -
Riverside
County
Offices
- SIN
433
WATER

SURFACE

PROFILE LISTING
Date: 9-16-2021
Time:
9:45:29
LINE

A STORM
DRAIN

RANCHO HIGHLANDS
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert I Depth I Water
I 4 I Vel Vel I
Energy I
Super
ICriticallFlow ToplHeight/IBase
Wt1
++++++++
INo Wth
Station
I Elev

I (FT) I
Elev

I (CFS) I
(FPS)
Head I
Grd.E1.1
Elev
I Depth I
Width
IDia.-FTIor
I.D.1
ZL
IPrs/Pip
-I-
L/Elem
-I-
ICh Slope
-I-
I I
-I-
-I-
I
-I-
I
-I-
SF Avel
-I-
HF ISE
-I-
DpthlFroude
-I-
NINorm
-I-
Dp
-I-
I "N" I X-Falll
-I-
ZR
-I
IType
Ch
I
I I
I
I
I
I
I I
I I
1250.000
1036.500

2.068
1038.568
107.00

18.08 5.08
1043.65
.00

3.14 3.44

3.500
I
.000
.00
I
1 .0
-I-

32.320
-I-
.0248
-I-
-I-
-I-
-I-
-I-
.0265
-I-
.86
-I-

2.07 -I-

2.43 -I-

2.11 -I-
.013
-I-
.00
.00
I-
PIPE
1282.320
I
1037.300
I I

2.057
1039.357
I
107.00
I

18.20 I

5.15 I
1044.50
.00
I I

3.14 3.45
I I

3.500
I
.000
.00
I
1 .0
-I-

JUNCT SIR
-I-
.0900
-I-
-I-
-I-
-I-
-I-
.0271
-I-
.16
-I-

2.06 -I-

2.46 -I-
-I-
.013
-I-
.00
.00
I-
PIPE
1288.320
I
1037.840
I I

2.298
1040.138
I
103.10
I

17.75 I

4.89 I
1045.03
.00
I I

2.91 2.54
I I

3.000
I
.000
.00
I
1 .0
-I-

2.329
-I-
.1570
-I-
-I-
-I-
-I-
-I-
.0262
-I-
.06
-I-

2.30 -I-

2.07 -I-

1.30 -I-
.013
-I-
.00
.00
I-
PIPE
1290.649
I
1038.206
I I

2.403
1040.609
I
103.10
I

16.99 I

4.48 I
1045.09
.00
I I

2.91 2.40
I I

3.000
I
.000
.00
I
1 .0
-I-

2.088
-I-
.1570
-I-
-I-
-I-
-I-
-I-
.0238
-I-
.05
-I-

2.40 -I-

1.88 -I-

1.30 -I-
.013
-I-
.00
.00
I-
PIPE
1292.737
I
1038.533
I I

2.532
1041.066
I
103.10
I

16.20 I

4.07 I
1045.14
.00
I I

2.91 2.18
I I

3.000
I
.000
.00
I
1 .0
-I-

1.599
-I-
.1570
-I-
-I-
-I-
-I-
-I-
.0219
-I-
.04
-I-

2.53 -I-

1.67 -I-

1.30 -I-
.013
-I-
.00
.00
I-
PIPE
1294.336
I
1038.784
I I

2.687
1041.471
I
103.10
I

15.44 I

3.70 I
1045.17
.00
I I

2.91 1.83
I I

3.000
I
.000
.00
I
1 .0
-I-
.864
-I-
.1570
-I-
-I-
-I-
-I-
-I-
.0211
-I-
.02
-I-

2.69 -I-

1.43 -I-

1.30 -I-
.013
-I-
.00
.00
I-
PIPE
1295.200
I
1038.920
I I

2.907
1041.827
I I
103.10

14.72 I

3.37 I
1045.19
.00
I I

2.91 1.04
I I

3.000
I
.000
.00
I
1 .0
-I-

2.630
-I-
.0099
-I-
-I-
-I-
-I-
-I-
.0219
-I-
.06
-I-

2.91 -I-

1.00 -I-

3.00 -I-
.013
-I-
.00
.00
I-
PIPE
1297.830
I
1038.946
I I

3.000
1041.946
I
103.10
I

14.59 I

3.30 I
1045.25
.00
I I

2.91 .00
I I

3.000
I
.000
.00
I
1 .0
-I-

27.700
-I-
.0099
-I-
-I-
-I-
-I-
-I-
.0233
-I-
.65
-I-

3.00 -I-
.00
-I-

3.00 -I-
.013
-I-
.00
.00
I-
PIPE
1325.530
I
1039.220
I I

3.388
1042.608
I
103.10
I

14.59 I

3.30 I
1045.91
.00
I I

2.91 .00
I I

3.000
I
.000
.00
I
1 .0
-I-

4.670
-I-
.0086
-I-
-I-
-I-
-I-
-I-
.0239
-I-
.11
-I-

3.39 -I-
.00
-I-

3.00 -I-
.013
-I-
.00
.00
I-
PIPE

FILE: linea.WSW
W S P
G W- CIVILDESIGN Version

15.01 PAGE
2 FOR OFFICIAL
USE -
Riverside
County
Offices
- SIN
433
WATER

SURFACE

PROFILE LISTING
Date: 9-16-2021
Time:
9:45:29
LINE

A STORM
DRAIN

RANCHO HIGHLANDS
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert I Depth I Water
I 4 I
Vel Vel I
Energy I
Super
ICriticallFlow ToplHeight/IBase
Wt1
++++++++
INo Wth
Station
I Elev

I (FT) I
Elev

I (CFS) I
(FPS)
Head I
Grd.E1.1
Elev
I Depth I
Width
IDia.-FTIor
I.D.1
ZL
IPrs/Pip
-I-
L/Elem
-I-
ICh Slope
-I-
I I
-I-
-I-
I I
-I-
-I-
SF Avel
-I-
HF ISE
-I-
DpthlFroude
-I-
NINorm
-I-
Dp
-I-
I "N" I X-Falll
-I-
ZR
-I
IType
Ch
I
I I
I I
I
I
I I
I I
1330.200
1039.260

3.625
1042.885
103.10

14.59 3.30
1046.19
.00

2.91 .00

3.000
I
.000
.00
I
1 .0
-I-

17.670
-I-
.0102
-I-
-I-
-I-
-I-
-I-
.0239
-I-
.42
-I-
.00
-I-
.00
-I-

3.00 -I-
.013
-I-
.00
.00
I-
PIPE
1347.870
I
1039.440
I I

4.334
1043.774
I I
103.10

14.59 I

3.30 I
1047.08
.00
I I

2.91 .00
I I

3.000
I
.000
.00
I
1 .0
-I-

34.370
-I-
.0102
-I-
-I-
-I-
-I-
-I-
.0239
-I-
.82
-I-

4.33 -I-
.00
-I-

3.00 -I-
.013
-I-
.00
.00
I-
PIPE
1382.240
I
1039.790
I I

4.805
1044.595
I I
103.10

14.59 I

3.30 I
1047.90
.00
I I

2.91 .00
I I

3.000
I
.000
.00
I
1 .0
-I-

JUNCT SIR
-I-
.0105
-I-
-I-
-I-
-I-
-I-
.0194
-I-
.13
-I-

4.81 -I-
.00
-I-
-I-
.013
-I-
.00
.00
I-
PIPE
1388.910
I
1039.860
I I

7.062
1046.922
I I

81.30 11.50
I

2.05 I
1048.98
.00
I I

2.78 .00
I I

3.000
I
.000
.00
I
1 .0
-I-

13.670
-I-
.0095
-I-
-I-
-I-
-I-
-I-
.0149
-I-
.20
-I-

7.06 -I-
.00
-I-

3.00 -I-
.013
-I-
.00
.00
I-
PIPE
1402.580
I
1039.990
I I

7.135
1047.125
I I

81.30 11.50
I

2.05 I
1049.18
.00
I I

2.78 .00
I I

3.000
I
.000
.00
I
1 .0
-I-

17.670
-I-
.0102
-I-
-I-
-I-
-I-
-I-
.0149
-I-
.26
-I-
.00
-I-
.00
-I-

3.00 -I-
.013
-I-
.00
.00
I-
PIPE
1420.250
I
1040.170
I I

7.508
1047.678
I I

81.30 11.50
I

2.05 I
1049.73
.00
I I

2.78 .00
I I

3.000
I
.000
.00
I
1 .0
-I-

41.290
-I-
.0099
-I-
-I-
-I-
-I-
-I-
.0149
-I-
.61
-I-

7.51 -I-
.00
-I-

3.00 -I-
.013
-I-
.00
.00
I-
PIPE
1461.540
I
1040.580
I I

7.712
1048.292
I I

81.30 11.50
I

2.05 I
1050.35
.00
I I

2.78 .00
I I

3.000
I
.000
.00
I
1 .0
-I-

20.650
-I-
.0102
-I-
-I-
-I-
-I-
-I-
.0149
-I-
.31
-I-
.00
-I-
.00
-I-

3.00 -I-
.013
-I-
.00
.00
I-
PIPE
1482.190
I
1040.790
I I

8.123
1048.913
I I

81.30 11.50
I

2.05 I
1050.97
.00
I I

2.78 .00
I I

3.000
I
.000
.00
I
1 .0
-I-

7.840
-I-
.0089
-I-
-I-
-I-
-I-
-I-
.0149
-I-
.12
-I-

8.12 -I-
.00
-I-

3.00 -I-
.013
-I-
.00
.00
I-
PIPE
1490.030
I
1040.860
I I

8.169
1049.029
I I

81.30 11.50
I

2.05 I
1051.08
.00
I I

2.78 .00
I I

3.000
I
.000
.00
I
1 .0
-I-

17.670
-I-
.0108
-I-
-I-
-I-
-I-
-I-
.0149
-I-
.26
-I-
.00
-I-
.00
-I-

3.00 -I-
.013
-I-
.00
.00
I-
PIPE

FILE: linea.WSW
W S P
G W- CIVILDESIGN Version

15.01 PAGE 3

FOR OFFICIAL USE -
Riverside
County
Offices
- SIN
433
WATER

SURFACE

PROFILE LISTING
Date: 9-16-2021
Time:
9:45:29
LINE

A STORM DRAIN
RANCHO

HIGHLANDS
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Invert I Depth I
Water I 4 I
Vel Vel I
Energy I
Super
ICriticallFlow ToplHeight/IBase
Wt1
++++++++
INo Wth
Station
I Elev

I (FT) I
Elev I (CFS) I
(FPS)
Head I
Grd.E1.1
Elev
I Depth I
Width
IDia.-FTIor
I.D.1
ZL
IPrs/Pip
-I-
L/Elem
-I-
ICh Slope
-I-
I I
-I- -I-
I I
-I-
-I-
SF Avel
-I-
HF ISE
-I-
DpthlFroude
-I-
NINorm
-I-
Dp
-I-
I "N" I X-Fa11I
-I-
ZR
-I
IType Ch
I
I I
I
I
I I
I I
1507.700
1041.050

8.532
I I
1049.582 81.30

11.50 2.05
1051.64
.00

2.78 .00

3.000
I
.000
.00
I
1 .0
-I-

4.670
-I-
.0107
-I-
-I- -I-
-I-
-I-
.0149
-I-
.07
-I-

8.53 -I-
.00
-I-

3.00 -I-
.013
-I-
.00
.00
I-
PIPE
1512.370
I
1041.100
I I

8.654
I I
1049.754 81.30

11.50 I

2.05 I
1051.81
.00
I I

2.78 .00
I I

3.000
I
.000
.00
I
1 .0
-I-
108.640
-I-
.0249
-I-
-I- -I-
-I-
-I-
.0149
-I-

1.61 -I-

8.65 -I-
.00
-I-

1.98 -I-
.013
-I-
.00
.00
I-
PIPE
1621.010
I
1043.810
I I

7.558
I I
1051.369 81.30

11.50 I

2.05 I
1053.42
.00
I I

2.78 .00
I I

3.000
I
.000
.00
I
1 .0
-I-

17.670
-I-
.0249
-I-
-I- -I-
-I-
-I-
.0149
-I-
.26
-I-
.00
-I-
.00
-I-

1.98 -I-
.013
-I-
.00
.00
I-
PIPE
1638.680
I
1044.250
I I

7.672
I I
1051.922 81.30

11.50 I

2.05 I
1053.98
.00
I I

2.78 .00
I I

3.000
I
.000
.00
I
1 .0
-I-

14.440
-I-
.0249
-I-
-I- -I-
-I-
-I-
.0149
-I-
.21
-I-

7.67 -I-
.00
-I-

1.98 -I-
.013
-I-
.00
.00
I-
PIPE
1653.120
I
1044.610
I I

7.526
I I
1052.136 81.30

11.50 I

2.05 I
1054.19
.00
I I

2.78 .00
I I

3.000
I
.000
.00
I
1 .0

WALL ENTRANCE
1653.120
-I-
I
1044.610
-I-
I I

10.551
-I-
I I
1055.161 81.30
-I- -I-

1.54 -I-
I
.04
-I-
I
1055.20
-I-
.00
-I-
I I

2.02 -I-

5.00 -I-
I I

10.000
-I-
I

5.000
-I-
.00
I
0 .0
I-

ODEEMT
Initial Study/Mitigated Negative Declaration
❑� CONSULTING Ynez Road Improvement -Phase I, PW23-02
Appendix E-2
Technical Memorandum for Water Quality Treatment for
Ynez Road Extension
JLC Engineering & Consulting, Inc
December 12, 2023

JLC--:�51�1%ifieeflfig Consulting, Inc,

TECHNCIAL MEMORANDUM

FOR WATER QUALITY TREATMENT FOR YNEZ ROAD EXTENSION
December 12, 2023
May 18, 2023
To: Ms. Kim Berry
From: Joseph Castaneda, P.E.

JLC is providing this technical memorandum to document the analyses performed by JLC Engineering to document the Design Capture Volume (DCV) that is required for the future extension of Ynez Road from Terra Vista Road to Rancho Vista Road. The proposed roadway improvements will create 0.50 acres of roadway area, see DMA 131.1, Exhibit A. As part of the analysis, the project design accounts for draining DMA 131.1 into the proposed catch basin which includes a Kraken insert that will be constructed as part of Tract Map utilized the additional pavement area to determine if the infiltration basin proposed by the project could treat the additional area.

Exhibit A has been developed to document the following:

1. The proposed catch basin and kraken insert that is being constructed as part of Rancho Highlands, Tract 23992.

2. Area 131 and Area B2 shown in blue that are part of the approved WQMP for Rancho Highlands, Tract 23992

3. Area 131.1 shown in red that represent the Ynez Roadway widening that is part of the road extension project.

The purpose of this memorandum is to determine the required DCV for DMA 131.1 that is part of the roadway extension and to assess the Water Quality Equivalency (WQE) by determining how much flow rate can be treated by the proposed catch basin and kraken insert that is being constructed as part of Rancho Highlands, Tract 23992.

Worksheet B1-1 has been used to calculate the DCV for DMA B1.1, DMA B2 and DMA B1, 131.1 and B2. The DCV is required as part of the WQE. The following table provides the DCVs.

DMA Area
Area ac
DCV ft3
131.1

0.50)
1,634
B2.2

0.320)
1,045
B1, B1.1, B2

1.65 5,391
(1) Represents the pavement area created by the project.

After the DCV is calculated a WQE is performed. Table 1.1 attached provides the DCV and the design intensity based on the new pavement area for DMA B1.1 and B2. Table 2 has been created to document the total DCV for DMA D1, B1.1 and B2. This total DCV and total area is used to compute the "Water Quality Treatment Flow Rate" defined as 0.297 cfs. This flow rate 12/12/2023 JLC ENGINEERING & CONSULTING, INC.
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TECHNCIAL MEMORANDUM

YNEZ ROAD EXTENSION

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Temecula City CouncilJanuary 27, 2026

Temecula City Council
January 27, 2026