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Home My WebLink AboutSDP 15-23; NORTH COAST MEDICAL PLAZA; HYDROLOGY AND HYDRAULIC STUDY FOR NORTH COAST MEDICAL PLAZA PHASE I & II; 2025-02-04 PRIORITY DEVELOPMENT PROJECT HYDROLOGY AND HYDRAULICS STUDY FOR: NORTH COAST MEDICAL PLAZA – PHASE I & II 6020 HIDDEN VALLEY ROAD CARLSBAD, CA PREPARED FOR: SSG TH, LLC c/o CBRE. 4365 Executive Drive #1600 San Diego, CA 92121 PREPARED BY: EXCEL ENGINEERING 440 State Place Escondido, CA 92029 Tel: (760) 745-8118 Project No: 22-081 DATE PREPARED: February 4, 2025 PREVIOUS SUBMITTALS: December 15th, 2022 March 28th, 2023 TABLE OF CONTENTS 1.0 Project Description 1.1 Project Purpose 1.2 Project Proposed facilities 2.0 Vicinity Map 3.0 Site Map 4.0 Description of Watershed 4.1 Existing Conditions Topography 4.2 Proposed Conditions + Project conditions Topography 4.3 Hydrologic Unit Contribution 5.0 Methodology 5.1 Hydrology Software 5.2 Routing Software 5.3 Hydraulics Software 6.0 Calculations 6.1 Determine the Watershed that affects the project 6.2 Calculate Runoff Coefficient 6.3 Calculate Storm Flows using the Rational Method 6.4 Design / Analyze proposed Storm Drain Facilities 7.0 Mitigation Measures 7.1 Mitigation of Increased Runoff 7.2 Check Capacity of Existing Downstream Storm Drain Facilities 8.0 Summary 9.0 References 10.0 Declaration Of Responsible Charge 11.0 Attachments Attachment A – Site Map Attachment B – Figures & Tables from the SD Hydrology Manual 2003 Attachment C – Watershed Information Watershed Map Soils Index Map Rainfall Isopluvial Maps Attachment D – Previously Approved Hydrology Report and Improvement Plans Attachment E – Post Developed Q Calculations Attachment F – Post Developed Hydrology Map Attachment G – Hydraulic Calculations G1. Purpose of Hydraulic Calculations G2. Methodology G3. Calculations from Hydraulics Software G4. Summary 1.0 PROJECT DESCRIPTION 1.1 Project Purpose The purpose of this project is to receive approval from the City of Carlsbad on a Grading Plan to construct a single medical office building and its associated infrastructure and improvements on an existing “building pad” parcel and its adjacent general use parcel (2.3 acre total disturbance). 1.2 Project Proposed Facilities The project is proposing to build a medical office building with approximately 50,000 square feet of useable building space. As part of the new buildings, associated improvements will include the installation of a new trash enclosure, approximately 1,900 square feet of outdoor patio area, approximately 240 parking spaces, and approximately 14% of the site will be landscaped throughout the parking areas and frontages. All necessary utilities (storm, sewer, water, dry, etc.) will be installed as part of the project and tie into existing stubs provided for the site by City of Carlsbad DWG No. 381-6. Normal uses of such a development will generate storm water runoff with the potential to carry pollutants to off-site tributaries. Biofiltration basins are planned to be incorporated throughout the site to treat and detain runoff from impervious and landscaped areas while allowing the higher flows to bypass the filtration system into the raised catch basin inlets and the private storm drain system that ties into the existing system that lies downstream. SSG TH, LLC is the recorded owner of the project site. 2.0 VICINITY MAP 3.0 SITE MAP Please see Attachment A – Site map 4.0 DESCRIPTION OF WATERSHED 4.1 Existing Conditions Topography The site is currently a rough graded pad being served by the existing improvements installed as part of the Kelly Corporate Center – Phase I (City of Carlsbad approved Drawing No. 381-6 and 381-6A) and west between Hidden Valley Road and Aviara Parkway. The graded pad has existing parking and drive aisles abutting it to the west and the south, and it is also served by utilities (sewer, water, storm drain, and dry utilities). Drainage flows to both the south, southwest, and the northwest to existing curb inlets located across the westerly drive aisle in islands adjacent to the Phase I medical office building and to an existing curb inlet located at the southwest corner of the existing parking lot of the existing building. Once collected in these curb inlets, the runoff flows through existing storm drainage pipes running westerly to the south and north of the existing building towards an existing storm drain main line run at the western property line that directs the combined flows of the entire site to the south. This main line run begins at the northwest corner of the property where it picks up a drainage swale (installed as part of Drawing No. 381-6A) located in a 50’-wide drainage easement immediately north of the parking areas and south of Palomar Airport Road. This collected flow is directed southerly and combines with the on-site flows, and connects to a series of box culverts that cross Hidden Valley Road as part of the Encinas Creek drainage path. Once in Encinas Creek, the flows are directed along the south side of Palomar Airport Road and enter the Pacific Ocean at South Carlsbad State Beach. This represents the Carlsbad Hydrologic Unit, Encinas HA (904.40). 4.2 Proposed Conditions + Project Conditions Topography The North Coast Medical – Phase I & Phase II project area consists of two areas of construction. The Phase I project area proposes to re-grade the existing entry driveway and narrow to allow parking stalls to be installed on the south side of the driveway entry. The driveway entry will be regraded to re-route the existing run-off from the current direction to flow to a sidewalk underdrain on the north side of the driveway entry that, once on the north side of the sidewalk will travel along a graded flowline to a biofiltration basin that will be installed on the north side of the driveway entry and enter a catch basin. New piping will be installed to connect from the catch basin to the existing curb inlet as part of Drawing 381-6. The existing circular entry way to the west side of the phase I site, will be removed and resurfaced along with the curb in the island adjacent to the circular entry to allow parking islands to be installed so that additional parking can be placed on the site. Re-striping of the north, will allow for additional compact parking spaces to be added. Parking stalls and drive aisle on the south end of the building (already installed and paved – with some restriping and islands added) runs west to east to the Phase II project area. The Phase II project area layout proposes to install a single medical office building (with an above-ground parking garage beneath the three-story building) in the central portion of the property with the main drive aisle connecting the west and east parcels located along the south side of the building (already installed). Parking stalls and associated drive aisles will be located west of the building (already installed and paved – but with some restriping) where the main entrance will be, the north side of the building, the east side of the building, and two drive aisles will be installed running south-to-north through the building’s garage. The building will have a roof that sheet flows west-to-east and the runoff from the roof will collect to four different roof drain locations along the eastern edge of the building roof with the ultimate destination being the two biofiltration basins to the east. Parking areas have been graded to drain to the biofiltration basins as well where a total of six (6) water quality biofiltration basins are to be installed around the site to treat the new roof and parking surfaces (accounting for landscape area runoff as well). These biofiltration facilities have been sized per the new BMP manual (Order No. R9-2013-0001). Based on the results of the single ring infiltration testing conducted as part of the Geotechnical supplemental investigation in October of 2016, infiltration on site greater than 0.5 inches per hour is not feasible, and all biofiltrations will be fully lined. See project Soil Report and Recommendations completed by Partner dated September 9, 2022 (revised May 23rd, 2023) Project No. 15-153691.3. See Attachment C for Partner Addendum 1 – Geotechnical Evaluation. Once within the water quality treatment systems, the stormwater percolates through the treatment medium into underdrains that route the flows to the private on-site storm drainage system (100-year flows will enter the system by overflowing into the catch basins). The private storm drainage system uses new piping to direct the flows to the existing curb inlets to the south (Basin 1), the northwest (Basin 2), and the southwest (Basin 3). As stated before, the curb inlets and the downstream piping were installed as part of Drawing No. 381-6. As calculated below and summarized further in Section 8, the proposed site discharges peak 100-year flows at less than those shown on Drawing No. 381-6 (existing flow of 6.5 CFS and proposed flow of 6.07 CFS as part of Basin 1, existing flow of 6.3 CFS and proposed flow of 6.26 CFS as part of Basin 2, and existing flow of 4.9 CFS and proposed flow of 4.14 CFS as part of Basin 3). The existing infrastructure was sized assuming the Phase II medical office building was to be developed according to the site plan that was approved as part of the Kelly Corporate Center Site Development Plan. Detention/peak flow mitigation occurs according to approved hydrology studies for Encinas Creek through this area as well as other reports completed as part of the original approvals of the 381-6 and 381-6A drawing sets. The Phase I site has a net zero change in hydrology with proposed work. The proposed pervious area has an increase in area with the new biofiltration area in the northwest corner of the driveway capturing flow from grading in this area. No additional hydrology calculations were anticipated, since as stated net change in hydrology is zero. Existing approved plans showing the installed infrastructure and the approved Site Plan from the Kelly Corporate Center Site Development Plan as well as the Encinas Creek hydrology study can be found in Attachment D. Proposed drainage patterns and basin areas have been detailed and are further shown on the Post-Development Hydrology Basin Map in Attachment F. The proposed minor changes in Phase I that increase the overall pervious area are tabulated and shown in Attachment F as well. 4.3 Hydrologic Unit Contribution The project site is within the Carlsbad Hydrologic Unit, Encinas HA. After drainage leaves the site, it combines with Encinas Creek and flows to the west where it discharges into the Pacific Ocean south of Palomar Airport Road at South Carlsbad State Beach. 5.0 METHODOLOGY This study complies with the 2003 San Diego Hydrology Manual. The rational method as presented in Section 3 of that manual and workbook examples were followed. 5.1 Hydrology Software The “Rational Hydrology Method, San Diego County (2003 Manual)” module of the CIVILCADD/CIVIL DESIGN Engineering software version 9.0 is used in this study. This software was also used to develop hydrographs from the rational method results. This procedure also complies with the 2003 San Diego Hydrology Manual as presented in Section 6. 5.2 Routing Software No routing calculations were performed for this site at this time. Should further routing be required upon further development of the site and possible site plan changes causing discharge rates to increase above the predeveloped rates, the existing hydromodification/water quality treatment ponds can be used as flow control facilities. In order to show this is the case, Hydraflow Hydrographs 2004 by Intelisolve would then be used in this step. The hydrograph developed from the rational method is then manually entered into this software and routed into each detention pond. 5.3 Hydraulics Software No increase in flows being released from the private storm drainage system at the single discharge point at the southwest corner of the site are expected versus the existing improvements that the infrastructure was designed for. Therefore, all downstream effects from stormwater velocities have already been accounted for by the reports and the plans approved for construction of the original Carlsbad Oaks Business Park infrastructure. 6.0 CALCULATIONS One hydrologic calculation will be done at this stage. Due to the 100-year peak flowrates already being determined for existing conditions as part of Drawing No. 381-6, the only calculation to be done as part of this report is the 100-year flowrates expected from the post-developed conditions. These numbers will be used to size the proposed storm drain pipes and to doublecheck if the existing storm drain outlet facilities are adequate. 6.1 Determine the Watershed that affects the project Please see the “Watershed Map” in Attachment C. 6.2 Calculate Runoff Coefficient The whole project site is in type “C” soil (as shown on the Soils Map included in Attachment C. Therefore, we are going to use all coefficients for that type of soil. As stated in section 3.1.2 of the San Diego Hydrology Manual on the second paragraph, “impervious percentage (% Impervious) as given in Table 3-1 for any area, shall govern the selected value for C.” For all areas to remain pervious post-construction a “C” factor of C=0.30 is used. The remainder of the site’s “C” factors will be based on the percentage of impervious within that subarea. 6.3 Calculate Storm Flows using the Rational Method The 100-year post-developed storm flows were calculated for this project to be 6.07 CFS flowing from Basin 1 (south basin), 6.26 CFS flowing from Basin 2 (north basin), and 4.14 CFS flowing from Basin 3 (west basin). These flows are 0.43 CFS less than that planned for as part of the existing Basin 1 infrastructure, 0.04 CFS less than that planned for as part of the Basin 2 infrastructure, and 0.76 CFS less than that planned for as part of the Basin 3 infrastructure. Please see “Post-Developed Q Calculations” in Attachment E for the developed conditions. 6.4 Design / Analyze Proposed Storm Drain Facilities Hydraflow Storm Sewers Extension for Autodesk Autocad Civil 3D 2015, version 10.4, (Storm Sewer), is used to design the storm drain network to convey the 100- year storm event flows. All underground storm drain pipes are analyzed with 100-year flow calculations and found to not be under pressure. Calculations confirm that all proposed drainage improvements will adequately convey 100-year peak runoff. See attachment G for hydraulic calculations. 7.0 MITIGATION MEASURES A Storm Water Quality Management Plan (SWQMP) has been prepared for this project to discuss treatment and flow control of the lower flows (2-year and 10- year). This Hydrology study analyzes the higher 100-year flows. 7.1 Mitigate Increase Runoff As discussed above, the post-developed runoff rates are 6.07 CFS at the existing curb inlet at the southwest corner of the site (Basin 1), 6.26 CFS at the existing curb inlet at the northwest corner of the site (Basin 2), and 4.14 CFS at the existing curb inlet further southwest of the site near the driveway entrance (Basin 3). The flowrate shown on DWG No. 381-6 being conveyed into the mainline storm drain run at the very west portion of the existing site is 6.5 CFS leaving the existing curb inlet at the southwest corner (Basin 1), 6.3 CFS leaving the existing curb inlet at the northwest corner (Basin 2), and 11.4 CFS leaving the existing curb inlet further west of the existing site near the driveway entrance (Basin 3). Note that the existing 11.4 CFS leaving Basin 3 includes the 6.5 CFS from Basin 1, therefore the delta flow rate used is 4.9 CFS. The flows from the existing Basin 1 curb inlet are conveyed into the existing Basin 3 curb inlet by an existing 24” RCP storm drain line as shown on DWG No. 381-6. The infrastructure installed as part of DWG No. 381-6 was designed using the 2003 San Diego County Hydrology Manual and was installed with the development of this parcel in mind. A review of the approved Site Plan for this parcel that was prepared as part of the entitlement documents (See Attachment D) shows a developed site footprint that is very similar to the proposed layout. The intent of the design of the original infrastructure is accounted for in the development of this site to a constructed condition, the development decreases the expected peak flows, and therefore no further mitigation is required. 7.2 Check Capacity of Existing Downstream Storm Drain Facilities Since peak flows are reduced, no further capacity analysis of downstream storm drain facilities is necessary. 8.0 SUMMARY This project will not negatively impact the existing downstream storm drain facilities. The resulting 100-year flowrates from the proposed development are less than those calculated and accounted for as part of the Kelly Corporate Center (SDP 97-25) where pads were graded out and infrastructure was installed to account for the expected development type that this site conforms to. Provided below is a summary table of pre versus post development conditions. PRE-DEVELOPMENT POST-DEVELOPMENT BASIN # 1 2 3 1 2 3 BASIN AREA (ACRES) 1.615 1.573 0.989 1.615 1.573 0.989 Q100 (CFS) 6.5 6.3 4.9 6.07 6.26 4.14 V100 (FPS) 4.02 4.01 4.95 3.76 3.98 4.18 Δ AREA (ACRES) 0 0 0 Δ Q100 (CFS) -0.43 -0.04 -0.76 9.0 REFERENCES County of San Diego, Department of Public Works, Flood Control Section, June 2003 San Diego County Hydrology Manual 10.0 DECLARATION OF RESPONSIBLE CHARGE I hereby declare that I am the engineer of work for this project. That I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions codes, and that the design is consistent with current design. I understand that the check of the project drawings and specifications by the City of Carlsbad is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design. ENGINEER OF WORK Excel Engineering 440 State Place Escondido, CA 92029 Tel – (760)745-8118 Fax – (760)745-1890 Project Number: 22-081 ___________________________________________________ 02/04/2025 Robert D. Dentino, RCE 45629 Date Registration Expire: December 31, 2026 ATTACHMENT A SITE MAP V V V V V V V V V V V V V V V FH FH FH FH V FH V V V V V s s s s s s s s s s s s s s V s s s V V V V V V V V V V ◊ ◊ ◊ ◊◊ V V V V V ATTACHMENT B FIGURES & TABLES FROM THE SD HYDROLOGY MANUAL 2003 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient “C” Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 11 12 100 2.6 4.5 57.8 2.6 5 6.85 10.0 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 ~ :::, 0 ~ a, .c. g 1.0 ~0.9 ·~o.8 _g0.7 0.6 0.5 0.4 0.3 0.2 0.1 7' ......... ..._ r-,.. .... 1' ........ , I' ' ........ '"' " ... ' '' .... ", -.... , ...... ' ..... .... ' ", ..... ..... I', .... ,.._ ,, I 'i..... ....... , .... ~, ..... ..... ... , ' ........ I ' 5 6 7 8 9 10 .... ..... "' ' .... ,.,, ' .... ', ~ ' "" "" ~ ....... .. ,, ' "" ~, "" .. ',, ......... "" ~ ' ' .... """"~ "" .. ~ "r-I"~ ' .... "",, .. ~,, .... , ,,.,, "",, 15 20 30 Minutes ~ I ~ ~ ~~ ~~~ ~~ ~ ~~ ~ ~ ~~ ~~ ~~ ~~ 40 50 Duration EQUATION I = 7.44 P5 o-0.645 I = Intensity (in/hr) P5 = 6-Hour Precipitation (in) D = Duration (min) .......... ..... "' ........ ..... ........ 'r-~ ... " .... I' ..... .... ', ' ~ ' ....... ', ·~ ' ~ .......... ....... 'r- ':-. ' ~ .... ' ....... ' ..... ·~ ........ I", ':-. ~ ' .... ~ ' ......... ' ........ ~ 2 3 4 Hours 5 6 Cf> I 0 5; "'D a, " 6.0 -g; 5.5 ~- 5.0 § 4.5 '§' " 4.o l 3.5 .!!!. 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Template Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed . Application Fonn: (a) Selected frequency ___ year p (b) P5 = __ in., P24 = __ .~ = __ %<2> 24 (c) Adjusted P6<2> = ___ in. (d) Ix= ___ min . (e) I= __ in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 1 h 5 2 f 2.5~3 3.5 Duration I I I I , - 5 2.63 3.9515.,~,§-59 7.90 9.22 7 2.12 3.1ef4.24 5.30 6.36-7~42 10 1.68 2.53 3.37 4.21 5.0~.90 1.30-1jif2.59 3.24 15 3.89 4.54 20 1.08 1.62j2.15 2.69 3.2un 25 0.93 1.40 1.87 2.33 2.80 3.27 30 0.83~ 1.24 1.66 2.07 ~49_,J0 90 40 ___Q,69_ 1.03li~ j.72_ 2.07 2.41 --50 0.60 0.90 1.19 1.49 1.79 2.09 60 0.53 0 .. 80 1.06 1.33 1.59 1.86 90 0.41 0.61 0.82 1.02 ..!.,_23, 1.43 120 0.34 0.51 0.68 0.85 1.02 1.19 150 0.29 0.44 0.59 0.73 0.88 1.03 180 0.26 0.39 0.52 0.65 0.78 0.91 240 0.22 0.33 0.43 0.54 0.65 0.76 300 0.19 0.2810.38 0.47 0.56 0.66 360 0.17 0.25 0.33 -0.42 0.50 0.58 _ '-+-4.5 5 -5i5 t 6 I I I I _!0,54 11.86_j_p .11 14.49 _!5.81 8.48 9.54 I 0.60 11.66 12.72 6.74 7.58 8.42 9.27 10.11 --c--+-, -,:T3 ""TI""8 5.19 5.84 6.49 4.31 4.85 5.39 5.93 6.46 3.73 4.20 4 .. 67 5.13 5.60 _3.32+3.73 4.15 4.56 4.98 2.76 3.10 3.45 3.79 ~13 2.39 2.69 2.98 3.28 3.58 2.12 2.39 2.65 2.92 3.18 1.63 1.84 2.04 2.25 2.45 1.36 1.53 1.70 1.87 2.04 1.18 1.32 1.47 1.62 1.76 1.04 1.18 1.31 1.44 1.57 0.87 0.98 1.08 1.19 1.30 0.75.,. 0.85 t 0.94 1.03 1.13 0.67 0.75 0.84 0.92 1.00 ~ ~ San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the “Regulating Agency” when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (Ti) .5% 1% 2% 3% 5% 10% Element* DU/ Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 14 3-3 15 Nomograph for Determination of Time of Concentration (Tc) or Travel Time (Tt) for Natural Watersheds 16 .6. E Feet .6.E 5000 4000 3000 2000 400 300 200 100 50 40 30 20 10 5 Tc = Tc = L = .6.E = EQUATION (1~~3)°.385 Time of concentration (hours) Watercourse Distance (miles) Change in elevation along effective slope line (See Figure 3-5)(feet) Tc Hours Minutes L MIies Feet 0.5 4000 ' 3000 ' ' 2000 '- 4 3 2 '-1800 , 1600 , 1400 , L 1200 1000 900 800 700 600 500 400 300 200 Tc 50 40 30 20 18 16 14 12 10 9 8 7 6 5 4 3 SOURCE: California Division of Highways (1941) and Kirpich (1940) FIGURE ~ F I G U R E SOURCE: California Division of Highways (1941) and Kirpich (1940) 3-5Computation of Effective Slope for Natural Watersheds Area “A” = Area “B” Watershed Divide Design Point Area “A” Watershed Divide L L Design Point (Watershed Outlet) Stream Profile Effective Slope Line Area “B” E 17 F I G U R E SOURCE: San Diego County Department of Special District Services Design Manual 3-6Gutter and Roadway Discharge - Velocity Chart 0.13 EXAMPLE: Given: Q = 10 S = 2.5% Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s. Depth RESIDENTIAL STREET ONE SIDE ONLY 1.5’ n = .015 1 2 3 4 5 6 7 8 9 10 20 30 40 50 Discharge (C.F.S.) 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.2 1.4 1.6 1.8 2 3 6 4 5 7 8 9 10 12 14 16 18 20 V = 2 . 5 f . p . s . V = 3 f . p . s . V = 4 f . p . s . V = 5 f . p . s . V = 6 f . p . s . V = 8 f . p . s . V = 1 0 f . p . s . V = 1 2 f . p . s . V = 2 f . p . s . Dep t h 0 . 7 F e e t Dep t h 0 . 6 F e e t Dep t h 0 . 5 F e e t Dep t h 0 . 4 F e e t Dep t h 0 . 3 F e e t Dep t h 0 . 2 5 F e e t Dep t h 0 . 2 F e e t % o f S t r e e t S l o p e V = 1. 5 f . p . s . 2% 2% n = .0175 PavedConcreteGutter 18 F I G U R E SOURCE: USDOT, FHWA, HDS-3 (1961) 3-7Manning’s Equation Nomograph s =0 .0 0 3 n =0 .0 2 SL O P E i n f e e t p e r f o o t - s HY D R A U L I C R A D I U S i n f e e t - R VE L O C I T Y i n f e e t p e r s e c o n d - V E X A M P L E R = 0.6 V = 2.9 EQUATION: V = ____ R2/3 s1/21.49n 0.3 0.2 0.15 0.100.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.0003 0.0004 0.0005 0.0006 0.0007 0.0008 0.0009 0.001 20 10 9 8 7 6 5 4 3 2 1.0 0.9 0.8 0.7 0.6 0.5 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 2 3 4 10 9 8 7 6 5 50 40 30 20 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.10 0.2 0.3 0.4 GENERAL SOLUTION RO U G H N E S S C o e f f i c i e n t - n 19 ATTACHMENT C WATERSHED INFORMATION Soils Index Map Point Rainfall Isopluvial maps WATERSHED MAP ■f--t--+-+32°45 County of San Diego Hydrology Manual Soil Hydrologic Groups Legend Soil Groups D GroupA -GroupB D Groupe D GroupD D Undetermined D Data Unavailable DPW ~GIS Oep!:ll'tment oiPut(ic Wa0ks Gw ;yvpfm; l11furrr,;_1/X)/1 Svrv,'cr.i:s- s1fGIS We Have San Diq;o Covered! THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. Copyright SanGIS. All Rights Reserved. This products may contain information from the SANDAG Regional Information System which cannot be reproduced without the written pem,ission of SAN DAG. This product may contain information which has been reproduced with permission granted by Thomas Brothers Maps. 3 Miles 800.419.4923 www.partneresi.com October 20, 2016 Mrs. Peggy Thrailkill Cushman & Wakefield 4747 Executive Drive, Suite 900 San Diego, California 92121 Subject: Addendum 1 - Geotechnical Evaluation North Coast Medical Office Building Adjacent to 6010 Hidden Valley Road Carlsbad, California 92011 Project Number: 16-153691.2 Dear Ms. Thrailkill: Per your request, we are providing this supplemental letter to present our recommendation for the use of storm water retention systems on the site. We performed two additional borehole permeameter “percolation” tests on the site at locations shown on the attached figure. The results of our testing indicated an infiltration rate of approximately 1 inch per hour with a depth of 4 feet of water and a diameter of 4 inches. With the correction factors applied, the corrected rate is less than 0.2 inches per hour for use in design, and hence the site is not recommended for storm water infiltration. In addition, we tested the surficial soil in the upper 20 inches, and found them to contain more than 20 percent clay material, with a plasticity index of 24. As such these are considered to be a part of hydrologic Soil Group C. Thank you for the opportunity to work with you on this project. Please let me know if you have any additional questions, Sincerely, Matthew Marcus, PE Technical Director – Geotechnical Engineering Attachments: Figures 1 & 2 – Site Location and Site Exploration Plans Appendix A – Infiltration Test Data Appendix B – Laboratory Data FIGURES 1 SITE LOCATION 2 SITE EXPLORATION PLANs FIGURE 1: SITE LOCATION Project No. 15-153691.2 Key: Approximate Site Location FIGURE 2: BORING LOCATIONS Project No. 15-153691.2 B4 Key: Previous Boring Locations New Percolation Test Locations Subject Site P2 P1 APPENDIX A: INFILTRATION TEST DATA APPENDIX A - INFILTRATION TEST P1 Project No. 16-135691.1 Reading Time Elapsed Depth Rate Rate Water Depth H:M M:S Inches Ft/Min In/hour Inches 1 7:40 0 60 2 7:50 10 6 0.6000 36 54 3 8:50 60 8 0.0333 2 52 4 9:50 60 9.5 0.0250 1.5 50.5 5 10:50 60.00 11 0.0250 1.5 49 6 11:50 60.00 12 0.0167 1 48 7 12:20 30.00 12.5 0.0167 1 47.5 8 12:50 30.00 13 0.0167 1 47 9 1:20 30.00 13.5 0.0167 1 46.5 RF= 6.8125 Rate = 1 Corrected = 0.146789 0 0.5 1 1.5 2 2.5 7:35 8:05 8:35 9:05 9:35 10:05 10:35 11:05 11:35 In c h e s p e r H o u r Time P1 APPENDIX A - INFILTRATION TEST P2 Project No. 16-135691.1 Reading Time Elapsed Depth Rate Rate Water Depth H:M M:S Inches Ft/Min In/hour Inches 1 7:20 0 60 2 7:30 10 12 1.2000 72 48 3 8:30 60 18 0.1000 6 42 4 9:30 60 20 0.0333 2 40 5 10:30 60.00 21 0.0167 1 39 6 11:30 60.00 22 0.0167 1 38 7 12:00 30.00 22.5 0.0167 1 37.5 8 12:30 30.00 23 0.0167 1 37 9 1:00 30.00 23.5 0.0167 1 36.5 RF= 5.5625 Rate = 1 Corrected = 0.179775 0 2 4 6 8 7:15 7:45 8:15 8:45 9:15 9:45 10:15 10:45 11:15 11:45 In c h e s p e r H o u r Time P2 APPENDIX B: LABORATORY DATA FIGURE B-1: LABORATORY DATA Project No. 15-153691.1 Hydrometer Results Percent Passing Soil Type Approximate Grain Size 96 Sand No. 10 34 Sand No. 20 32 Sand No. 40 28 Sand No. 100 27 Silt No. 200 26 Silt 0.006 mm 24 Clay 0.001 mm Plasticity Index Source Plastic Limit Liquid Limit Plasticity Index Composite P1 and P2 (0-20”) 15 39 24 NORTH COAST MEDICAL SITE 6 Hour Precipitation Depth = 2.6 inches NORTH COAST MEDICAL SITE 24 Hour Precipitation Depth = 4.5 inches ATTACHMENT D PREVIOUSLY APPROVED HYDROLOGY REPORT AND IMPROVEMENT PLANS I I 1· 1. I I I I I I I I I I I. I. .1 I ·I Prepared By: HYDRAULIC ANALYSIS OF ENCINAS CREEK, CARLSBAD, CALIFORNIA • • . FOR . • • PALOMAR/COLLEGE TOWNE CENTER Job No. 117-002 v February 4, 2000 Crosby Mead Benton & Associates 565a' El Camino Real • Suite 200 Carlsbad, CA 92008 (760) 438-121.0 Engineer of Work: · ·r2. Q@;~ -Boyd~strom ~- R.C.E. No. 15674 Exp. 06-30-01 f. I I ·1 I I I I I I. .I I I 1··. I I I I ·1 I . TABLE OF CONTENTS Section _ , • • Page· PURPOSE OF REPORT .. _ ................... _ ...................................................................... : ..... ; ... ;-.. 1 .. MODEL ASSUMPTIONS ....................... _ .................................................................. : .. .-........... 1 CONCLUSIONS ........... .' ..................... : ........... : .............................. , ..... , .................. _ .................. 2 • Appendix .A -Existing Conditions Hydraulic Calculations Appendix B -Proposed Condition Hydraulic Calculations Exhibits -60' Scale Map~ of Existing and Proposed 'conditions C:IL\hydrolll 17002.d~ .• J I I I I I I I I I -I I I I I I I I I I PURPOSE OF REPORT The purpose of this report is to prepare a hydraulic analysis of a portion of Encinas Creek base on its existing alignment and for a proposed condition depicting the Hidden Valley Road culvert. The portion of Encinas Creek that is addressed in this report is within the City of Carlsbad and • lies southerly of Palomar Airport Road bounded on the east by Aviara Parkway and terminates on the west approximately 600 feet westerly of Hidden Valley Road. This report also includes an analysis of the proposed open chahriel along the south side of Palomar Airport Road. HYDRAULIC MODEL ASSUMPTIONS The U.S. Army Corps of Engineers' River Analysis System (HEC-RAS) was used to model the study reach of Encinas Creek for this report. HEC-RAS Version 1.0 was released in July 1995 and is intended to be the successor to the Corps' HEC-2 water surface profile computer • program. Salient·as~umptions used for the study are discussed below. The water surface profiles are computed using an upstream flow rate of 1 ,400,cubic feet per second (CFS) ~nd a downstream flow rate of 1,560 cfs per Page 17 of the City's 1994 Master Drainage and Storm Water Quality Management Plan. The peak flow rates correspond to a 100-year storm event. It is noted that the improveme·nt plans for the Hidden Valley Road double 1 O' X 1 O' box culvert has a 100-year flow rate of 1,301 cfs while the proposed double 8' x 8' Aviara Parkway culvert, has a flow rate of 1,400 cfs shown on the improvementplans. • The· study reach of Encinas Creek is a nonprismatic trapezoidal earth channel with a predominate slope of less than 1 %. The channel has an approximate linear alignment except at the downstream end where it jogs northerly and then westerly. Manning's n value of 0.030 is used for the earth channel and an n value of 0.015 was· used for the box culverts. Cross sections are based on the 60' scale topographic maps. In order to calculate. a water surface profile, control water surface elevations (WSE) are required. • • The downstream WSE was set at normal depth. this appears to be a conservative (high) assumption because the channel base significantly widens downstream of station 10+00 and therefore there should be a corresponding decrease.in flow depth. The upstream WSE was set at critical depth in order to check for super critical flow. It is noted that the City's files were.• searched for control WSE, bu( none were found. C:\Llhydrol\117002.doc I I I I I I I I I I I. I I I I I I I I CONCLUSIONS The 100-year flow generally is contained within the channel, although there is a short reach upstream of the Aviara Parkway crossing where the channel is at capacity or overtopped. Therefore, remedial measures are required to provide adequate freeboard along that reach when that parcel develops. Velocities in some reaches of the. channel are erosive. The City's master plan proposes an . enhance channel with drop structures for these reaches. However, ·if the channel slope is . changed, then there will also be a resulting change in the water surface profile and impact to the • stream vegetation. With the development of the Kelly Corpor:ate Center site, there will be three discharge points to the Creed (see attached exhibit}'. Otherwise, the creek is to remain essentially u~disturbed. In addition, the project proposes a 50' fringe/buffer zo~e along the creek. C:\Llhydrol\117002.doc I' I I I I I I· I I I I I I I I 1· I ·1 I C:IL\hydrolll 17002.doc ·APPENDIX "A" HYDRAULIC CALCULATIONS ·EXISTING CONDITION • HEC-RAS Channel Profile • . HEC-RAS Tabulated Results - - - - - - - - -· ·--• -• - - - - -···· - - f<. -· ..... 95· 00 85 75· 70· 55 1(XX) ◊ ◊ ENCINAS EXISTING BY BJ W/ NO EFFECTIVE-ENCINAS1 9/16/99 10:34:56 AM Geom: ENCINAS1 Flow:.ENCINAS1 . .... ···-·•·· ..... ···········-·-· ............ ·······-··· ·-·······-·-.. 1 ···-·-····-·· .............. -....... -·-·······-·········-··-······ -···---···-·· 1500. 2(XX) Main Channel Dishnce (ft) ·, 4CXX) Legend WS PF 1 • Ground ◊ Obs WS PF 1 -------------------- HEC-RAS Plan: EXISTING ENCINAS CREEK •River Sta Q Total Min Ch El W.S.Ele\i :rit w.s E.G. Elev E.G. Slooe Vel Chnl Flow Area Top Width (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) 3835 1400 87 92.81 91.5 93.54 0.003263 6.85 205.59 54.87 3700 1400 86.5 91.17 91.17 92.75 0.00939 10.1 138.67 43.85 3583 1400 86 89.34 89.72 • 91.37 0.01418 11.46 122.21 43.67 3543 1400 80 83.75 85.68 90.02 0.046915 20.09 69.69 25.26 3407 1400. 78 83.24 83.71 86.66 0.009882 • 14.85 94.28 36.71 3314 Culvert 3240 1560 72.6 78.54 78.11 80.93 0.007252 12.41 112.8 27.7 3160 1560 72 75.74 77.05 79.85 0.026561 16.27 95.87 31.23 3060 1560 71.03' 77.15 76.32 78.46 0.00541 9.18 169.87 38.87 2545 1560 67.54 72.82 72.82 74.78 0.009402 11.26 138.54 35.26 2093 1560 63.1 72.36 69.19 72.82 0.001334 5.41 288.2 50.49 • 2068 1560 63 71.87 -68.14 72.74 0.001242 7.48 208.51 • 34.1 1952 Culvert 1951 1560 62.7 69.77 67.93 71.2 0.002762 9.59 162.66 26.3 1899 1560 62.86 69.86 70.9 0.004239 8.19 190.41 44.21 1507 1560 62 67.7 69'.01 0.005383 • 9.16 170.34 38.82 1440 1560 62 67.91 68.58 0.002548 '6.55 238.08 53.59 1368 1560 60 66.15 66.15 68.13 0.009224 11.28 138.33 34.93 1188 1560 58 65.42 64.43 66.58 0.004828 8.66 180.14 41.68 1072 1560 60 64.56 64.56 65.93 0.009486 9.41 166.13 61.51 1008 1560 60 63.69 63.96 65.11 0.014446 9.54 163.45 80.05 . 7 I I I I I I I I I I I I I I I I I I I I Plan: EN1 River: ENCINAS .CREEK Reach:1 Riv Sta: 1008 E.G. Elev (ft) 65.11 Element Vel Head (ft) 1.41 Wt. n-Val. W.S. Elev (ft) 63.69 Reach Len. (ft) Crit W.S. (ft) 63.96 Flow Area (sQ ft) E.G. Slooe (ft/ft) 0.014446 Area (SQ ft) Q Total (cfs) 1560 Flow (cfs) Top Width (ft) 80.05 Top Width (ft) Vel Total (ft/s) 9.54 Avg. Vel. (ft/s) Max Chi Opth (ft) 3.69 Hvdr. Depth (ftl Conv. Total (cfs) 12979.2 Conv. (cfs) Length Wtd. (ft) Wetted Per. (ft) Plan: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 1072 E.G. Elev (ft 65.93 Element Vel Head (ft 1.38 Wt n-Val. W.S. Elev (ft) 64.56 Reach Len. (ft) Crit W.S. (ft 64.56 Flow Area (SQ ft) E.G. Slooe I ft/ft) 0.009486 Area (SQ ft) Q Total (cfs) 1560 Flow (cfs) Top Width l ft) 61.51 Top Width (ft) Vel Total (ft/s) 9.39 Ava. Vel. (ft/s) Max Chi Opth (ft) 4.56 Hydr. Depth (ft) Conv. Total (cfs) 16017 Conv. (cfs) Length Wtd. (ft) 72.01 Wetted Per. (ft) Plan: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 1188 E.G. Elev (ft) 66.58 Element Vel Head (ft) . 1.16 Wt. n-Val. W.S. Elev (ft) 65.42 Reach Len. (ft) Crit W.S. (ft) 64.43 Flow Area (SQ ft) E.G. Slope (ft/ft) 0.004828 Area (SQ ft) Q Total (cfs) 1560 Flow (cfs) Top Width (ft) 41.68 Top Width (ft) Vel Total (ft/s) 8.66 Avg. Vel. (ft/s) Max Chi Opth (ft) 7.42 Hydr. Depth (ft) Conv. Total (cfs) 22450.6 Conv. (cfs) Length Wtd. (ft) 96.02 Wetted Per. (ft) Profile: PF 1 Left OB Channel Right OB 0.03 163.45 163.45 1560 80.05 9.54 2.04 12979.2 80.52 Profile: PF 1 Left OB Channel Right OB 0.03 0.03 45 72 95 165.59 0.54 165.59 0.54 1558.92 1.08 59.56 1.95 9.41 2 2.78 0.28 16005.9 11.1 60.74 2.02 Profile: PF 1 Lt1ft OB Channel Right OB i 0.03 10 96 160 180.14 180.14 1560 41.68 8.66 4.32 i 22450.6 45.13 I I I I I I I I I I I I I I I I I I I Plan: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 1368 E.G. Elev (ft) 68.13 Element Vel Head (ft) 1.97 Wt. n-Val. W.S. Elev (ft) 66.15 Reach Len. (ft) Crit W.S. (ft) 66.15 Flow Area (sQ ft) E.G. Slope (ft/ft) 0.009224 Area (SQ ft) Q Total (cfs} 1560 Flow (cfs) Top Width (ft) 34.93 Top Width (ft) Vel Total (ft/s) 11.28 Avg. Vel. (ft/s) Max Chi Dpth (ft) 6.15 Hydr. Depth (ft) Conv. Total (cfs) 16242.7 Conv. (cfs) Length Wtd. (ft) 200 Wetted Per. (ft) Plan: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 1440 E.G. Elev (ft) 68.58 Element Vel Head (ft) 0.67 Wt n-Val. W.S. Elev (ft) 67.91 Reach Len. (ft) Crit W.S. (ft} Flow Area (sQ ft) E.G. Slope (ft/ftl 0.002548 Area (SQ ft) Q Total (cfs) 1560 Flow (cfs) Top Width (ft) 53.59 Top Width (ft) Vel Total (ft/s) 6.55 Avq. Vet. {ft/s) Max Chi Dpth (ft) 5.91 Hydr. Depth (ft) Conv. Total (cfs) 30903.2 Conv. (cfs) Length Wtd. (ft) 72 Wetted Per. (ft) P:3n: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 1507 E.G. Elev (ft) 69.01 Element Vet Head (ft} 1.3 Wt n-Val. W.S. Elev (ft) 67.7 Reach Len. (ft) Crit W.S. (ft) Flow Area (SQ ft) E.G. Slope (ft/ft) 0.005383 Area (sq ft) Q Total (cfs) 1560 Flow (cfs) Top Width (ft) 38.82 Top Width (ft} Vet Total (ft/s) 9.16 Avg. Vet. (ft/S) Max Chi Dpth (ft) 5.7 Hydr. Depth (ft\ Conv. Total (cfs) 21262 Conv. (cfs) Length Wtd. (ft) 67 Wetted Per. (ft) Profile: PF 1 Left OB Channel Right OB 0.03 195 200 210 138.33 138.33 1560 34.93 11.28 3.96 16242.7 37.9 Profile: PF 1 Left OB Channel Right OB 0.03 125 72 40 238.08 238.08 1560 53.59 6.55 4.44 30903.2 56.12 Profile: PF i Left OB Channel Right OB 0.03 110 67 40 170.34 170.34 1560 38.82 9.16 4.39 21262 42.58 I I I I I I I I I I I I I I I I I I I Plan: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 1899 E.G. Elev (ft) 70.9 Element Vel Head (ft) 1.04 Wt. n-Val. W.S. Elev (ft) 69.86 Reach Len. (ft) Crit W.S. (ft) Flow Area (SQ ft) E.G. Slope (ft/ft) 0.004239 Area (sq ft) Q Total (cfs) 1560 Flow (cfs) Top Width (ft) 44.21 Top Width (ft) Vel Total (ft/s) 8.19 Avg. Vel. (ft/s) Max Chi Doth (ft) 7 Hydr. Depth (ft) Conv. Total (cfs) 23959.7 Conv. (cfs) Length Wtd. (ft) 392 Wetted Per. (ft) Plan: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 1951 E.G. Elev (ft) 71.2 Element Vel Head (ft) 1.43 Wt. n-Val. W.S. Elev (ft) 69.77 Reach Len. (ft) Crit W.S. (ft) 67.93 Flow Area (sq ft) E.G. Slooe (ft/ft) 0.002762 Area {sq ft) Q Total (cfs) 1560 Flow (cfs) Too Width (ft) 26.3 Top Width (ft) Vel Total (ft/s) 9.59 Avg. Vel. (ft/s) Max Chi Dpth (ft) 7.07 Hydr. Depth (ft) Conv. Total (cfs) 29683 Conv. (cfs) Length Wtd. (ft) 55 Wetted Per. (ft) Plan: EN1 Riv&~·: ENCINAS CREEK Reach:1 Riv Sta: 2068 E.G. Elev (ft) 72.74 Element Vel Head (ft) 0.87 Wt. n-Val. W.S. Elev (ft) 71.87 Reach Len. (ft) Crit W.S. (ft) 68.14 Flow Area (sq ft) E.G. Slope (ft/ft) 0.001242 Area (SQ ft) Q Total (cfs) 1560 Flow (cfs) Top Width (ft) 34.1 Top Width (ft) Vel Total (ft/s) 7.48 Avg. Vel. (ft/s) Max Chi Dpth (ft) 8.87 Hydr. Depth (ft) Conv. Total (cfs) 44261.8 Conv. (cfs) Length Wtd. (ft) 117 Wetted Per. (ft) Profile: PF 1 Left OB Channel Right OB 0.03 392 392 392 190.41 190.41 1560 44.21 8.19 4.31 23959.7 47.03 Profile: PF 1 Left OB Channel Right OB 0.03 55 55 55 162.66 176.08 1560 26.3 9.59 7.07 2~83 23 Profile: PF 1 .I Left OB Channel Right OB 0.03 117 117 117 208.51 271.05 1560 34.1 7.48 8.87 44261.8 23.5 I I I I I I I I I I I I I I I I I I I Plan: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 2093 E.G. Elev (ft) 72.82 Element Vel Head (ft) 0.45 Wt. n-Val. W.S. Elev (ft) 72.36 Reach Len. (ft) Crit W.S. (ft) 69.19 Flow Area (SQ ft) E.G. Slope (ft/ft) 0.001334 Area (sQ ft) Q Total (cfs) 1560 Flow (cfs) Top Width (ft) 50.49 TOD Width (ft) Vel Total (ft/s) 5.41 Ava. Vel. (ft/s) Max Chi Dpth (ft) 9.26 Hydr. Depth (ft) Conv. Total (cfs) 42703.8 Conv. (cfs) Length Wtd. (ft) 25 Wetted Per. (ft) Plan: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 2545 E.G. Elev (ft) 74.78 Element Vel Head (ft) 1.97 Wt. n-Val. W.S. Elev (ft) 72.82 Reach Len. (ft) Crit W.S. (ft) 72.82 Flow Area (sq ft) E.G. Slope (ft/ft) 0.009402 Area (sq ft) Q Total (cfs) 1560 Flow (cfs) Top Width (ft) 35.26 Top Width (ft) Vel Total (ft/S) 11.26 Avg. Vel. (ft/s) Max Chi Dpth (ft) 5.28 Hydr. Depth (ft) Conv. Total (cfs) 16088.8 Conv. (cfs) Lenath Wtd. (ft) 452 Wetted Per. (ft) Plan: EN1 River: ENCINA~ CREEK Reach:1 Riv Sta: 3060 E.G. Elev (ft) 78.46 Element Vet Head (ft) 1.31 Wt. n-Val. W.S. Elev (ft) 77.15 Reach Len. (ft) Crit W.S. (ft) 76.32 Flow Area (sq ft) E.G. Slope (ft/ft) 0.00541 Area (sq ft) Q Total (cfs) 1560 Flow (cfs) TOD Width (ft) 38.87 Top Width (ft) Vel Total (ft/s) 9.18 Avg. Vel. (ft/s) Max Chi Dpth (ft) 6.12 Hydr. Depth (ft) Conv. Total (cfs) 21209.9 Conv. (cfs) Length Wtd. (ft) 515 Wetted Per. (ft) Profile: PF 1 Left OB Channel Right OB 0.03 25 25 25 288.2 288.2 1560 50.49 5.41 5.71 42703.8 55.7 Profile: PF 1 Left OB Channel Right OB 0.03 452 452 452 138.54 138.54 1560 35.26 11.26 3.93 16088.8 38.59 Profile: PF 1 Left OB Channel Right OB 0.03 515 515 515 169.87 169.87 1560 38.87 9.18 ,i.37 21209.9 42.44 I I I I I I I I I I I I I I I I I I I Plan: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 3160 E.G. Elev (ft) 79.85 Element Vel Head (ft) 4.11 Wt. n-Val. W.S. Elev (ft) 75.74 Reach Len. (ft) Crit W.S. (ft) 77.05 Flow Area (sq ft) E.G. Slope (ft/ft) 0.026561 Area (sq ft) Q Total (cfs) 1560 Flow (Cfs) Top Width (ft) 31.23 Top Width (ft) Vel Total (ft/s) 16.27 Avg. Vel. (ft/s) Max Chi Dpth (ft) 3.74 Hydr. Depth (ft) Conv. Total (cfs) 9572 Conv. (cfs) Lenath Wtd. (ft) 100 Wetted Per. (ft) Plan: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 3240 E.G. Elev (ft 80.93 Element VelHead(ft 2.39 Wt. n-Val. W.S. Elev (ft) 78.54 Reach Len. (ft) Crit W.S. (ft) 78.11 Flow Area (sa ft) E.G. Slooe !ft/ft) 0.007252 Area (sa ft) Q Total (cfs) 1560 Flow (cfs) Top Width ( ft) 27.7 Top Width (ft) Vel Total (ft/s) 12.41 Avg. Vel. (ft/s) Max Chi Dpth (ft) 5.94 Hydr. Depth (ft) Conv. Total (cfs) 18318.9 Conv. (cfs) Length Wtd. (ft) 80 Wetted Per. (ft) Plan: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 3407 E.G. Elev (ft) 86.66 Element Vel Head (ft) 3.42 Wt. n-Val. W.S. Elev (ft) 83.24 Reach Len. (ft) Crit W.S. (ft) 83.71 Flow Area (sq ft) E.G. Slope (ft/ft) 0.009882 Area (sq ft) Q Total (cfs) 1400 Flow (cfs) Top Width (ft) 36.71 Top Width (ft) Vel Total (ft/s) 14.85 Avg. Vel. (ft/s) Max Chi Dpth (ft) 5.24 Hydr. Depth (ft) Conv. Total (cfs) 14083.1 Conv. (cfs) Lenath Wtd. (ft) 167 Wetted Per. (ft) Profile: PF 1 Left OB Channel Riaht OB 0.03 95 100 105 95.87 95.87 1560 31.23 16.27 3.07 9572 33.49 Profile: PF 1 Left OB Channel Riaht OB 0.03 80 80 80 112.8 156.45 1400 27.7 12.41 5.94 18318.9 19 Profile: PF 1 Left OB Channel RiahtOB 0.03 167 167 167 94.28 138.14 1400 36.71 14.85 5.24 14083.1 18 I I I I I I I I I I I I I I I I I I I Plan: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 3543 E.G. Elev (ft) 90.02 Element Vel Head (ft) 6.27 Wt. n-Val. W.S. Elev (ft) 83.75 Reach Len. (ft) Crit W.S. (ft) 85.68 Flow Area (SQ ft) E.G. Slope (ft/ft) 0.046915 Area (SQ ft) Q Total (cfs) 1400 Flow (cfs) Top Width (ft) 25.26 Too Width (ft) Vel Total (ft/s) 20.09 Avg. Vel. (ft/s) Max Chi Opth (ft) 3.75 Hydr. Depth (ft) Conv. Total (cfs) 6463.6 Conv. (cfs) Length Wtd. (ft) 136 Wetted Per. (ft) Plan: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 3683 E.G. Elev (ft) 91.37 Element Vel Head (ft) 2.04 Wt. n-Val. W.S. Elev (ft) 89.34 Reach Len. (ft) Crit W.S. (ft) 89.72 Flow Area (SQ ft) E.G. Slooe (ft/ft) 0.01418 Area (sa ft) Q Total (cfs) 1400 Flow (cfs) Top Width (ft) 43.67 Top Width (ft) Vel Total (ft/s) 11.46 Avg. Vel. (ft/s) Max Chi Opth (ft) 3.34 Hydr. Depth (ft) Conv. Total (cfs) 11756.7 Conv. (cfs) Length Wtd. (ft) 40 Wetted Per. (ft) Plan: EN1 River: ENCINAS CREEK Reach: 1 Riv Sta: 3700 E.G. Elev (ft) 92.75 Element Vei Head (ft) 1.58 Wt. n-Val. W.S. Elev (ft) 91.17 Reach Len. (ft) Crit W.S. (ft) 91.17 Flow Area (sq ft) E.G. Slope (ft/ft) 0.00939 Area (sq ft) Q Total (cfs) 1400 Flow (cfs) Top Width (ft) 43.85 Top Width (ft) Vel Total (ft/s) 10.1 Avg. Vel. (ft/s) Max Chi Dpth (ft) 4.67 Hydr. Depth (ft) Conv. Total (cfs) 14447.3 Conv. (cfs) Length Wtd. (ft) 117 Wetted Per. (ft) Profile: PF 1 Left OB Channel Right OB 0.03 • 136 136 136 69.69 69.69 1400 25.26 20.09 2.76 6463.6 27.2 Profile: PF 1 Left OB Channel Riaht OB 0.03 40 40 40 122.21 122.21 1400 43.67 11.46 2.8 11756.7 45.15 Profile: PF 1 Left OB Channel Riaht OB 0.03 117 117 117 138.67 138.67 1400 43.85 10.1 3.16 14447.3 45.46 I I I I I I I I I I I I I I I 1· I 1· ,I Plan: EN1 River: ENCINAS CREEK Reach:1 Riv Sta: 3835 . Profile: PF 1 E.G. Elev (ft) 93.54 Element Left OB Channel Right OB Vel Head (ft) 0.73 Wt n-Val. . 0.03 0.03 W.S. Elev (ft) 92.81 Reach Len. (ft) 135 135 135 Crit W.S. (ft) 91.S Flow Area (SQ ft) 203.95 1.63 E.G. Slooe (ft/ft) 0.003263 Area (sa ft) 203.95 1.63 Q Total (cfs) 1400 Flow (cfs) 1397.51 2.5 Top Width (ft) 54.87 Top Width "(ft) 50.83 4.04 Vel Total (ft/s) 6.81 Avg. Vet. (ft/s) 6.85 1.53 Max Chi Opth (ft) • 5.81 Hydr. Depth (ft) 4.01 0:4 Conv. Total (cfs) 24507.4 Conv. (cfs) ·. 24463.7 43.7 Length Wtd. (ft) 135 Wetted Per. (ft) 54.12 4.12 J / I I I I I I APPENDIX "8" · I HYDRAULIC CALCULATIONS •• PROPOSED CONDITION I . HEC-RAS Channel Profile • HEC-RAS Tabulated Results I 1· 1· I· I I • I I I ••-fl. I I ----~-------------- 8 CINAS-O/S ' * • NW DRAIN 1· 11 91* . . \ I_.\~ ' 447.* · .1691 .1651* .1611 .1571* .1531* .1491* .1451* 990 NE DRAIN 3835 combined-encinas2-15 ENCINAS1 2/15/00 2:58:02 PM ,LEE;_l_! ...:..JI~( :=:=:=:=:==MAIN CHANNEL 0/S,====:=:=:=:=~:=:=:=:====::=:=:=:=:=:=:===IMAIN CHANNEL U/S==:===========:=:=:=:=:=:=:=::L_.J....----,----, .----.---,----.---, N. Legend 6 l iii C I 100 ~ s D I s 90 -·· • • 60 50 -----------· -· 1000 1 in Horiz. = 300 ft 1 in Vert. = 1 0 ft I ·f I i l I I I ·• __ L __ . I 1500 ' ! ' I J_ - -i I i 2000 ,_, ______ ,_ EG PF 1 WS PF1 --•--- Ground Obs WS PF 1 j i ···; l I J --•• -- l4000 2500 3000 3500 / / Main Channel Distance (ft) /II <.-- - - - - - - - - - - - --· - -·--· - HEC-RAS Plan: ENCREEK MAIN CHANNEL ·• Reach River Sta QTotal Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width (cfs) (ft) (ft) ICft) 1cm (ft/ft) (ft/s) (SQ ft} (ft) ENCi NAS-DIS 1072. 1875 • 60 64.97 64.97 66.45 0.009264 9.79 192.64 67.08 ENCi NAS-DIS 1036.44* 1875 60 64.65 64.65 65.92 0.010013 9.02 207.9 84 ENCi NAS-DIS 1008 1875 60 64 64.28 65.53 0.014136 9.92 189.07 86.01 MAIN CHANNEL.UIS 3835 1400 87 92.79 .91.5 • -93.52 0.003321 6.89 204.31 54.67 MAIN CHANNEL UIS 3790.*· 1400. 86.83 92.65 93.35 '0.00376 6.74 208.3 63.05 MAIN CHANNEL UIS 3745.* • 1400 86.67 ', 92.35 93.14 0.005406. 7.15 195.94 .69.59 MAIN CHANNEL UIS 3700 1400 86.5 91.21 91.17 .92.75 0.009085 9.98 140.3 44.04 MAIN CHANNEL UIS 3660.*. 1400 86.33 90.85 90.85 92.37 0.009599 • 9.88 141.68 47.39 MAIN CHANNEL UIS 3620.* 1400 86.16 90.04 90.32 91.91 0.012136 10.95 127.8 43.49 MAIN CHANNEL UIS 3583 1400 86 89.29 89.72 91.39 0.014866 11.64 120.3 43.52 MAIN CHANNEL UIS 3543 1400 80 83.75 85.68 90.03 • 0.046996 20.1 69.65 25.26 MAIN CHANNEL UIS 3483.* 1400 -79.12 86.31 84.56 87.14 0.003106 7.33 191 40.39 MAIN CHANNEL UIS 3407 ~ 1400 78 83.71 83.71 86.59 . 0.007414 13.62 102.76 38.13 MAIN CHANNEL UIS 3314 Culvert . - MAIN CHANNEL UIS 3240 1560 72.6 78.54 78.54 81.51 · 0.007252 13.83 112.8 27.7 MAIN CHANNEL UIS 3160 1560 72 -75.53 77.05 80.26 0.032535 17.45 89.39 30.6 MAIN CHANNEL UIS 3110.* 1560 71.51 77.15 76.68 78.69 0.006836 9.96 . 156.57 38.08 MAIN CHANNEL UIS 3060 1560 71.03 76.79 78.34 0.006839 10 1.56.01 37.55 MAIN CHANNEL UIS 3010.* 1560 70.69 76.45 77.99 0.00678 9.96 156.69 37.73 MAIN CHANNEL UIS 2960.* 1560 70.35 76.12 77.65 0.006652 9.92 157.32 37.49 MAIN CHANNEL UIS 2910.* 1560 70.01 75.8 • 77.31 0.006515 9.86 158.2 37.37 MAIN CHANNEL UIS 2860.* 1560 69.67 75.49 76.97 0.006697 9.77 159.67 39.27 MAIN CHANNEL UIS 2810.* ,, 1560 69.34 75.17 76.63 0.006699 9.7 160.8 40.09 MAIN CHANNEL UIS 2760.* 1560 69 74.85 . 76.28 0.006583 9.62 162.21 40.5 MAIN CHANNEL UIS 27-10.* 1560 68.66 74.54 · 75.95 0.006396 9.53 163.71 40.56 MAIN CHANNEL UIS 2660.* 1560 68.32 74.24 . 75.62 0.006167 9.45 165.02 . 40.19 MAIN CHANNEL UIS 2610.* 1560 67.98 73.94 75.31 0.005948 . 9.4 165.94 39.52 MAIN CHANNEL UIS 2560.* 1560 • 67.64 73.63 75.01 0.005854 9.43 165.36 38.49 MAIN CHANNEL UIS 2545 1560 67.54 . 73.53 74.92 0.005856 9.46 164.87 38.13 MAIN CHANNEL UIS 2496.88* 1560 . • 67.05 73.41 ,. • 74.59 ' 0.004828 8.73 178.68 40.9 MAIN CHANNEL UIS 2448.76* 1560 66.56 73.31 74.32 0.004022 8.09 192.83 43.34 MAIN CHANNEL UIS 2400.64* 1560 66.07 73.22 . 74.1 0.003366 7.52 207.41 45.5 MAIN CHANNEL UIS 2352.52* -1560 65.58 73.15 73.91 0.002816 7.01 222.6 47.36 ·,.... ·, - - --· -·-· - -_, - -- -- -- -- - Reach River Sta Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width . (cfs) (ft) l(ft) (ft) (ft) (ft/ft) {ft/s) {sq ft) l(ft) MAIN CHANNEL UIS 2304.40* 1560 65.08 • 73.1 73.76 0.00232 6.53 239 48.64 MAIN CHANNEL U/S 2256.28* 1560 64.59 73.05 73.63 0.00188 6.08 256.39 49.16 MAIN CHANNEL U/S 2208.16* 1560 64.1 73.03 <" 73.52 0.001444 5.65 276.14 48.03 MAIN CHANNEL U/S 2160.04* 1560 63.61 73.01 73.44 0.001194 5.24 297.43 50.09 MAIN CHANNEL U/S 2111.92*· 1560 63.12 72.99 73.36 0.000991 4.88 319.82 52.15 MAIN CHANNEL U/S . 2110 1560 63.1 72.99 73.36 0.000984 4.86 320.71 52.23 MAIN CHANNEL D/S 2093 1710 63.1 72.87 73.33 0.00125 5.44 . 314.47 51.9 MAIN CHANNEL D/S 2068 1710 63 72.3 68.46 73.25 0.001275 7.82 218.59 44.54 MAIN CHANNEL D/S . 1952 Culvert - MAIN CHANNEL D/S 1951 1710 62.7 69.24 68.24 71.25 0.004301 11.36 • 150.48 I 26.09 MAIN CHANNEL D/S '.' 1899 1710 62.86 68.95 • 68.95 70.9 0.009086 11.21 152.58 39.22 MAIN CHANNEL D/S 1849.* 1710 63.33 69.46 67.78 70.08 0.002503 6:35 269.37 63.78 MAIN CHANNEL D/S 1799.* 1710. 63.81 69.65 69.89 0.001099 3.92 436.41 116.87 MAIN CHANNEL D/S 1779 1710 64 69.68 69.85 0.000731 3.27 523.25 135.72 MAIN CHANNEL D/S 1729.* 1710 63.23 I 69.67 69.81 0.000498 2.95 580.57 131.91 MAIN CHANNEL D/S 1679.* 1710 62.46 69.66 69.78 0.000381 2.83 604.81 118.72 MAIN CHANNEL D/S ; 1649 1760 62 69.64 69.77 0.000366 2.92 603.43 109.02 MAIN CHANNEL D/S 1599.* 1760 62 69.49 69.73 0.000812. 4 439.72 89.63 MAIN CHANNEL D/S 1549.* 1760 · 62 69.11 • 69.65 0.001967 5.86 300.33 66.53 MAIN CHANNEL D/S 1507 1760 62 67.88 69.41 0.006134 9.92 177.42 39.54 MAIN CHANNEL D/S 1487.* 1760 62 • 68.62 69.02 0.001539 5.08 346.16 79.79 MAIN CHANNEL D/S 1467.* 1760. 62 68.74 68.94 0.000764 3.55 496.02 116.91 MAIN CHANNEL D/S 1447.* 1760 62 68.79 68.9 0.00044 2.73 643.72 148.85 MAIN CHANNEL D/S .1440 1760 62 68.79 68.89 0.000369 2.53 696.14 158.69 MAIN CHANNEL D/S 1420.* 1760 61.44 68.73 68.88 0.000531 3.05 576.26 . 129.7 MAIN CHANNEL D/S • 1400.* 1760 60.89 68.61 68.86 0.000885 3.95 445.16 99.13 MAIN CHANNEL D/S 1380.* • 1760 60.33 68.26. 68.8 0.001978 5.91 298.04 64.99 MAIN CHANNEL D/S 1368 1760 60 66.82 68.63 0.007852 10.81 162.88 38.92 .... MAIN CHANNEL D/S·.· 1323.* -1760 59.5 • 66.32 66.2 68.21 0.008582 11.02 159.71 39.92 MAIN CHANNEL D/S 1278.* 1760 59 65.94 65.81 67.77 0.008523 10.85 162.23 41.48 MAIN CHANNEL D/S 1233.* • . 1760 58.5 65.66 67.32. 0.007413 10.31 170.68 42.35 • MAIN CHANNEL D/S ·1188 1760 58 65.49 64.8 66.92 0.005879 • 9.61 183.06 41.96 .-. . . I I I I I I I I I I I I I I I I I I I MAIN CHANNEL SECTIONS - Plan: EN1 River: ENCINAS DOWNSTRE Reach:ENCINAS-0/S Riv Sta: 1008 Profile: PF 1 E.G. Elev (ft) 65.53 Element Left OB Channel Right OB Vel Head (ft) 1.53 Wt. n-Val. 0.03 W.S. Elev (ft) 64 Reach Len. (ft) Crit W.S. (ft) 64.28 Flow Area (SQ ft) 189.07 E.G. Slope (ft/ft) 0.014136 Area (sQ ft) 189.07 a Total (cfs) 1875 Flow (cfs) 1875 Top Width (ft) 86.01 Too Width (ft) 86.01 Vel Total (ft/s) 9.92 Ava. Vel. (ft/s) 9.92 Max Chi Dpth (ft) 4 Hydr. Depth (ft) 2.2 Conv. Total (cfs) 15770 Conv. (cfs) 15770 Lenath Wtd. (ft) Wetted Per. (ft) 86.52 Plan: EN1 River: ENCINAS DOWNSTRE Reach:ENCINAS-0/S Riv Sta: 1072 Profile: PF 1 E.G. Elev (ft) 66.45 Element Left OB Channel Riaht OB Vel Head (ft) 1.49 Wt. n-Val. 0.03 0.03 W.S. Elev (ft) 64.97 Reach Len. (ft) 25 40 52.78 Crit W.S. (ft) 64.97 Flow Area (sa ft) 191 1.64 E.G. Slope (ft/ft) 0.009264 Area (sa ft) 191 1.64 a Total (cfs) 1875 Flow (cfs) 1870.3 4.7 Too Width (ft) 67.08 Too Width (ft) 63.69 3.39 Vel Total (ft/s) 9.73 Avg. Vel. (ft/s) 9.79 2.86 Max Chi Doth (ft) 4.97 Hydr. Depth (ft) 3 0.48 Conv. Total (cfs) 19480.4 Conv. (cfs) 19431.5 48.9 Lenath Wtd. (ft) Wetted Per. (ft) 64.88 3.53 Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL D/S Riv Sta: 1188 Profile: PF 1 E.G. Elev (ft) 66.92 Element Left OB Channel Riaht OB Vel Head (ft) 1.44 Wt. n-Val. 0.03 W.S. Elev (ft) 65.49 Reach Len. (ft) 64 64 64 Crit W.S. (ft) 64.8 Flow Area (SQ ft) 183.06 E.G. Slope (ft/ft) 0.005879 Area (sa ft) 183.06 a Total (cfs) 1760 Flow (cfs) 1760 Top Width (ft) 41.96 Top Width (ft) 41.96 Vel Total (ft/s) 9.61 Ava. Vel. (ft/s) 9.61 Max Chi Dpth (ft) 7.49 Hydr. Depth (ft) 4.36 Conv. Total (cfs) 22953.2 Conv. (cfs) 22953.2 Length Wtd. (ft) 64 Wetted Per. (ft) 45.45 I I I I I I I I I I -I I I I I I .I· I I Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL DIS Riv Sta: 1368 Profile: PF 1 • E.G. Elev (ft) . 68.63 Element Left OB Channel Right OB Vel Head (ft) 1.81 Wt. n-Val: 0.03 W.S. Elev (ft) 66.82 Reach Len. (ft) 48.75 50 52.5 Crit W.S. (ft) Flow Area (sq ft) • 162.88 E.G. Slooe {ft/ft) 0.007852 Area {SQ ft) 162.88 a Total (cfs) 1760 Flow (cfs) . 1760 Top Width (ft) 38.92 Top Width (ft) 38.92 Vel Total (ft/s) •. 10.81 AvQ. Vel. (ft/s) 10.81 Max Chi Dpth (ft) 6.82 Hydr. Depth (ft) . 4.19 Conv. Total ( cfs) 19862.2 Conv. (cfs) 19862.2 LenQth Wtd. {ft) 50 Wetted Per. (ft) 42.16 .. Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL D/S Riv Sta: 1440 Profile: PF 1 E.G. Elev (ft) 68.89 Element Left OB Channel Rioht OB Vel Head (ft} 0.1 Wt. n-Val. 0.03 W.S. Elev (ft} • 68.79 Reach Len. (ft) 37.5 20 11.11 Crit W.S. (ft) Flow Area (sa ft) 696.14 E.G. Slope (ft/ft} 0.000369 Area (sq ft} ' 696.14 a Total (cfs) -1760 Flow (cfs) 1760 Top Width (ft) 158.69 Top Width (ft} 158.69 Vel Total (ftls) 2.53 Ava. Vel. (ft/s) 2.53 Max Chi Doth (ft) 6.79 Hydr. Depth (ft) • 4.39 Conv. Total (cfs} 91644.8 Conv. (cfs} 91644.8 Length Wtd. (ft) 20 Wetted Per. (ft) 160.65 .. Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL O/S Riv Sta: 1507 Profile: PF 1 E.G. Elev (ft) 69.41 Element Left OB Channel RiQhtOB Vel Head (ft} 1.53 Wt. n~Val. 0.03 - W.S. Elev {ft). 67.88 Reach Len. (ft) '32.84 20 11.94 Crit W.S. (ft) Flow Area (sq ft) 177.42 E.G. Slope (ft/ft) 0.006134 Area (sq ft) 177.42 Q Total (cfs) 1760 Flow (cfs) 1760 Top-Width (ft) 39.54 Top Width (ft) 39.54 Vel Total (ft/s) 9.92 Avg. Vel. (ft/s) 9.92 Max Chi Opth (ft) • 5.88 Hydr. Depth (ft) . 4.49 Conv. Total (cfs) 22472.7 Conv. (cfs) 22472.7 Lenqth Wtd. (ft) 20 Wetted Per. (ft) . • 43.39 Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL D/S Riv Sta: 1649 Profile: PF 1 E.G. Elev (ft) • 69.77 Element Left OB Channel -RiQht OB Vel Head (ft) 0.13 Wt. n-Val. 0.03 • W.S. Elev (ft) 69.64 Reach Len. (ft) 50 , 50 50 Crit W.S .. (ft) Flow Area (sq ft) 603.43 E.G. Slooe (ft/ft) 0.000366 Area (sq ft) . 603.43 a Total (cfs) 1760 Flow (cfs) 1760 Top Width (ft) 109.02 Top Width (ft) 109.02 Vel Total (ft/s) 2.92 Avg. Vel. (ft/s) 2.92 Max _Chi Dpth {ft) , 7.64 Hvdr: Depth (ft) ... 5.53 Conv. Total (cfs) 91976.8 Conv. (cfs) 91976.8 Lenqth Wtd. (ft) • 50 Wetted Per. (ft) .. J 111. 78 • ... . . . r . , I I I I I I I I I I I I- I I I ·I I I I ' Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL D/S Riv Sta: 1779 Profile: PF 1 E.G. Elev (ft) 69.85 Element Left OB • Channel Right OB Vel Head (ft) 0.17 Wt. n-Val. 0.03 W.S. Elev (ft) 69.68 Reach Len. (ft) 50 50 50 Grit W.S. (ft) Flow Area (sq ft) 523.25 E.G. Slope (ft/ft) 0.000731 Area (sQ ft) 523.25 Q Total (cfs) 1710 Flow (cfs) 1710 Top Width (ft) 135.72 Too Width (ft) 135.72 Vel .Total (ft/s) 3.27 Avg. Vel. (ft/s) 3.27 Max Chi Doth (ft) 5.68 Hvdr. Depth (ft) . • 3.86 Conv. Total ( cfs) 63239.5 Conv. (cfs) • 63239.5 Length Wtd. (ft) 50 Wetted Per. (ft) . 137.28 Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL D/S Riv Sta: 1899 Profile: PF 1 E.G. Elev (ft) 70.9 Element Left OB Channel Right OB Vel Head (ft) 1.95 Wt. n-Val. 0.03 W.S. Elev (ft) 68.95 Reach Len. (ft) ) 50 50 50 Crit W.S. (ft) 68.95 Flow Area (sa ft) 152.58 E.G. Slope (ft/ft) 0.009086 Area (sq ft) 152.58 Q Total (cfs) 1710 Flow (cfs) 1710 Too Width (ft) 39.22 Top Width (ft) 39.22 Vel Total (ft/s) 11.21 Avg. Vel. (ft/s) 11.21 ' ' Max Chi Doth (ft) 6.09 Hvdr. Deoth (ft) 3.89 Conv. Total (cfs) 17940 Conv. (cfs) 17940 Length Wtd. (ft) 50 Wetted Per. (ft) 41.72 Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL D/S Riv Sta: 1951 Profile: PF 1 E.G. Elev {ft) 71.25 Element Left OB Channel· Right OB Vel Head (ft) 2.01 Wt. n-Val. . 0.03 W.S. Elev (ft) 69.24 Reach Len. (ft) 55 55 55 Crit W.S. (ft). 68.24 Flow Area (SQ ft) .. 150.48 E.G. Slope (ft/ft) 0.004301 Area (SQ ft) '162.22 Q Total (cfs) 1710 Flow (cfs) 1710 Top Width (ft) 26.09 Top Width (ft) 26.09 Vel Total (ft/s) 11.36 AvQ. Vel. (ft/s) 11.36 Max Chi Dpth (ft) 6.54 Hydr. Depth (ft) ' 6.54 Conv. Total (cfs) 26074.1 Conv. (cfs) 26074.1 Lenqth Wtd. (ft) 55 Wetted Per. (ft) 23 Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL D/S Riv Sta: 2068 Profile: PF 1 E.G. Elev (ft) 73.25 Element Left OB Channel Right OB Vel Head (ft) 0.95 Wt. n-Val. 0.03 W.S. Elev (ft) 72.3 Reach Len. (ft) 117 117 117 Crit W.S. (ft) 68.46 Flow Area (SCI ft) • 218.59 . E.G. Slope (ft/ft) 0.001275 Area (sq ft) 288.78 . Q Total (cfs) 1710 Flow (cfs) 1710 Top Width (ft) 44.54 Too Width (ft) 44.54 Vel Total (ft/s) 7.82 Avg. Vel. (ftls) 7.82 Max Chi Doth (ft) 9.3 Hydr. Depth (ft) .. 9.3 ' -Conv. Total (cfs) 47885.7 Conv. (cfs) 47885.7 Length Wtd. (ft) 117 Wetted Per. (ft) 23.5 I I I I I I I I .I I I I I 1· I I I I • . Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL D/S Riv Sta: 2093 Profile: PF 1 E.G. Elev (ft) 73.33 Element Left OB. Channel Rioht OB Vel Head (ft) 0.46 Wt. n-Val. 0.03 W.S. Elev {ftl 72.87 Reach Len. (ft) 25 25 25 Crit W.S. (ft) Flow Area (sq ft) 314.47 E.G. Slope (ft/ft) 0.00125 Area (so ft) 314.47 a Total (cfs) 1710 Flow {cfs) . 1710 Top Width (ft) 51.9 Top Width (ft) 51.9 Vel Total (ft/s) 5.44 Avg. Vel. (ft/s) ' 5.44 Max Chi Doth (ft) 9.77 Hydr. Depth {ft) 6.06 Conv. Total {cfs) 48356.6 Conv. (cfs) 48356.6 Length Wtd. (ft) 25 Wetted Per. (ft) . 57.49 Plan: EN1 . River: ENCINAS CREEK Reach:MAIN CHANNEL U/S Riv Sta: 2110 Profile: PF 1 E.G. Elev (ft) 73.36 Element Left OB Channel Rioht OB Vel Head (ft) 0.37 Wt. n-Val. 0.03 W.S. Elev {ft) 72.99 Reach Len. {ft) 17 . 17 .. 17 Crit W.S. (ft) Flow Area (sq ft) 320.71 E.G. Slope (ft/ft) 0.000984 Area {sq ft) 320.71 Q Total (cfs) 1560 Flow (cfs) 1560 Top Width (ft) . 52.23 Top Width (ft) · 52.23 Vel Total {ft/s) 4.86 Ava. Vel. (ft/s) 4.86 . Max Chi Dpth (ft) 9.89 Hvdr. Depth (ft) 6.14 Conv. Total (cfs) 49725.7 Conv. (cfs) . 49725.7 Length Wtd. (ft) 17 Wetted Per. (ft) 57.9 ~ Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL U/S Riv Sta: 2545 Profile: PF 1 E.G. Elev (ft) 74.92 Element . Left OB Channel RiQhtOB Vel Head (ft) 1.39 Wt. n-Val. .. 0.03 W.S. Elev (ft) 73.53 Reach Len. (ft) 50 50 50 Crit W.S. (ft) Flow Area (sq ft) 164.87 E.G. Slope (ft/ft) -0.005856 Area Csa ft) 164.87 -.. Q Total (cfs) 1560 Flow (cfs) 1560 Top Width {ft) . ,38.13 Top Width (ft) . 38.13 Vel Total (ft/s) 9.46 AvQ. Vel. {ft/s) 9.46 Max Chi Doth (ft) 5.99 Hydr. Depth (ft\ 4.32 ·conv. Total (cfs) 20386.5 Conv. (cfs) 20386.5 Lenath Wtd. (ft) 50 Wetted Per. (ft) -41.8 Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL UIS Riv Sta: 3060 Profile: PF 1 · E.G. Elev (ft) 78.34 Element Left OB Channel Right OB Vel Head (ft) 1.55 Wt. n-Val. 0.03 W.S. Elev (ft) 76.79 Reach Len. (ft) 50 50 50 Crit W.S. (ft) Flow Area (sq ft) 156.01 E.G. Slope (ft/ft) 0.006839 Area (sq ft) 156.01 a Total (cfs) • 1560 Flow (cfs). 1560 Top Width (ft) 37.55 Top Width (ft) ' 37.55 Vel Total (ft/s) 10 Avg. Vel. (ft/s) . 10 Max Chi Dpth (ft) 5.76 Hvdr. Depth (ft) . : 4.16 Conv. Total (cfs) 18863.1 Conv. (cfs) 18863.1 Lenqth Wtd. (ft) 50 Wetted Per. (ft) -40.91 • I I I I I I I I I I I I I I I I I I I I Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL U/S Riv Sta: 3160 Profile: PF 1 E.G. Elev (ft) 80.26 Element Left OB Channel Right OB Vel Head (ft) 4.73 Wt. n-Val. 0.03 W.S. Elev (ft) 75.53 Reach Len. (ft) 47.5 50. 52.5 Crit W.S. (ft) 77.05 Flow Area (SQ ft) 89.39 E.G. Slope (ft/ft) 0.032535 Area (SQ ft) 89.39 a Total (cfs) 1560 Flow (cfs) 1560 Top Width (ft) 30.6 Top Width (ft) 30.6 Vel Total (ft/s) 17.45 Avg. Vel. (ft/s) 17.45 Max Chi Dpth (ft) 3.53 Hvdr. Depth (ft) 2.92 Conv. Total (cfs) 8648.7 Conv. (cfs) 8648.7 Lenqth Wtd. (ft) 50 Wetted Per. (ft) 32.74 Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL U/S Riv Sta: 3240 Profile: PF 1 E.G. Elev (ft) 81.51 Element Left OB Channel. Right OB Vel Head (ft) 2.97 Wt. n-Val. 0.03 W.S. Elev (ft) 78.54 Reach Len. (ft) 80 80 80 Crit W.S. (ft) 78.54 Flow Area (sq ft) 112.8 E.G. Sloce (ft/ft) 0.007252 Area (SQ ft) 156.45 Q Total (cfs) 1560 Flow {cfs) 1560 Top Width (ft) 27.7 Top Width (ft) 27.7 Vel Total (ft/s) 13.83 Avg. Vel. {ft/s) 13.83 Max Chi Doth (ft) 5.94 Hvdr. Deoth (ft) 5.94 Conv. Total (cfs) 18318.9 Conv. {cfs) 18318.9 Length Wtd. {ft) 80 Wetted Per. {ft) 19 Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL UIS Riv Sta: 3407 Profile: PF 1 E.G. Elev (ft) 86.59 Element Left OB Channel Right OB Vel Head {ft) 2.88 Wt. n-Val. 0.03 W.S. Elev (ft) 83.71 Reach Len. (ft) 167 167 167 Crit W.S. {ft) 83.71 Flow Area lsa ft) 102.76 E.G. Slope {ft/ft) 0.007414 Area {SQ ft) 155.78 a Total (cfs) 1400 Flow (cfs) 1400 Top Width (ft) 38.13 Top Width (ft) 38.13 Vel Total (ftls) 13.62 AVQ. Vel. (ft/s) 13.62 Max Chi Dpth (ft) 5.71 Hydr. Depth {ft) 5.71 Conv. Total {cfs) 16259.1 Conv. {cfs) 16259.1 Lenoth Wtd. {ft) 167 Wetted Per. (ft) 18 Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL U/S Riv Sta: 3543 Profile: PF 1 E.G. Elev (ft) 90.03 Element Left OB Channel Right OB Vel Head (ft) 6.27 Wt. n-Val. 0.03 W.S. Elev (ft) 83.75 Reach Len. (ft) 60 60 60 Crit W.S. (ft) 85.68 Flow Area (sQ ft) 69.65 E.G. Slope (ft/ft) 0.046996 Area (sa ft) 69.65 a Total (cfs) 1400 Flow (cfs) 1400 Top Width (ft) 25.26 Top Width (ft) 25.26 Vel Total (ft/s) 20.1 Avg. Vel. (ft/s) 20.1 Max Chi Dpth (ft) 3.75 Hydr. Depth (ft) 2.76 Conv. Total (cfs) 6458 Conv. (cfs) 6458 Lenqth Wtd. (ft) 60 Wetted Per. (ft) 27.19 I I I I I I I I I I I I I I I I I I I Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL U/S Riv Sta: 3583 E.G. Elev (ft) 91.39 Element Left OB Channel Vel Head (ft) 2.1 Wt. n-Val. 0.03 W.S. Elev (ft) 89.29 Reach Len. (ft) 40 40 Crit W.S. (ft) 89.72 Flow Area (so ft) 120.3 E.G. Slooe (ft/ft) 0.014866 Area (so ft) 120.3 a Total (cfsl 1400 Flow (cfs) 1400 Top Width (ft) 43.52 Top Width (ft) 43.52 Vel Total (ft/s) 11.64 Ava. Vel. (ft/s) 11.64 Max Chi Dpth (ft) 3.29 Hydr. Depth (ft) 2.76 Conv. Total (cfs) 11482.4 Conv. (cfs) 11482.4 Lenqth Wtd. (ft) 40 Wetted Per. (ft) 44.97 Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL U/S Riv Sta: 3700 E.G. Elev (ft) 92.75 Element Left OB Channel Vel Head (ft) 1.55 Wt. n-Val. 0.03 W.S. Elev (ft) 91.21 Reach Len. (ft) 40 40 Crit W.S. (ft) 91.17 Flow Area (sQ ft) 140.3 E.G. Slooe (ft/ft) 0.009085 Area (SQ ft) 140.3 Q Total (cfs) 1400 Flow (cfs) 1400 Top Width (ft) 44.04 Top Width (ft) 44.04 Vel Total (ft/s) 9.98 Avo. Vel. (ft/s) 9.98 Max Chi Doth (ft) 4.71 Hydr. Depth (ft) 3.19 Conv. Total (cfs) 14687.8 Conv. (cfs) 14687.8 Lenath Wtd. (ft) 40 Wetted Per. (ft) 45.66 Plan: EN1 River: ENCINAS CREEK Reach:MAIN CHANNEL U/S Riv Sta: 3835 E.G. Elev (ft) 93.52 Element Left OB Channel Vel Head (ft) 0.74 Wt. n-Val. 0.03 W.S. Elev (ft) 92.79 Reach Len. (ft) 45 45 Crit W.S. (ft) 91.5 Flow Area Csa ft) 202.77 E.G. Slope (ft/ft) 0.003321 Area (so ft) 202.77 Q Total (cfs) 1400 Flow (cfs) 1397.67 Too Width (ft) 54.67 Top Width (ft) 50.75 Vel Total (ft/s) 6.85 Avg. Vel. (ft/s) 6.89 Max Chi Dpth (ft) 5.79 Hydr. Depth (ft) 4 Conv. Total (cfs) 24293.9 Conv. (cfs) 24253.5 Length Wtd. (ft) 45 Wetted Per. (ft) 54.03 Profile: PF 1 Right OB 40 Profile: PF 1 RiahtOB 40 Profile: PF 1 RiohtOB 0.03 45 1.54 1.54 2.33 3.93 1.51 0.39 40.4 4 - ----~----· - 85 80 75 70 - - - - --- - ----- 2/15/00 2:58:02 PM· combined-encinas2-15 ENCINAS1 r--...E============================:NEDRAIN.=============================3.__....:__..:__~~--,~------,--------,----, Legend EG PF 1 WS PF1 ----- Ground •••• ;.y •• ~-• ~-+--:-------:,;•~~..-'. :-"-•••••· .. -:-•L~-:----:-~-~ --r.;.:..>:-,•• °""' -Y--..... -:'..... ~r ..... -.. .-. ... i' .L _, 65 -· ·····-•••--•-•----•4--•-------•---·•-• ----_.._ ___ I,_. __ _ 60 500 1000 1 in Horiz. = 250 ft 1 in Vert. = 5 ft ' ! I --. ----l---------····----------·. ----~ -_ .... ------:-.---·- l l , 1500 Main Channel Distance (ft) 2000 . -•"' - .. , -~----"",--~--~ ~~'. --------- - - - - - - - - - - - - HEC-RAS Plan: EN1 River: ENCINAS CREEK Reach: NE DRAIN Reach River Sta Q Total Min Ch El W.S. Elev CritW.S. E.G. Elev E.G. Slooe Vel Chnl Flow Area Top Width (cfs) l(ft) (ft) l(ft) l(ft) (ft/ft) (ft/s) <sa ft) ICft) NE DRAIN 1990 10 75.6 77.07 76.05 77.07 0.000095 0.51 19.77 17.74 NE DRAIN 1960 85 75.2 76.76 76.99 0.005842 3.85. 22.06 21.04 NE DRAIN 1910.* 85 74.94 76.46 76.69 0.006026 3.86 22.01 21.46 NE DRAIN 1860.* 85 74.67 76.16 76.39 0.006098 3.85 • 22.07 21.85 NE DRAIN 1810.* 85 74.41 75.85 76.08 0.006243 3.86 22.04 22.21 NE DRAIN 1760.* 85 74.15 75.54 75.77 0.006268 3.85 22.06 22.33 NE DRAIN 1710.* 85 73.89 75.25 75.47 0.005539 3.71 22.93 22.41 NE DRAIN 1660.* 85 73.62 75.07 75.23 0.003725 3.24 26.27 23.32 NE-DRAIN 1610.* 85 73.36 74.96 75.07 0.002135 2.67 31.86 24.8 NE DRAIN 1560 85 · 73.1 74.91 74.99 0.001172 2.17 39.26 26.56 NE DRAIN 1510.* 85 72.85 74.89 74;94 0.000623 1.69 50.18 30.55 NE DRAIN 1460 101 72.6 74.87 74.91 0.00051 1.63 62.02 34.46 NE DRAIN 1410.* 101 72.33 74.85 . 74.88 0.000404 1.49 67.67 36.07 NE DRAIN 1360.* 101 72.07 74.83 74.86 0:0003 1.34 75.31 37.74 NE DRAIN 1310.* 101 71.8 74.83 74:85 0.000212 1.19 85.12 39.43 NE DRAIN 1260.* 101 71.53 74.82 74.84 0.000143 1.04 97.02 41.3 NE DRAIN 1210.* 101 .71.27 74.82 74.83 0.000095 0.91 111.01 43.51 NE DRAIN 1160 101 71 74.82 74.83 0.000063 0.8 127.49 45.71 NE DRAIN 111 0.* • 101 • 70.5 74.82 74.82 0.000042 0.68 148.95 47.11 NE DRAIN 1060 110 70 74.81 74.82 0.000034 0.65 170.31 49.07 NE DRAIN 1040 110 68 74.81 74.82 0.00002 0.55 201.32 49.07 NE DRAIN 1018 110 71 74.81 74.82 0.000062 0.8 138.64 49.64 NE DRAIN 982 110 66.4 74.81 69.72 74.82 0.000076 -0.79 142.09 50 NE DRAIN 980 Culvert NE DRAIN 504 110 64 73.38 73.38 0.000002 0.27 442.71 67.29 I·. I J -.I NORTH EAST DRAIN STATIONS I Plan: EN1 River: ENCINAS CREEK Reach:NE DRAIN Riv Sta: 504 Profile: PF 1 E.G. Elev (ft) 73.38 Element Left OB Channel RiQht OB I Vel Head (ft) 0 Wt. n-Val. -0.03 0.03 0.03 W.S. Elev (ft) 73.38 Reach Len. (ft) 7 7 7 Crit W.S. (ft) Flow Area (SQ ft) 42.45 374.07 • 26.18 1· E.G. Slope (ft/ft) 0.000002 Area (SQ ft) 42.45 374.07 26.18 a Total (cfs) 110 Flow (cfs) 6.21 99.81 3.98 Top Width (ft) 67.29 Top Width (ft)· 14.76 45 7.53 Vel Total (ft/s) 0.25 AvQ. Vel. (ft/s) 0.15 0.27 0.15 I· Max Chi Dpth (ft) 9.38 Hydr. Depth (ft) 2.88 8.31 3.47 ·Conv. Total (cfs) 82289.9 Conv. (cfs) 4648.5 74664.3 2977. LenQth Wtd. (ft) 7 Wetted Per. (ft) 15.73 46.24 9.61 I Plan: EN1 River: ENCINAS CREEK Reach:NE DRAIN Riv Sta: 982 Profile: PF 1 • E.G. Elev (ft) 74.82 Element Left OB Channel Ri!lht OB I Vel Head (ft) 0.01 Wt. n~Val. 0.033 0.033 W.S. Elev (ft) • 74.81 Reach Len. (ft) 477 477 477 Crit W.S. (ft) 69.72 Flow Area (sQ ft) . 5.29 136.8 E.G. Slope (ft/ft) 0.000076 Area (SQ ft) 5.29 136.8 .. I Q. Total (cfs) 110 Flow (cfs) 1.62 108.38 Top Width (ft) 50 Top Width (ft) 7 43 Vel Total (ft/s) 0.77 AVQ. Vel. (ft/s) 0.31 0.79 I Max Chi Dpth (ft) 8.41 Hvdr. Depth (ft) 0.76 3.18 Conv. Total (cfs) 12612.5 Conv. (cfs) 185.4 12427.1 LenQth Wtd. (ft) 477 Wetted Per. (ft) 7.71 47.74 I Plan: EN1 River: ENCINAS CREEK Reach:NE DRAIN Riv Sta: 1018 Profile: PF 1 E.G. Elev (ft) 74.82 Element Left OB Channel RiQhtOB Vel Head (ft) 0.01 Wt. n-Val. , 0.03 0.03 0.03 I. W.S. Elev (ft) 74.81 Reach Len. (ft) 36 36 36 Crit W.S. (ft) Flow Area (SQ ft) • 0.65 137.17 0.82 E.G. Slope (ft/ft) 0.000062 Area (SQ ft) . ·0.65 137.17 0.82 I Q Total (cfs) 110 Flow (cfs) . 0.13 109.7 0.17 Top Width (ft) 49.64 Top Width (ft) 1.62 • " 46 2.02 Vel Total (ft/s) 0.79 AvQ. Vel. (ft/s) 0.2 0.8 0.2 Max Chi Dpth (ft) 3.81 Hydr. Depth (ft) 0.4 2.98 • 0.4 I Conv. Total (cfs) 13947.4 Conv. (cfs) -16:4 13909.9 21 Length Wtd. (ft) 36 Wetted Per. (ft) 1.81 46.83 2.18 I Plan: EN1 • River: ENCINAS CREEK Reach:NE DRAIN Riv Sta: 1040 • Profile: PF 1 E.G. Elev (ft) 74.82 .Element left OB . Channel Right OB Vel Head (ft) . 0 Wt. n-Val. 0.03 I W.S. Elev (ft) 74.81 Reach Len. (ft) • 22 22 22 Crit W.S. (ft) Flow Area (SQ ft) 201.32 E.G. Slope {ft/ft) • 0.00002 Area (sQ ft) 201·.32 a Total (cfs) 110 Flow (cfs) 110 I Top Width (ft) 49.07 Top Width (ft) 49.07 Vel Total (ft/s) 0.55 Avg. Vel. (ft/s) . 0.55 Max Chi Dpth (ft) 6.81 Hvdr. Depth (ft) 4.1 .;. I C:onv. Total (cfs) 24829.1 Conv. (cfs) 24829.1 Lenqth Wtd. (ft) 22 Wetted Per. (ft) ' 51.23 i I ' . l 1,. I I I I I 1. I I I I I I I I I I Plan: EN1 . River: ENCINAS CREEK Reach:NE DRAIN Riv Sta: 1060 Profile: PF 1 E.G. Elev (ft) 74.82 Element left OB Channel Right OB Vel Head (ft) 0.01 Wt. n-Val. 0.03 W.S. Elev (ft) 74.81 Reach Len. (ft) 42 42 42 Crit W.S. (ft) Flow Area (sa ft) ' 170.31 E.G. Slope (ft/ft) 0.000034 Area (sa ftl 170.31 Q Total (cfs) 110 Flow (cfs) 110 Top Width (ft) 49.07 Top Width (ft) 49.07 Vel Total (ft/s) 0.65 Avg. Vel. (ft/s) 0.65 Max Chi Dpth (ft) 4.81 Hvdr. Deoth (ft) 3.47 Conv. Total (cfs) 18935A Conv. (cfs) 18935.4 Length Wtd. (ft) 42 Wetted Per. (ft) 50.64 Plan: EN1 River: ENCINAS CREEK Reach:NE DRAIN Riv Sta: 1160 Profile: PF 1 E.G. Elev (ft) 74.83 Element left OB Channel Riaht OB Vel Head (ft) 0.01 Wt. n-Val. 0.03 0.03 W.S. Elev (ft) 74.82 Reach Len. (ft) .. 50 50 50 Crit W.S. (ft) • Flow Area (so ft) 126.16 1.33 E.G. Slooe (ft/ft) 0.000063 Area (so ft) 126.16 1.33 Q Total (cfs) 101 Flow (cfs) 100.72 0.28 Top Width (ft) 45.71 Top Width (ft) 42.45 3.27 Vel Total (ft/s) 0.79 Avg. Vel. (ft/s) 0.8 .0.21 Max Chi Dpth (ft) 3.82 Hydr. Depth (ft) 2.97 0.41 Conv. Total ( cfs) -12748.4 Conv. (cfs) 12712.8 35.6 Length Wtd. (ft) 50 Wetted Per. (ft) 43.47 . 3.37 Plan: EN1 River: ENCINAS CREEK Reach:NE DRAIN Riv Sta: 1460. Profile: PF 1 E.G. Elev (ft) 74.91 Element left OB Channel RiohtOB Vel Head (ft) • 0.04 Wt. n-Val. 0.03 W.S. Elev (ft) 74.87 Reach Len. (ft) 50 50 50 Crit W.S. (ft) ' Flow Area (so ft) 62.02 E.G. Slope (ft/ft) . • 0.00051 Area {so ft) 62.02 a Total (cfs) 101 Flow {cfs) 101 Top Width (ft) 34.46 Top Width (ft) ' 34.46 Vel Total (ft/s) 1.63 Avo. Vel. (ft/s) 1.63 Max Chi Doth (ft) -2.27 Hvdr. Depth (ft) 1.8 Conv. Total (cfs) 4471.7 ·conv. (cfs) 4471.7 • Lenqth Wtd. (ft) 50 Wetted Per. (ft) 35.31 Plan: EN1 River: ENCINAS CREEK Reach:NE DRAIN Riv Sta: 1560 Profile: PF 1 E.G. Elev (ft) 74.99 Element· left OB Channel Right OB Vel Head (ft} 0.07 Wt. n-Val. 0.03 W.S. Elev (ft} • 74.91 Reach Len. (ft) 50 50 50 Crit W.S. (ft) Flow Area (sq ft) 39.26 E.G. Slope (ft/ft) 0.001172 Area (sa ft) 39.26 a Total (cfs) 85 Flow (cfs} 85 Top Width (ft) 26.56 Top Width (ft) 26.56 .. Vel Total (ft/s) 2.17 Ava. Vel:(ft/s) 2.17 Max Chi Dpth (ft) 1.81 Hydr. Depth (ft) 1.48 Conv. Total (cfs) 2483.1 Conv. (cfs) 2483.1 Length Wtd. (ft) 50 Wetted Per. (ft) ' . .. 27.21 . . ' l • • ' \ .; r . J • I I I I 1- 1 I I I I I ·• I· I. I· I I I 1-. Plan: EN1 River: ENCINAS CREEK Reach:NE DRAIN Riv Sta:·1960 E.G. Elev (ft) 76.99 Element Left OB Vel Head·(tt) 0.23 Wt. n-Val. W.S. Elev (ft) 76.76 Reach Len. (ft) 50 Crit W.S. (ft) . Flow Area lso ft) ' EG .. Slooe (ft/ft) 0.005842 Area lsa ft) Q Total (cfs) 85 Flow (cfs) Too Width (ft) 21.04 Too Width (ft) Vel Total (ft/s) 3.85 Ava. Vel. (ft/s) Max Chi Doth (ft) 1.56 Hvdr: Deoth (ft) Conv. Total (cfs) . 1112.1 Conv. {cfs) Lenoth Wtd. (ft) 50 Wetted Per. (ft) Plan: EN1 River: ENCINAS CREEK Reach:NE DRAIN Riv Sta: 1990 E.G. Elev (ft) 77.07 Element Left OB Vel Head (ft) 0 Wt. n-Vat W.S. Elev (ft) 77.07 Reach Len. (ft) 30 Crit W.S. {ft) 76.05 Flow Area (sa ft) E.G. Slooe (ft/ft) 0.000095 Area (so ft) Q Total (cfs) 10 Flow {cfs) Too Width (ft) 17.74 Too Width (ft) Vel Total (ft/s) 0.51 Avg. Vel. {ft/s) .. Max Chi Dpth (ft) 1.47 Hydr. Deoth (ft) . Conv. Total (cfs) 1026.7 Conv. {cfs) Length Wtd. (ft) 30 Wetted Per. (ft) Profile: PF 1 Channel Ri!lht OB . .0.03 50 50 22.06 22.06 85 - 21.04 3.85 1.05 1112.1 21.48 Profile: PF 1 Channel Ri!lht OB 0.03 30 30 19.77 19.77 10 17;74 0.51 1.11 • 1026.7 18.43 l ------------------- combined-encinas2-15 ENCINAS1 2/15/00 2:58:0i PM /=====================:::::;======:=NW DRAIIN::============================="'L--~---,---7 ~-L~e-g-en-d,----, 74 72 70 g C 0 1 iii 68 66 64 . i .. 62 o l -------,---1..,..oo ____ ,,_-,----,--2-to-o-.-......,... ....... ___,.-3-,o'o......,...---.----.-----.-40r-o---.--'--,------~so±:o~-..:..,.---~6~00:-'"--r---~7~00~- Main Channel Distance (ft) 1 in Horiz. = 100 ft 1 in Vert. = 2.5 ft EG PF 1 WS PF1 --- Ground ------------------- HEC-RAS Plan: EN1 River: North west drain Reach: NW DRAIN Reach River Sta Q Total Min Ch El W.S. Elev CritW.S. E.G. Elev E.G. Slooe Vel Chnl Flow Area Top Width (cfs) (ft) ICft) (ft) -(ft) (ft/ft) (ft/s) (sa ft) (ft) NWDRAIN • 0.1691 195 72.8 74.73 74.73 75.34 0.012994 6.29 30.98 25.68 NW DRAIN .1651* 195 72.5 73.82 74.01 74.68 0:021349 7.45 26.18 24.58 NW DRAIN 0.1611 195 72.2 73.79 73.53 74.19 0.007013 5.11 38.18 27.17 _ NW DRAIN .1571* 195 71.76 73.45 73.89 0.007792 5.34 36.53 26.51 NW DRAIN .1531*. 195 71.32 73.07 73.55 0.009221 5.53 35.26 27.72 NW DRAIN .1491* 195 70.88 72.55 72.55 73.1 0.013171 5.99 32.55 29.8 NW DRAIN .1451* 195 70.44 72.01 72.03 72.57 0.014108 5.98 32.62 31.59 NW DRAIN 0.1411 195 70 71.34 71.42 71.95 0.017104 6.26 31.14 32.53 NW DRAIN .1371* 195 68.8 70.55 70.66 71.24 0.018341 6.68 29.18 29.09 NWDRAIN .1331* 195 67.6 69.56 69.78 70.45 0.020279 7.57 25.76 22.77 NW DRAIN .1291* . 195 66.4 68.33 68.66 69.54 0.025012 8.8 22.15 18.05 NW DRAIN .1251* 195 65.2 68.17 67.51 68.53 0.004222 4.81 40.53 21.01 NW DRAIN . 0.1211 195 64 68.25 68.39 0.000989 2.91 67 24.15 NW DRAIN 0.1178 195 62 68.-26 65.26 68.35 0.000664 2.33 83.69 26.3 NW DRAIN 0.116 195 66 67.54 67.54 68.2 0.015144 6.5 29.99 22.93 NW DRAIN 0.1128 195 62 66.96 63.45 66.98 0.000165 1.2 161.96 52.21 I I I I I I I I I I I I I I I I I I I NORTH WEST DRAIN STATIONS Plan: EN1 River: North west drain Reach:NW DRAIN Riv Sta: 1128 E.G. Elev (ft) 66.98 Element Left OB • Vel Head (ft) 0.02 Wt. n-Val. W.S. Elev (ft) 66.96 Reach Len. (ft) 106 Crit W.S. (ft) 63.45 Flow Area (sQ ft) E.G. Slope (ft/ft) 0.000165 Area (SQ ft) a Total (cfs) 195 Flow (cfs) TopWidth (ft) 52.21 Top Width (ft) Vel Total (ft/s) 1.2 Avg. Vel. (ft/s) Max Chi Doth (ft) 4.96 Hydr. Depth (ft) Conv. Total (cfs) 15168.7 Conv. (cfs) Length Wtd. (ft) 106 Wetted Per. (ft) Plan: EN1 River: North west drain Reach:NW DRAIN Riv Sta: 1160 E.G. Elev (ft) 68.2 Element Left OB Vel Head (ft) 0.66 Wt. n-Val. W.S. Elev (ft} 67.54 Reach Len. (ft) 22 Crit W.S. (ft) 67.54 Flow Area (sQ ft) E.G. Slope (ft/ft) 0.015144 Area (SQ ft) Q Total (cfs) 195 Flow (cfs} Top Width (ft) 22.93 Top Width (ft} Vel Total (ft/s) 6.5 Avg. Vel. (ft/s) Max Chi Dpth (ft) 1.54 Hydr. Depth (ft} Conv. Total ( cfs) 1584.6 Conv. (cfs) Lenath Wtd. (ft) 32 Wetted Per. (ft} Plan: EN1 River: North west drain Reach:NW DRAIN Riv Sta: 1178 E.G. Elev (ft) 68.35 Element Left OB Vel Head (ft) 0.08 Wt. n-Val. W.S. Elev (ft) 68.26 Reach Len. (ft) 40 Crit W.S. (ft) 65.26 Flow Area (sQ ft) E.G. Slope (ft/ft) 0.000664 Area (SQ ft} a Total (cfs) 195 Flow (cfs) Top Width (ft) 26.3 Top Width (ft) Vel Total (ft/s) 2.33 Avg. Vel. (ft/s) Max Chi Doth (ft) 6.26 Hydr. Depth (ft) Conv. Total (cfs) 7566.2 Conv. (cfs) Length Wtd. (ft) 50 Wetted Per. (ft) .., Profile: PF 1 Channel Right OB 0.033 106 106 161.96 161.96 195 52.21 1.2 3.1 15168.7 53.99 Profile: PF 1 Channel RiahtOB 0.033 32 42 29.99 29.99 195 22.93 6.5 . 1.31 1584.6 23.59 Profile: PF 1 Channel RiahtOB 0.033 50 60 83.69 83.69 195 26.3 2.33 • · 3.18 7566.2 29.42 I I I I I I I I I I I I· I. I 1· l I I I I Plan: EN1 River: North west drain Reach:NW DRAIN Riv Sta: 1211 E.G. Elev (ft) 68.39 Element Left OB Vel Head (ft) • 0.13 Wt. n-Val. W.S. Elev (ft)· 68.25 Reach Len. (ft) 33 Crit W.S. (ft) Flow Area (sQ ft) E.G. Sloce (ft/ft) 0.000989 Area (so ft) . a Total (cfs) 195 Flow (cfs) Top Width (ft) 24.15 Top Width (ft) Vel Total (ft/s) 2.91 Ava. Ve!. (ft/s) - Max Chi Doth (ft) 4.25 . Hydr. Depth (ft) Conv. Total (cfs) 6200 Conv. (cfs). ' Length Wtd. (ft) 33 Wetted Per. (ft) Plan: EN1 River: North west drain Reach:NW DRAIN Riv Sta: 1411 E.G. Elev (ft) 71.95 Element Left OB Vel Head (ft) 0.61 Wt. n-Val. W.S. Elev (ft) 71.34 Reach Len. (ft) 40 Crit W.S. (ft) 71.42 Flow Area (sQ ft) E.G. Sloce (ft/ft) 0.017104 Area (sa ft) ' Q Total (cfs) 195 Flow (cfs) • . .. Top Width (ft) 32.53 Too Width (ft) Vel Total (ft/s) 6.26 Ava. Vel. (ft/s) .. Max Chi Dpth (ft) 1.34 Hydr. Depth (ft) Conv. Total (cfs) 1491 Conv. (cfs) '. Length Wtd. (ft) 40 Wetted Per. (ft) . Plan: EN1 River: North west drain Reach:NW DRAIN Riv Sta: 1611. E.G. Elev (ft) 74.19 Element Left OB Vel Head (ft) 0.41 Wt. n-Val. W.S. Elev (ft) 73.79 Reach Len. (ft) . 40 Crit W.S. (ft) 73.53 Flow Area (sQ ft) E.G. Slope (ft/ft) 0.007013 Area (sci ft). a Total (cfs) 195 Flow (cfs) Top Width (ft) 27.17 Top Width (ft) '. Ve! Total (ft/s) • 5.11 Ava. Vel. (ft/s) ' Max Chi Dpth (ft) 1.59 Hydr. Depth (ft) Conv. Total (cfs) . 2328.6 Conv. (cfs) Lenath Wtd. (ft) • 40 Wetted Per. (ft) Plan: EN1 River: North west drain Reach:NW DRAIN Riv Sta: 1691 E.G. Elev (ft) 75.34 Element Left OB Ve! Head (ft) 0.62 Wt. n-Val. W.S. Elev (ft) 74.73 Reach Len. (ft) 40 Crit W.S. (ft) 74.73 Flow Area (so ft) E.G. Slooe (ft/ft) 0.012994 Area (sq ft) a Total (cfs) 195 Flow (cfs) . Top Width (ft) 25.68 Top Width (ft) Vel Total (ft/s) 6.29 Avg. Ve!. (ft/s) Max Chi Dpth (ft) 1.93 Hydr. Depth (ft) .. Conv. Total (cfs) 1710.7 Conv. (cfs) Length Wtd. (ft) 40 • Wetted Per. (ft) ... Profile: PF 1 Channel Right OB 0.03 ,, ' 33 33 67 67 195 24.15 • 2.91 2.77 6200 26.24 Profile: PF 1 Channel RiahtOB 0.03 40 40 31.14 31.14 195 32.53 ' 6.26 0.96 1491 32.76 Profile: PF 1. • Channel Right OB 0.03 40 40 38.18 38.18 195 27.17 5.11 1.41 2328.6 27.94 "'Profile: PF 1 Channel Right OB 0.03 40 ., 40 30.98 30.98 195 25.68 _ 6.29 1.21 1710.7 26.31 } ' ,- I I- I I I . I . I· • - I .. - I . _-.. · I . - 1· I · .. I . ' I 1· I I 1· I .:.. EXHIBITS . \· • 60' Sca_le Maps \ / I I - - I -I -I I I -I I I I , I .• I _, I I I I I I/ ! if JO I , • .. . I I ,, I. - I I I I I - I I I I - I I l I I I l l - I I I -, l I ' ' ' ' I ' ' I I I I ' I - l I - ' I I ' ' -I. ' -I ' l ' I·; ' ' I I I ' l I l I I ,--1 - I I I I L ' I ' I I ' l r-' :...-- ' ~-I -, ' ' ,----- I ' ' I I - ' ' -l ' I I l I - I I I -' I I ' I I l ' -' 50.75 ' ' SCALE: -1'' == 60' ' 62.87 '· _, ' ' l l l l 74.46 1. 7,.._ ' --' ' - •.. -,:,: -~\ ' ! • ·, ; : . ·:; ~-:" ·;. ;";. .... .'t\;,·-1·;'_:.. '_' 11-·-~'~-~i ~~l-.ll-f+-+>Wl+.f/Mr,ft!H-+--' • '. . . - (l0.97 I, 6 , 2 ,3 8 , 0 0 () i ' ' I\. \\\ -'\-: 'I 1 "-r ; 'i ,£e, ----- ' ' ' ' _I I I -I p I I I I ' ---·--- lf/ \ \ I I \ ,\ . ~ ,. ' ,,.___-__ l ~~i'J:--l I -8J.2J - -) 11 f\8,gr---'° Wt -• • ---r;--III, _ - Ill --• --• • 0l.08 Curb ====:c -"'"'~==:-::--~--~-~ • ..,.~- -'-:; --=-_ --:::~•-·..':' 90.M N r -s,,L~~=-------:~--==-"'-/--, \ 7 p J-\ F, _'EL 3 BLDGL ~' _ 10.00 p}--JA sS 8 ----\ \ I --- -----~ -. - -~-,::.~·:, ~ e1 Sl 81.-40 eo.19 80.98 ~~@L9'@$~(Q) ©@~f!J)~11B@OO ~~llLW ©@~ L9J@~£1i~ ©~~u~~ HYDRAULIC ANLYSIS -ENCINAS CREEK 1 CROSBY JMEAD BENTON & ABBOCIATEIB Engineers • Planners • Surveyors 5650 Et Camino Real, Suite 200 Carlsbad, California 92008 (619) 438 1210 i I I I I I - I ' !JO~~-= I I I I I I I . I - I I I I I I i I 0 0 0 "' Ln "' co ~ ui ~, 0 ~, ~ ,o -" ru ~ r = " □ ~ 0 • ~ E .~ ' ~-w ? z " ~ 0. ' -,.,. ~ ~ ~ ·w "' ,.,. ·O: = <= ~ D ,.,. 0 • I I \ \ GENERAL NOTES 1. THIS PLAN SUPERSEDES ALL OTHER PLANS PREVIOUSLY APPROVED BY TH£ CITY OF CARLSBAD REGARDING IMPROVEMENTS SHOWN ON THIS SET OF PLANS. 2. APPROVAL OF THIS PLAN 00£5 NOT LESSEN OR WAIVE ANY PORTION OF THE CARLSBAD MUNICIPAL CODE, RESOLUTION OF CONDITIONAL APPROVAL, CITY STANDARDS OR OTHER ADDITIONAL DOCUMENTS LISTED HEREON AS THEY MAY PERTAIN TO THIS PROJECT. THE ENGINEER IN RESPONSIBLE CHARGE SHALL REVIS£ THESE PLANS WHEN NON-CONFORMANCE IS DISCOVERED. J. CITY APPROVAL OF PLANS DOES NOT RELIEVE THE DEVELOPER OR ENCINEER- OF-WORK FROM RESPONSIBILITY FOR THE CORRECTION OF ERRORS AND OMISSIONS DISCOVERED DURING CONSTRUCTION. ALL PLAN REVISIONS SHALL BE PROMPTLY SUBMITTED TO THE CITY ENGINEER FOR APPROVAL 4. A RIGHT-OF-WAY PERMIT FROM THE CITY ENGINEER YtlLL BE REQUIRED FOR ANY WORK IN THE PUBLIC RIGHT OF WA Y. PRIOR TO PERMIT ISSUANCE, A CERT/FICA TE OF INSURANCE MUST BE FILED NAMING THE CITY OF CARLSBAD AS AN ADDITIONAL INSURED ON THE PERM/ TTEE'S POLICY IN THE MINIMUM AMOUNT OF 11,000,000.00 FOR EACH OCCURRANCE OF LIABILITY. THE INSURANCE COMPANY WRITING THE POLICY MUST HA VE A RA TING OF 'A. AND A SIZE CATEGORY OF CLASS V AS ESTABLISHED 8 Y 'BESTS' KEY RA TING GUIDE. 5. NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HA V[ BEEN OBTAINED FROM THE CITY AND OTHER APPROPRIATE AGENCIES. 6. REVISION OF THESE PLANS MAY BE REQUIRED IF THE PROPOSED IMPROV[MENTS ARE NOT CONSTRUCTED PRIOR TO THE DEADLINE DA TE OF THE IMPROV[MENT AGREEMENT. Z NO REVISIONS YtlLL BE MADE TO THESE PLANS YtlTHOUT THE WRITTEN APPROVAL OF THE CITY ENGINEER, NOTED l!1THIN THE REVISION BLOCK, ON THE APPROPRIATE SHEET OF THE PLANS AND TITLE SHEET. 8. ORIGINAL DRAl!1NGS SHALL BECOME THE PROPERTY OF THE CITY UPON BEING SIGNED 8 Y THE Cl TY ENGINEER. 9. THE ORIGINAL ORA l!1NG SHALL BE REVISED TO REFLECT AS-BUil T CONDITIONS BY THE ENGINEER-OF-WORK PRIOR TO FINAL ACCEPTANCE OF THE WORK BY THE CITY. 10. ACCESS FOR FIRE AND OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO TH£ PROJECT SITE AT All TIMES DURING CONSTRUCTION. 11. WHERE TRENCHES ARE l!1TH/N CITY EASEMENTS, A SOILS REPORT COMPRISED OF: '.' ' (A) SUMMARY SHEET, (BJ LABORATORY WORK SHEETS AND (C) COMPACTION CURVES, SHALL BE SUBMITTED BY A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA, PR/NC/PALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. TH£ SOILS REPORT l!1Ll BE SUBMITTED TO TH£ CITY ENGINEERING INSPECTOR Yt1THIN TWO WORKING DA Y.S' OF COMPLETION OF FIELD TESTS. THE WRITTEN FIELD COMPACTION REPORT(S) SHALL 8£ IMMEDIATELY SUBMITTED TO TH£ CITY [NG/NE[RING INSPECTOR UPON COMPLETION OF THE FIELD TESTS. . 12; A PRFCONSTRUCT/QN Mff[ING SHAil Bf HQ Q AT THf S/TF PR/QR TO THf • BEGINNING OF WORK AND SHALL 8£ ATTENDED BY ALL REPRESENTA TIV[S RESPONSIBLE FOR CONSTRUCTION, INSPECTION, SUPERVISION, TESTING AND ALL OTHER ASPECTS OF THE WORK. THE CONTRACTOR SHALL SCHEDULE THE MEETING THROUGH THE PERMIT CLERK(C,02-27/J(J) AT LEAST FIVE(5) WORKING DA Y.S' PRIOR TO STARTING CONSTRUCTION. APPROVED ORA l!1NGS MUST BE AVAILABLE PRIOR TO SCHEDULING. • 13. ALL INSPECTION REQUESTS OTHER THAN FOR PRECONSTRUCT/ON MEETING l!1LL BE MADE BY CAWNG THE ENGINEERING 24-HOUR INSPECTION REQUEST LINE AT 764 438-389I.INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 2:00 P.M. T. P T. l SPECTIONS l!1LL BE MADE THE NEXT WORK DA Y UNLESS YOU REQUEST OTHER ms£. REQUESTS MADE AFTER 2: 00 P.M. Yt1LL 8£ SCHEDULED FOR TWO FULL WORK DA Y.S' LATER. 14. ·THE OWNER AND/OR APPLICANT THROUGH THE DEVELOPER AND/OR CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING, AND SHALL BE SOLEL Y RESPONSIBLE FOR CONFORM/NG TO ALL LOCAL. STA TE AND FEDERAL SAFETY AND HEAL TH STANDARDS, LA ltS AND REGULATIONS. ./5. THE CONTRACTOR SHALL CONFORM TO LABOR COO£ SECTION 6705 BY SUBMITTING A DETAIL PLAN TO THE CITY ENGINEER AND/OR CONCERNED AGENCY SHOWING THE DESIGN OF SHORING, BRACING SLOPING OR OTHER PROVISIONS TO BE MADE OF WORKER PROTECTION FROM THE HAZARD OF CAVING GROUND DURING THE EXCA VA TION OF SUCH TRENCH OR TRENCH£S OR DURING THE PIPE /NSTALLA TION THEREIN. THIS PLAN MUST BE PREPARED FOR ALL TRENCHES FIVE FEET (5') OR MORE IN DEPTH AND APPROVED BY THE CITY ENGINEER AND/OR CONCERNED AGENCY PRIOR TO EXCAVATION. IF Tl-IE PLAN VARIES FROM THE SHORING SY.S'TEM ~TANQARQ'i t;'iTABtt'if/EQ RY THf CQN'ilRIICTIQN SAFETY ORDFR'i [JUE 8 CALIFORNIA AOM/NISTRA TIVE CODE. THE PLAN SHALL BE PREPARED BY A REGISTERED ENGINEER AT THE CONTRACTORS EXPENSE. A COPY OF TH£ OSHA EXCAVATION PERMIT MUST 8£ SUBMITTED TO THE INSPECTOR PRIOR TO EXCAVATION. 16. IF ANY ARCHAEOLOGICAL RESOURCES ARE DISCOVERED WITHIN ANY WORK ZONE DURING CONSTRUCTION, OPfRA T/ON'i W I CEASE /MMfQ/A TEI >'. ANO THE PERM/TT££ l!1ll NOTIFY THE CITY ENGINEER. OPERATIONS WILL NOT RESTART UNTIL THE PERMITTEE HAS RECEIVED IIRITTEN AUTHORITY FROM THE CITY ENGINEER TO DO SO. 17. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO, INCLUDING WARMING UP, REPAIR, ARRIVAL, DEPARTURE OR OPERA 7/0N OF TRUCKS, EARTHMOVING EQUIPMENT, CONSTRUCTION EQUIPMENT AND ANY OTHER ASSOCIATED GRAOING EQUIPMENT SHALL BE UM/TEO TO THE PERIOD BETWEEN 7: 00 A.M. AND SUNSET EACH DAY, MONDAY THRU FRIDAY AND NO EARTHMOVING OR GRADING OPERATIONS SHALL BE CONDUCTED ON 'M:EKENDS OR HOLIDAYS. (A 'LIST OF CITY HOJJDA YS IS AVAILABLE AT THE ENGINEERING DEPARTMENT COUNTER.) 18. ALL OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO TH£ CITY ENGINEER FOR APPROVAL TWO FULL WORKING DA Y.S' PRIOR TO BEGINNING OF WORK, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTE OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION. I 19. NO BLASTING SHALL BE COMMENCED WITI-IOUT A CITY ENGINEER APPROVED BLASTING PROGRAM. 20. THE EXISTENCE AND LOCATION OF UTILITY STRUCTURES AND FACIUTIES SHOWN 21. 22. ON THE CONSTRUCT/ON PLANS 'MR£ OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. ATTENTION IS CALLED TO THE POSSIBLE EXISTENCE OF OTHER UTILITY FACILITIES OR STRUCTURES NOT SHOWN OR IN A LOCATION DIFFERENT FROM THAT SHOWN ON THE PLANS. THE CONTRACTOR IS RE.QUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN ON THE PLANS AND ANY OTHER EXISTING FACILITIES OR STRUCTURES NOT SHOWN. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING FACILITIES (ABOV[GROUNO AND UNDERGROUND) WITHIN THE PROJECT SITE SUFFICIENTLY AHEAD OF THE CONSTRUCTION TO PERMIT THE REVISIONS OF THE CONSTRUCTION PLANS IF IT IS FOUND THAT THE ACTUAL LOCATIONS AR£ IN CONFLICT WITH TH[ PROPOSED WORK. THE CONTRACTOR SHALL NOl/FY AFFECTED UTILITY COMPANIES (SE£ BELOW) AT LEAST TWO FULL WORKING DA Y.S' PRIOR TO STARTING CONSTRUCT/ON NEAR THEIR FACILITIES AND SHALL COORDINATE WORK 'MTH A COMPANY REPRESENTATIVE. UNDERGROUND SERVICE ALERT-------------I-800-422-4/JJ SOG&E -------------(619) 438-6200 PACIFIC BELL -------------1(800)4'22-4135 DANIELS CABLEVISION -------------1(613)'138-5241 CITY OF CARLSBAD(STREETS AND STORM DRAIN) - - - - -(760} 438-2980 'CARLSBAD MUNICIPAL WATER DISTRICT---------(760) 4'38-'2722 (SEWER, WATER & RECLAIMED WATER) - ' SAN 0/EGUITO WATER DISTRICT --- ------ ----(760) 753-1145 'LEUCADIA COUNTY WA lfR DISTRICT - - - - - - - - - - -(160} 753-0155 ' VALLECITOS WATER DISTRICT - - - --- - - - - - - -(160) 744-0460 'OLIVENHAIN WATER DISTRICT - - - - - - - - - - - - -(760) 753-6466 'BUENA SANITATION DISTRICT - - - - - - - - - - - - -(160) 565-5657 'AS APPROPRIA TE STREET NOTES 1. ACT/JAL STRUCTURAL SECTIONS l!1Ll BE DETERMINED AFTER 'R' VALUE TESTS HA VE BEEN CONDUCTED BY A PROFESSIONAL ENGINEER OF THE STA TE OF CALIFORNIA, PR/NC/PALLY DOING BUSINESS IN THE FIELD OF APPLIED SOIL MECHANICS,ON Tl-IE PREPARED BASEMENT SOIL. THE "R' VALUE TESTS AND THE ENGINEERED STRUCTIJRAL SECTION MUST BE SUBMITTED TO TH£ ENGINEERING INSPECTOR FOR REVIEW AND APPROVAL A MINIMUM OF TWO (2) CITY WORKING DAYS BEFORE THE WORK BEGINS. 2. STREET LIGHTS SHALL BE INSTALLED AS SHOWN ON THESE PLAN:f,/JNDERGROUND CONDUIT RUNS, SERVICE POINTS AND HAND-HOLES SHALL BE SHOWN ON THE "AS-BUil r• PLANS. NO DIRECT BURIAL STREET LIGHT FOUNDA {IONS Will BE ALLOWED. ALL LUM/NA/RES SHALL BE ·cur OFF" TYPE. J. All UNDERGROUND UTILITIES AND LATERALS SHALL BE INSTALLED PRIOR TO CONSTRUCTION OF CURBS, CROSS GUTTERS OR SURFACING OF STREETS. 4. STORM DRAIN PIPE SHALL BE REINFORCED CONCRETE PIPE WITH A . MINIMUM 0-LOAD OF 1,350. FOR PR/VA TE STORM DRAIN PIPES, UP TO 15' PVC MAY BE UTILIZED PROVIDED DEPTI-I IS LESS THAN 15 FEET AND BACKFILLED WITH J/4' ROCK PER SDRSD S-4 TYPE •c• AND PIP£ MEETS ASTM STANDARD 3034 FOR SOR 35 SOLID WALL PIPE. 5. WHERE AN EXISTING PIPE LINE IS TO 8£ ABANDONED IT SHALL BE REMOVED WITHIN TWENTY FEET OF BUILDING OR STREET AREAS AND REPLACED WITH PROPERLY COMPACTED SOILS. IN OTHER AREAS THE PIPE 'MLL BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY THE CITY ENGINEER. 6. YtliEELCHAIR RAMPS SHALL 8£ INSTALLED PER REQUIREMENTS OF TITLE 24, CALIFORNIA ADMINISTRATIVE CODE. 7. STREET TREES SHALL BE INSTALLED PER SECTION IV D.J OF THE CITY OF CARLSBAD LANDSCAPE MANUAL. 8. FIRE H'fDRANT MARKERS SHALL 8£ PLACED IN THE STREET WITHIN TH[ LIMITS OF WORK OF THIS PLAN PER SORS DWG M/9. 9. ALL SURVEY MONUMENTS AND POINTS THAT ARE DISTURBED BY THIS WORK SHALL BE RE-ESTABLISHED, PERPETIJA TED, AND DOCUMENTED PER THE PROFES5/0NAL LAND SURvEYORS ACT. 10. TWO (2) SETS OF SURVEY (CUT} SHEETS SHALL BE PROVIDED TO THE CITY ENGINEERING INSPECTOR. SEWER NOTES 1. SEWER MAIN AND APPURTENANCES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE 'CARLSBAD MUNICIPAL WATER OISTRICrs SEWER SY.S'TEM -DESIGN CRITERIA, STANDARD DRAWINGS AND SPECIF/CA 7/0NS~ AND THE STANDARD SPECIFICATIONS, MARCH 1993, AND THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCT/ON, LA TEST EDITION (GREEN BOOK}. 2. THE CONTRACTOR SHALL OBTAIN AN EXCAVA T/ON PERMIT FROM THE DIVISION OF INDUSTRIAL SAFETY BEFORE ANY EXCAVATION AND SHALL ADHERE TO ALL PROVISIONS OF THE STATE CONSTRUCT/ON SAFETY ORDERS. J. E)[FORE ANY CONNECTION TO THE 0/STRICrs EXISTING SY.S'TEM, A PERMIT SHALL BE OBTAINED FROM THE DISTRICT. IT MUST BE SIGNED AND APPROVED BY THE 0/STRICrs ENGINEER AND SUPERINTENDENT. 4. BEFORE CONSTRUCTION BEGINS IN ANY PUBLIC RIGHT OF WAY, A CITY RIGHT OF WAY PERMIT SHALL BE REQUIRED. 5. Tl-IE CONTRACTOR SHALL NOTIFY THE CITY OF CARLSBAD ENGINEERING INSPECTION 48 HOURS PRIOR TO THE BEGINNING OF CONSTRUCTION. (TELEPHONE NO. {760} 438-3891) WATER NOTES I. WATER MAIN ANO APPURTENANCES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE 'CARLSBAD MUNICIPAL WATER DISTRICT'S PROCEDURAL GUIDE -GENERAL DESIGN REQUIREMENTS AND STANDARDS AND SPECIF/CATIONS FOR CONSTRUC7JON OF PUBLIC POTABLE WATER FACILIT/£S,DATED OCTOBER 1993, OR THE LATEST REVISION. 2. THE CONTRACTOR SHALL OBTAIN AN EXCAVATION PERMIT FROM THE DIVISION OF INDUSTRIAL SAFETY BEFORE ANY EXCA VA T/QN AND SHALL PROVIDE PROOF OF OSHA NOTIFICATION AND SHALL ADHERE TO ALL PROVISIONS OF THE STATE CONSTRUCTION SAFETY ORDERS. J. BEFORE ANY CONNECTION OR SHUT DOWN OF VALVES ON EX/57/NG C./,1. W.O. LINES, A PERMIT SHALL BE OBTAINED FROM THE C.M. W.D. OFFICE AND MUST BE SIGNED AND APPROVED BY DISTRICT ENGINEER AND DISTRICT SUPERINTRNDENT. 4. A PRECONSTRUCTION CONFERENCE MEETING SHALL BE HELD A MINIMUM OF 7 DA Y.S' BEFORE CONSTRUCTION BEGINS. Tl-IE CONfRACTOR SHALL NOTIFY THE CITY OF CARLSBAD ENC/NEERING INSPEC7/0N 48 HOURS PRIOR TO BEGINNING OF CONSTRUCTION (TELEPHONE N0.{760] 438-3891} FOR SCHEDULING. • 5. NO TREES OR STRUCTURES SHALL BE ALLOWED IN THE WATER LINE EASEMENT, All EXISTING TREES AND STRUCTIJRES SHALL BE REMOVED PRIOR TO COMMENCEMENT OF WORK -ANY EXCEPTIONS SHALL REQUIRE WRITTEN PERMISSION FROM THE DISmlCT ENGINEER. 6. THE EXACT HORIZONTAL AND VERTICAL ALIGNMENT AND T'fPE OF MATERIALS OF TH£ FIRE LINE LOCATED BETWEEN THE DETECTOR CHECK VAL vE AND BUILDING SHALL BE DETERMINED 8 Y THE CITY OF CARLSBAD FIRE MARSHAL. 7. ALL RECLAIMED WATER MAINS AND APPURTENANCES SHALL BE CONSTRUCTED IN ACCORDANCE Willi TH£ 'CARLSBAD REaAMA TION RULES ANO REGULATIONS FOR THE CONSTRUCTION OF RECLAIMED WATER MAINS -CARLSBAD MUNICIPAL WATER DISTRICT", OCTOBER 1993 OR AS AMENDED. . \ LEGEND: \ DESCR!P 1101•/S STO. OWG. SYMBOL QUANTITY 1------------L_ _____ _j_ ______ .L_ ____ ..::___j., CITY OF OCEANSIDE HIGHWAY 78 .1/ALLECIT0S WATER O/STRICT I :< SURFACE IAIPROvE,1/ENTS: AC PAVEMcNT STATEMENT RELATING TO REIM8URSEMENTAGREE~ MENTS ANO EXTENSIONS OR ENLARGEMENT OF FA-' CI.IRlJ° ct 01/TTER(rYPE-e) C'IL/T/£'3. THE OWNER OF TIIE PROJECT OEB/GNATED HEREON 4" '!}(/CK PCC SIPEWAI.K . • .... : ·, . : 0-2 G-7 I I I I I I I HAS REVIEWEO 0/STRICT ORO/NANCE NO. /15 AOOPTEO %_, ·h· :)/ NOVEMf3ER I, /.995, ANO AGREES THAT TIIE PROJECT: Pf:PESTRIM! RAMP G-31 ~ 4 9.00 'SF .-l, - f,Z68.2f SF 15,236.0 SF 8 EA @•-l;s NOT ELIGIBLE J'oR A RE!IV!BURSEMENTAG'REe-CNOSS G{JTfV? (6' WIOE) G-fZ C~·.:,,..·c"""•:.--}\, , 1,856.3 SF 'MENT. r~===~==~=--r-~_::_---l--=~~~~=-+-~~:::_:_:::_ __ 0 -'ts ELIGIBLE FOR A RE/MBURSEldENT/lGREEMENT //NO. 4"rH1CKOJNC.I/CCl:S$ RO. -....... , ... , :·· '.:.'; :::-: 840 SF □WILL EXECUTE AN AGREE/WENT W/TJITh'e (?IS· l-------:_:_:.=.__:_:_::_.:..=_:_:_:::_:_~1---------1--=:::::':=:::::::::::'.:':::_L-=-:_::_~ __ _ TRICT. : INSrALL STREET LIGHTS E-f o>-----■ .. 6 EA ' PACIFIC NOT TO SCALE □Will NOT EXECUTE AN AGREE/VIENT W/TII TIIE . . . . , . OISTRICT. CURB(GUTTER (TYPE·H) CITY OF VISTA {' <>co RE!M8(JRSEMENT AGREEMENTS SHALL BE EXECUTED PRIOR TO FINAL ACCEPTANCE OF APPLICANT'S PROJECT. • ACKNOWL£X£~ ev: .. CITY OF ""---"·~ SAN MARCOS P ESTOIJ . LEWIS, P. E. R.C.E. 45 27, e!<P.12/02 D4TE ·-· /. ,j !. DECLARATION OF ENGINEER OF WORK WAlER: 8" PVC WAT.el?MAIN 8" 8TEl!L ft:) GJA.(M.L.M.C.) I HERE:BY OECLARE THAT THE OES/GN OF THE IM--Z" 8LOW·9,f'F.4S:;EMJ!JLY PROVEMENTS AS SHOWN ON THESE PLANS COMPLIES • G-Z • * !NO/CATES CMWO 8TO .. OW0. .. . , W-21 w '4/(,j:75t.F W-21 w (50 LF !W-6 ■ ---.. -.. . 6EA • W-6 . -.-' 4.:A , OCEAN • W-4 --'®-® I WITH PROFESSIONAL EM;;INEER!NG 6TANOAROS ANO 2" WATER $£RV/CE PRACTICES. AS THE ENGINEER IN RESPONSIBLECl/4;:a;;E l-------------11--------l-------"-1----=-.=-:.-~-l 6 £4 " • W-12 ® • •-": ' ••;, ·, ' * W-22 ~ Or THE (?/.'!SIGN OF,TIIESe IMPROVcMENTS, I .4SSUME FIRE H'l'PRANT FULL RESPONSIBLE CHARG!: FOR SUCH OESIGN. I UN- OERSTANP A/VO ACK#OtVLEO(;E TJIAT THE S/GN4TURE 6" FIRESEKYICEW/ tJETECTOR OF THl:SE PLANS EJY ASL CONSULTING ENGINEERS RJR Clll:CK VALVE ASSl:MSi.Y (2 EA 2EA ' CITY OF ENCINITAS * W-22 -~ - ,rcW-16 --0-- THE VALLECITOS WATER OISlli'ICT, ANO THE ReYIEWOF 6"F.,nE9•c,;'/iCE ,10, TIIE PLANS 13Y THE VALLECITOS WATER DISTRICT, IS A '"· cc,··'' W;. :"'T.ASSY. REVIEW OFGENER4L WIYIPLIANCE WITHOIS1J?ICT6T,c/N-8" GATE V,4LVE Z £,4 .9LfA VICINITY MAP 01'/ROS. THIS APPROVAL IS NOT A DETERMINATION OF THE TECIINICN. AOEQU4CY OR ACCURACY CF THE.0£8/SN 1--_______ .:._ __ L_ _____ _1. ______ .1___...c:..:,_:__'---- ·0F THE IMPRO//EMEA/TS .. SUCH APPROVAL DOES NOT, 1 STCK?M DRAIN: ... ' •' - TRUNX SEWER NOTE: THEREFOR.ff, RELIEVE ME OF IJ4Y RESR:?NSl/3/LITY IVR '------------,------~-.------.--:------' THE DESIGN OF THESE IMPROYEMENTS. 1 I 0-60 -----I -=--=-.:...--== 591.97 LF PRIOR TO COl/fMENCING ANY IMPRO//EMENTS OVER AEV4CENT 18" RCP (2000-D) i • : l . 1-----,------~-1--------+------+--~---~ E'NGINEffv~°t/ • ~-fj;. ~•.., /()-5{}(),l--fB_'_' r;_tU_P_~_A_l_'Z _____ l---'-------1---"---+------149.'4 LF ' OR CONTIGUOUS TO THE EX/STIN'G TRUNK SEWERS LOCI/TEO .. ALONG P4LOMAR AIRPORT RO.,qO, CONTRACTOR SHALL NOTIFY COORDINATE ANO OBTAIN ANY NECESSARY' Rl{;h'T OF WAY PERMITS F'ROM BUENA SANITATION DISTRICT ANO //4LLECITOS WATER OISTRICT. ~-CALLl/ DATE • 24" HCP (2000-0) " R.C.E. 59412, £)(R 1!2/.31/03 ·-' " ,SOILS ENGINEER'S CERnACA TE WORK TO BE DONE: 30'' PVC (PR/VAT!!) " .. .. - " ' /, KM. DAVID HESPELER, A REGISTERED GEOTECHNICAL ENGINEER OF TH£ STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS Tl(£ INPROVEM£NT W(.lqK Sl{All BE PER/'ORJfEO IN ACCOR-, -· ' • • • -• • DANCE If/TH THE F0llOWINfJ OOC//Mli'NTS CURRENT AT 7HE , • 60" ROP (ROOO-P) . : . " E/;·1. " IN TH£ FIEW OF APPLIED SOILS MECHANICS, HEREBY CERTIFY THAT A (,AMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION BETWEEN TH£ DATES OF TIM£ OF CONST/cf/Cl70N AS D!RECT'ED BY TIIE CITY £NBll{EeR. I--TYi-P._'e_8_C-:U-'ll_'6_· -IN.~U.__T_(,_P_..v~r.)--t---"-~--.j---_-_-[ggz-. "'i;!./ ... 0-2 MARCH I, 1997 AND APRIL JO, 199Z TWO COPIES OF THE SOILS REPORT /. CARLSBAO hll/NICIPAL COO£ ,COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAS BEEN 2. CITY OF CARLSBAP STANDARDS SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. 3. rHIS S',!T OF l't.ANS SIGNED: ~--~c-/2::.,--:~~~ ___ 4. Ri:SOl{JTlON NO. ,{60/, 4602 It 4603 ll41ED SEPT. I, 1999 5. THE STAJIOARD SffCIFICA770NB FOR RJBUC KO,'W, CONS- T'RUCTTOII (GR££N BOOK). PE NO.: 6. SOILS REPORT AND RECCMN£Nl)Al10NS BY ROBERT PKATER OAT£: t/_2../__2._d_o'-o"----------ANO ASSOCIATES DA7EOAPR!l l!l!J7 AND AUGUS.T 25, 19!19 7. THE SAN DIEGO AREA REGIONAL STAII0.4/?D CWAWnV6:$' AS LICENSE EXP/RATION DA TE: -2.f 'f f I-2. O o 2... MAY 8£ MJO/FIEP BY 'THE CITY OF CARLSBAO STANOAROS. 8. ENVIRONJl£/ITAL Al'P,fOVAL DOC//Jlf:NTS PArED: Al./61/ST 6, /9!}9. OWNER'S CERnFICA TE I (WE) HEREBY CERTIFY T.HA T A REGYSTERED SD/LS ENGINEER OR GEOLOGIST HAS BEEN OR l!1LL BE RETAINED TO SUPERVISE OVER-ALL GRADING ACTIVITY AND ADVISE ON THE COMPACTION AND STABILITY OF THIS SIT£ !<,ELLY RANCH CORPORATE CENTER I, LLIJ i£LLYBMf:JJ-CORPORAT£.(;fllTER II LLC i~~L~::,t~~ :,::,~RT ROA{,\, S(J(TE aoo TEL. (760) ~ze-9200 9. rHE CARLS/JAD MIINICIPAL /VA 1ER Q!Slll/CTS S7i4NDAR1J5 &: !iPECIRCAllOIIS FOR WATER, 3E"r.EI?* RECLAIMED WATER. ASSESSOR's PARCEL·}NUMBER THIS PRO✓eCTl5 L(JC'ATEP WITIIIN ASSESSORS PAROeL NUMBeR(S) 212-040-35, 48,49 '850. 1 VALLEC/TOS WATER.DISTRICT ,. , .TYPE A CleANOllT (PVT.) 6-9 ==-=@::== ' MODIFIED ENE~ 0/SSIPAT'OR D-41 (c>STAIL @SIIT. /1) RIP-RAP ENERGY 0/SSIPATOI? 0-40 WING TYP£ OR U-rYPe HEAOWALL 0-35 CCWCRfflc PIPE COLLAR IJS-5 . J{JNCTION STRIICT//Re OS-7 ' POLLUTANT CONTROL OEVICE SEE $HT. z· ' LUG CONNE'CT!Op"'(pp,:) t?-6fJ SEWER: . ' 6" PVC SEWER LATERAL -CMWO ST. ---® SEWER. MANIIOlE CONNECTION ---()--- Access 110Le C'MWDS-f -,_,../01--- 792.~2 LF 4H.22lF /07.51 LF 469.f(J LF 9 .:A .. f EA I EA /OOCY. ,~, I .4EA 4'1:A ' '2 EA BEA 1/eA ~(, ' • 4 Ell . ZEA ·, 6 EA 777LI" . ~rd l,,,.ft17fiz-'1.h.~o 8" BACKWATER YALVE PEROETAIL.. €}1---'ZEA -,'r=.=;:;-:;:,;c;:..,.;..=.----L-~-'--.:.___:_.::_,_L __ _:::'.__:__c __ L__ --REFERENCE DRAWINGS: NAME PAV/0 L. 0/CK OAT£ PRE9TO/,/LcWIS, P.E. R.C.E, 45927 EXP. 12/oz I: IP_b1/o:, DATE CITY OF CARLSBAC> DRA'MNGS-J15-9, 213-7,283-7, 327-9, J27-9A AND J27-9C ' 1/ALLECITOS WATER 0/STRIC'T-' :owG. NOS.1691-18 e' f4 ,-.-- -~ ' f ~··1 " z I ' ' 0 6 I i!I g i ~ ::g :1 ~ 0 ~ ~ • . e !:a !! s: ... '·~ i • ! ' '" I :i , I ' l <' ' I ... 11 : I ~ I" ,l " ·1 ; li , ll ~ r, ,, 'I i . I . I ; I ~ - D I rn n .. ~ ~ .. 8. All BURIED COPPER PIPING AND APPURTENENCES SHALL 8£ PROTECTED BY MEANS OF CA THOD/C PROTECTION. IF DEVELOPER/OWNER CONDUCTS A SOILS TEST REPORT AND DEMONSTRATES THAT PROTECTION CAN BE PERFORMED IN UTILilY DISTRICT APPROVAL(S-) CITY OF CARLSBAD FIRE DEPARTMENT RE:QUIREMENTS :.: . .' .. , ·.. ' . ' ·:°' -~). ANOTHER MANNER, THE DISTRICT ENGINEER WILL CONSIDER AN ALTERNATIVE FORM OF PROTECTION. "DECLARA noN OF RESPONSIBLE CHARGE" I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HA VE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECf AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONS/STANT 'MTH CURRENT STANDARDS. I UNDERSTAND TI-/AT THE CHECK OF PROJECT DRAWINGS ANO SPECIFICATIONS BY THE CITY OF CARLSBAD DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. \ SOURCE OF TOPOGRAPHY TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERATED BY AERIAL PHO TO GRAPHIC METHODS FROM INFORMA TION GA THE RED ON JUNE 28, 1994 BY ZENITH AERIAL, INC. TOPOGRAPHY SHOWN HEREON CONFORMS TO NATIONAL MAP ACCURACY STANDARDS. PROJECT LOCATION THIS PROJECT IS LOCATED 'MTHIN ASSESSORS PARCEL NUMBER(S) 212-040-35, 48, 49, & 50 THE CALIFORNIA COORO/NA TE INDEX OF THIS PROJECT IS: N = 1989178.9/82 E = 6237706.4019 ~&-G,oa4:) IQ·C6·(r; BRUNO 8. CALLU R.C.E. 5941 DATE BENCH MARK "AS BUILT" EXPIRATION DATE : 12-31-2003 CROSBY MEAD BENTON ASB$0U.Tma !mglneers • Planners • Surveyors 6660 El Camino Real, Suite 200 Carlsbad. CElillornia 92006 (760) 435 -1210 DESCRIPTION: STD. IJ.S.C. & G.S. 'ROCK" LOCATION: NAO 83 COORDINATE N 1,985,685.284 £ 6,240,676.744 RECORDED: SAN DIEGO COUNTY CONTROL BOOK PC. 124, 1991 ELEVATION: 323.169 DATIJM: M.S.l. RCE ___ EXP-~-- REVIEWED BY: INSPECTOR DATE DATE NO. OF F.H.(~) /f F.FLOW 3 ')5'1.1 G.P.M. OUT QF/2.. F.H.(S). 1------------,----'---__:_--1 BLOG. SPRINKLEO(rr'.i}'NO .•. F.FLOW~_G,P.M. CARLSBAD MUNICIPAL WATER DISTRICT I 4~~..,..,-? /2:::~fe'cvL I ;;.£_7/4,0 WILLIAM E. PL MMER .. (I . _ DATE DEPUTY CITY ENGR. R.C.E: 28176 EXP. 3-31-02 ~ CITY OF CARLSBAD I SHEETS I !-----j--+----------'-------ji----\---+----J.--1 L_J_j ENGINEERING DEPARTMENT 29 ~====-========:::::::=:::=======:.':::::=:i:::= IMPROVEMENT PLANS FOR: KELLY CORPORATE CENTER TITLE SHEET APPROVED LLOYD 8. HUBBS , /,;{,,,✓-~,.z.d-'4-rcZ"';6 · 1 ;z./-,1,_,c-., '~~n1rt~ifiv-si:jrrfsffii'S;"AOi,ijfir5iiffi;Jjf2.,---J--'i---lu:;;,:-;;:hef~rc~C~l;TY~E~NgG1~N~E~{R~d'!PE~2~38<~8~9~E~XP~l~RE~S~/2~-~3~/,~0~/::!D~A~T~'E=7 ==• =:-J l'l otL!'-QS"l--'!~'!-"f.1.,;l"-'-"fifi:_::_ • ..:::SH:.::E::.:ET..:.::s:_,:,,1,t!..:, ':.:.S,c.:· N)l)=...:N.::E::::W.:.:,S;lf=ETS'..'.:'._~1a:'.!.•~2-.:-;,_-J-__ .J--__ 'f.i'ie:f· ~-:e•ue.@t2"'.__J DATE INITIAL DA7E INITIAL DATE INITIAL OWN BY: PROJECT NO. rNGINEE" REVISION DESCRIPTION CHKQ BY: SDP '97-25 c " OF WORK OTHER APPROVAL CITY APPROVAL RVWD BY: DRAWING NO. 381-6 --~ '._' ' '. . :~.~~ : .• : .. ·.;-;J,'j_:JJ:rv-::.,,_. - : ~; _., _;_ ·.,-. ,_. __ _ . . . I I ' , I / ,r -- iOJ1.fO'/ 0 :0 ~ z G) z C s: CD m :0 0 :0 ~ z G) z C s CD m :0 - 'I ' I " if ., 0 INDEX SHEETS COVERSHEET----------1 INDEXSHEET ----------2 IMPROVEMENTPLAN -------(Dthru@ TRAFFIC CONTROL PLAN -----[IQ] thru / 23 / SIGNING AND STRIPING PLAN-- -<@><§> TRAFFIC SIGNAL PLAN-----@ KEY MAP LEGEND: ,..._ INDICAlES: FIRE HYDPANT =-===-= INDICATES: STORM DRAIN ~ INDICATES: STORM OIWN BOX ----INDICATES: WATER LINE ~-INDICAlES: STREET LIGlfl lXXJ -INDICAlES: EXIST. FIRE HYDRANT ~-INDICATES: EXIST.STREET LIGHT --0--INDICATES: EXIST. SEWER Wi'IHOLE ~------::---.... ---;;.-~ -----., __ .,.---- • -. .,,,,, '2,\0 \ I I SCALE: li¥J 1"=801 I ~ 0 40 80 ~ I L_ _____________________ _ INDEX MAP 'fhnlQ___/,a.Cp~ 10-5-a) BRUNO 8. CALLU R.C.E. C59412 DATE ofEss,0 EXPIRATION DATE : 12-31-2003 No.C5941 ~ p. 12-31-2 ;,:, CROSBY Engineers • Planners • Surveyors MEAD 6660 El Camino Real, Sult. 200 BENTON Carlabad, California 92008 .ABlltllOli.1'118 (760) 438 -1210 ' - fr I ; (/ r ' I ' I t ! - \I \I II \I II I I ll II II II II II I I I II Ii II - l r Trash and Debris Screen ---- Dual Stage1..-,::::::::--...-,?'.;~ Fossil Filter Removable Filter Cartridge -,G...-r Showing Fossil Rock . Fill Height as per monufoctui-ers recommencht1on. ----------------------------- 1/1-" 1 l - -----JL\__ -- NOTE: FOR ADDITIONAL REINFORCEMENT ~ , ,l DEfA/L SEE DWG. D-43 .>, ::!'~ ONCRffi PIPE COUAR >'rJ,.flf:;. DS-5 FOR ADDITTONAI. DEf,IJL ~ ;; #4 010' (INSIDE FACE) lYP. 1, ( SYMt.tEIRICAL ABOIJT FACE , "' CENTERLINE -- ~ /V-~~- F '\, ft}I<•:: • ~ ' 2-16 El,. -!8'RcP -!8.RCP ~· ,,~ '"'_,j, 'i f FACE I I ' HEADWALL ELEVATION(SECTION"A") SIDE VIEW Expansion Anchor Bolt INLEf BOX 4B' RCP -sc---00 j No Scale Curb Inlet 0 ,.-.___,Du al St age Foss/I FIiter DETAIL: POLLUTANT CONTROL DEVICE No Scale -~ 2. -t::__l+-___ ... ___ -H- 1.7 'lYP. 3' H.20' 3' f w DETAIL: MODIFIED ENERGY DISSIPATOR PER DWG. 0-43 NO SCALE B' -1.4' INLET BOX (SECTION "8") J-#4 48' RC ~ I CIRCULAR TIES VALLECITOS WATER DISTRICT "AS BUILT" BENCH MARK DESCRIPTION: STD. U.S.C. &: G.S. 'ROCK• LOCATION: NAO 83 COORDINATE -~rof:J/ffPIP~ g(j_c/2.C(Z. RCEC,_'i~ EXP.il/.31./'.ko11:I DATE 11 11 I I I I I ' ' ~ I ' ' I I ' I ' ' ' f I I ' = .'_,/ e ---------------------' -- \ ~ ------ R/W 10' 4.5' 5.5' TYP£ G-2 CURB & GUTTER TYP£-G 68' 24' 24' 6' 12' I 6' 6' 12' HIDDEN VALLEY RD. (EXISTING) ~ ' R/W 10' 6' 5.5' 4.5' I' 2X TYPE G-2 CURB & GUTTER TYP£-G r r ' r r R/W 126' R/W r r r r r r r r r r r I r I ' ' ' ' ' ' ' ' • R/W 10· 10' 4.5' 5.5' 2X MAX , EXISTING CONC. S/W £XISTING CURB &: GUTTER TYPE G-2 {TYP) 53' 53' 44' EXISTING 6' MEDIAN 2X I 9' 9' 53' 44' 5.5' 4.5' CONSTRUct-...._ STREU U 2X _l!! '<tiftl~ucr • ' CONC. SID PALOMAR AIRPORT RD. (EXISTING) 137.5' CONSTRUCT --STREET UGfrT --,. R/!Y 64.5' 10' 4.5' 5.5' 44' 9' 50' 5.5' 2X EXISTING 6• MEDIAN 2X PALOMAR AIRPORT RD. SAWCUT £XIST. 2X PAV£MENT \ AND SIDEWALK TO BE REMOVED '£ G-2 C RB & TTER TYP H n·.\ 2X • MAX ' , '~ , , 'ONSTRUCT 6. CONC. SIOEW. IN/MUM ROAD SECTION* 6"4C ON 6"1/B, T.I. =.9 (FR. STA 60+91.95 TO STA 62+84.01) • ,4CTVAl. SECT'fON TO BE. OETERMINEO 13Y R-VAlUE TEST, PROPOSED TYPICAL STREET SECTION NO SCALE WIDTH PUBLIC STREET NAME 68' HIDDEN VALLEY ROAD(EXISTING) 126' PALOMAR AIRPORT ROAD(EXISTING) PRELIMINARY SECTION PER GS-17 4' AC. OVER 18" A.B. 6' AC. OVER 18" AB. I sc2Er I CITY OF CARLSBAD ' ~ ENGINEERING DEPARTMENT IMPROVEMENT PLANS FOR: KELLY CORPORATE CENTER INDEX SHEET APPROVED: LLOYD 8. HUBBS ,..,. ",IS /46..-,..-~ V?c.ri-c;.;,.-!.. CIT~E: 23£9 EXPIRES: 12 31-01 J;;,/7,/,., D DATE ~/2-PfifsroN H. , LEWIS, P. £ 10/2b DATE N 1,985,685.284 [ 6,240,576.744 RECORDED: SAN DIEGO COUNTY CONTROL ~ ED BY: & -'kt('-1,//J~. !J~l/'YJ l'lf)J}. /l\ REV. SHEETS 14.15; ,'J)D NfW SHUTS 23, 2, 't-lS·P5 e_,, DWN BY: ___ R.C.£ 45927 EXP.12/02 BOOK PC. 124, 1991 ELEVATION: 323.169 DA TUM: M.S.l . PROJECT NO. DRAWING NO. _!J /23/41., DATE INITIAL DATE INITIAL DATE INITIAL CHKD BY:~. REVISION DESCRIPTIO~I SDP 97-25 381-6 TOR DATE ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL RVWD BY: CMWD 98-228 ------ V.W.D. 00-037 I I I ; ~ < }l ' i 0 < , ' • !I I 1, i \ ' . l ,' ;I ;J ; ; '1 ' ,l " ·~ , ~ !~ i; " ., " =~ ra ;~ I J " m 0 " 0 ~ ~ z ~ ~ " ~ • • " n m 0 ~ D ~ z C < rn 'B 0 ' m • D ~ a m D ~ z C < rn m D 0 ' m • D " ~ z I 0 ~ 0 0 0 " ~ 0 " ~ a z . i '" " • Si 0 " ~ ~ ~ • z I 0 r 0 0 0 ~ ~ 0 ~ a z ' ~ z '" ~ C cl D ~ ~ \; z I 0 r 0 n 0 " ~ 0 " ,:; 0 z . ~ z "' n ► ~ " z " 0 :0 ~ z G) z C ~ m m :0 0 :0 ~ z G) z C ~ m m :0 0 Il ~ z (j) z C ~ m m Il 03270 I ~ 0 Il ~ z (j) z I C ~ ~ rn m :0 ~ 0 0 0 ru 0 ru L D z • l =t=t:f_-r:=t:=J=J:=J:=J:=}:=jc:c:~:~--+-+-+-+-+-+-+-++++++++-+-+-+-+-+-+--t--t-l-lhf-f-t-t-t-t-t-t-t-t-t-++-t--t-+-i--t-t-t-t-t-t-t-t---/11'--111111rr111111TTTT1117-r-·+-+---+---+---1--l---l---1--1---1--1--1----~--1---1---1-++++++-f---+-+-+--+--+---+--+--+----1----1-11---1---t-t---t--+---+-+-+-+-+·tt ".33fS nnJ.l I I J.J OP OF ~G C RB !i r,:; = g---~ i g C, g • q !"' 0 s; u ~ ,-.. 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BEARING/DELTA RADIUS LENGTH REMARKS 1 D=28"54'11" 50.00' 25.22' C&G 'IYPE-H 2 D=28'58' 41" 40.00' 20.23' • 3 N69'42'11"E 149.52' • ---'! 8,, J, e; ~ Wc<,<,.vs.L' ____,;."""'v.J,L-a,£..:-c:o~_ BRUNO B. CALLU R.C.E. 59412 DATE EXPIRATION DATE : 12-31-2003 CROSBY Engineers • Planners • Surveyors 20 0 20 MEAD 6660 El Camino Real, Suite 200 I I GRAPHIC SCALE BENTON Carlabad, Caillornla 92008 ~e•ou.-r-(760) 438 -1210 ::i ' a,.Jo BENCH MARK OESCR/PllON: STD. U.S.C. .t G.S. 'ROCK" lOCA llON: NAD 8J COOROINA TE N 1,985,685.284 £ 6,240,676.7# RECOROED: SAN 0/EGO COONTY .CONTROi. BOOK PG. 124, 1991 ElEVAllON: J2J.169 OATUM: IJ.S.L I\ WED BY: -~d-~-- ECTOR , ••A) \AAJ \AA) \AAJ l , • • , \._J,JJ V -A J \ ,I, A J I A A.) .......,--.....,.._.. ,, a, 7· ·s . // \ ' . A I, J \._.A..__;..,_, • ,) J ~ ! EXIST. 16"ACP WA~---------......____ __ _ PER CMWD 86-60-4 .....____..___, D ......_ u;;,, Jo --......... __ ::....., -Sf-30" DIP '-, EXIST. 12 PVC (RECLAIMED) E;R CMWD 91-109 PER CMWD 91-~ ! 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BENCH MARK NO. I 2 3 4 5 6 7 8 NO. 1 2 CURB LMTA BEARING/DELIA RADIUS LENGTH REMARKS D=85'19'14' 35.00' 52.12' 6" CM rtPE-G N15'14'49'W ---106.57' • 0=23'14'24' 524.00' 212.54' • 0=69'51'29' 20.00' 24.39' • 0=98'21'22' 20. 00' 34.33' • 0=23'27'06' 476.00' 194.83' • N15'14'49'W ---IH.JO' • 0=95'03'00' 35.00' 58.06' • CENT£Rl/N£ LMIA BEARING/DELTA RADIUS LENGTH REIMRKS N15'14'49'W ---189.41' • D=29'18'14' 500.00' 255.72' • _&rn;a §. CA~'at(.d.,'L""'.t-~·) _____alO..LJ-fJl5l.L.L\.·co~ BRUNO B. CALLU R.C.E. 59412 DA1E EXPIRATION DA1E : 12-31-2003 CROBBY MEAD BENTON ABB.OIATJIB Engineers • Planners • Surveyors 5650 El Camino Real, Suite 200 Carlsbad. Caillornla 02006 (760) 438 -1210 1------jf----+-----------l----l--_____J~____(_ ___ , 1 sH4EET / CITY OF' CARLSBAD s~DTs ~=='----'===E::::N;::G:::IN::E=:E:::Rl:::N::::G:::::D::::E:::P:::::A:::::R::::TM::E=:~::::JT===----'==L.=:-,.:::::f~ IMPROVEMENT PLANS FOR: KELLY CORPORATE CENTER -~of;l_c-{fF-8(J2/x{g_ i---------t------+-----------1-~--l------l---+--~ ~~~H=='IDDcc==E~N:c:c:Vc===AL=LE=Y=R=O=A=D == RCE ~4l2~ EXP .. L'l./_li/:J.QL'b DATE APPROVED: LLOYD 8-HUBBS "AS BUILT" /~,,,_c-v. V/1/~e-;.,.,. 1,?/7 IC'> o f-,;-~~EV;,l.jE ;;;E;:j_D;--;;0~y.,:--e_¼_A __ ----------1-J-_-n-Ai-'c-_-j-1---;.;-i'ii-;;:--,-ti-:-;111\:============------================t=====1=====t====1==~ .~~,,l~~C~IT*Y~E~N~G:::IN::E~f~R:::!P~E~: ~2]$~88~99~E'.':X~P~IR:!!E~S~: 11=2~3~1 ~Ol~D~A-,-:!:fE'E§:::: 1 == ,1 /., / DATE INITIAL DATE DWN BY: ~~=--PROJECT NO. DRAWING NO. I SPECTOR ---1µ_2J11·~'~=E--•-E-.N-Gl-NE_E_R_J__O_F_w_o_R_,K RE VI SI ON DESCRI p Tl ON t-o-1H-ER-AP-'--P-';a-' ~-':-~ -+--'--~A--,;-":-A---'PP--';--:--~:c.:~~ ~~~g ~~: -' ~ SD p 9 7 - 2 5 381 - 6 CMWD 98-228 V. W.D. 00-037 ! ~ 0 ~ • m ~ • 0 ~ z , C " • m . ~ , 0 a ., m , p • ·1 ' I I I I ) I ·1 I I I I ii " m 0 H " ;, 0 jj m " ~ ~I z " C :! < m " m " • " 0 " " C ~ ~ " J -. ~ z :i: 0 r 0 n 0 TI TI 0 D sl 0 z ~ z !TI C, l> r 'n 0 D ~ i ~ z ' 0 ]J ~ z G) z C ~ II) rn ]J \ I 0 JJ ~ z G) z C ~ II) ~ I , 0 JJ ~ z GJ z C ~ II) ~ ,s:,__ ___ __J 032701 n ,; z (,a ~ 0 0 ~ 0 I n ~ 0 D D 0 ~ z 0 G) z I z C ~ s • !TI II) 0 rn p JJ r ~ 0 n z p 0 "" ► 0 z C 0 z -- I ' ' ~ ,ll ~ ~~J"~'i V) 7 20 0 20 40 I ~-V- '-=----' GRAPHIC SCALE PLAN: HIDDEN VALLEY ROAD BENCH MARK OESCR/Plla,/: • STD. U.S.C. t, G.S. "ROCK" LOCAllON: NAO BJ COORDINATE N 1,985,685.284 E 6,2,W,676. 744 RECORDED: SAN DIEGO COUNTY Ca,/TRO/. BOOK PG. 124, 1991 ELEVA TJON: 323.169 OA TUI.I: 1.1.S.L I " I ~f--+---+--t--1·-+-i-+--+·-+-l- ->-++-e--+-+-+-+-f-----+---+---+------t--1--li---· CURB DATA NO. BEARING/OE/.TA PAO/US l..£N(]fH REA/ARKS 1 20.00' 31.66' 6" TYPE-G Ct,G 2 N14'0J'25"E ---224.31' • J 476.00' 1 JO.BO' • N0/'41 '1J'W ---34.65' • 5 20.00' 31.46' • 6 N14'0J'25"E ---48.55' • CENTERLINE DATA NO. I BfARING/OELTA PAO/US LENGTH RE.AW/KS 1 N/4'0J'25"E ---259.38' • 500.00' IJ7.J9' • J N01'41'1J'W ---123.43' • -~ &. (f?ttffi& ID-06-m BRUNO B. CALLU R.C.E. 59412 DAlE EXPIRATION DATE : 12-31-2003 CROSBY MEAD BENTON Engineers • Planners • Surveyors 5650 El Camino Real, Suite 200 CarlBbad, Ca.\.l.lornla 92008 ASS.elOLl.;JIS (760) 485 -1210 IMPROVEMENT PLANS FOR: "AS BUILT" KELLY CORPORATE CENTER ~IDDEN VALLEY ROAD -'fli~P.us.~ e/[Q(Z:;(2__1---1----+----------------+----t----j------j--~~A=P=P=R=o=vE=D=,=L=L=OY=D=B=.=H=UB=~=s=,=L=========: RCELc"8AlL EXP,1'1.,J21_/-=.v DATE .-,f'~ _.,_.,_,_-z=a 0---cr-r"'-✓< Q,L.z/oo Cl IY ENGINE~PE: 23889 EXPIRES: 12-31-01 DATE lVIE' ED BY: /j ;J _ rl\ DWN BY: PROJECT NO. DRAWING NO. -1//~d.-v.,(J,,=•-· ---3.mt~11..-~_ ENGDIANTEEER o~Nl:;~~K REVISION DESCRIPTION DATE INITIAL ~~;: APPl;~T~:~ ~~~,g ~~: -'-~ SOP 97-25 381-6 I SPECTOR DATE OTHER APPROVAL CM VVU ::JO • LLO V.W.D. 00-037 I : I l I j • ' I • 1 ,• 032701 0 JJ ~ z GJ z C ~ CD m JJ \ 0 :D ~ z GJ z C ~ CD ~ 0 JJ ~ z GJ z C ~ :;::1 JJ i'.~ z GJ z C ~ CD m .,a_ ~ "' 0 ~ vi ' u u ? u u ? >-_, _, ~ "' / er ~ "" ., 0 / 0 H-/-/---1---l---l-+-+-+-J.--=i:EX~I ,., '\ EXI -. 18 • RC t . - C '- CC? 0 + <O - I NO. f 2 ~ C! "' BEARING/DEL TA N20-t7'49ir NI 1"05'52ir " IV Be .. -L ill-_ ' ' ----... I GL . L ' \' ' :::; ..... ,__ I'... \ ,, ' 'r-.... , . . . . , D I □ r, 0 "' 0 oc, 0 "' "' r- <O STORM OFWN ll4TA ...B,MJ/US .L--lEJ/(Jf/1 ---40' 22' 0 0 0 "' <D oc, "' r- I 111 R£lQR/(S 11 18" RCP(PUBLIQ. 24" RCF{P(J&JC; -----t---651 I CROSBY MEAD BENTON Engineers • Planners • Surveyors 6650 El Co.mlno Real, Suite 200 Carlabad, California 92006 (760) 438 1210 0 <D C! q "' "' + <O -----·-------ff:' ---··-• 'v ~/. PRE. TON H. iiwi:ff. R.C.E. 45927 EXP.12/02 0 <O q N 0 "' + <D EIS'T.GR~E-11sr sr B~ -..._ T R WJ '--.' ' I ,vrip[ll IC'[ ell. I ,,.., •-= ,.. I I \ / /I \ I / \ I 0 N 0 0 ~ ~ '"" "' co '° <O , __ , .... µr . ' 0-- ' . rRu_t_c: rA_1..iVJA~ ,ti,i-e;L S AL .: 01 IZ. 1" = O', VE TT. 1 • = ' -" I '-' 0 oc, 0 - 0 "' + .... "' ------------·/-2 6 --------JJ. ------------·· BENCH MARK OESCRIP7/0N: STD. U.S.C. &-G.S. "ROCK" LOCA 71~: NAO 8J COOROINA Tr FIPC""'D'~" N'"'f:9~685.284 E 6,240,676.744 c, vrn cv: ,,,,,. v,cGO COUNTY CONTROL BOOK PG. 124, 1991 ElEVAll~: 323.169 OATUM: 1,/.S.L 0 0:, ,a. 0 "' 0 -0 N 0 .,. 0 "' -:> "' 0 + ,n oc, "' co <D = r-<D ,., ' • ,.. ' • 0 0 + "' 0 C! 0 "' "' ... "' <D 0 0 "' 0 0 ,,; ~ ~ 0 "' oc, + i'c'. 7 -(l ' I I co-: .::! i ·~ L CMVv'U '::JO /7 V.W.D. 00-037 I I I I ;~ '.j ~~ ,, 1 ,, , • ,f. 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CALLU R.C.E. 59412 DATE EXPIRATION DATE : 12-31-2003 NO. BEARING/DELTA I Nll'J9'26"E: CROSBY Engineers • Planners • Surveyors 2 D=05"21 'Jo' MEAD 6660 El Camino Real, Bulle 200 BENTON Ce,rlabad, Caliloroi~ 92006 4aeeou.T• (100) 436 -1210 BEAl11NG7DELTA NO. 1 2 D=BS'J5'05' If-' II :1: 11 PLAN: AVIARA PARKWAY CENTERUNE DATA RADIUS LENGTH --,(.50.12' /f(}(),00' IJ0.9J' CURB £1,11)1 RADIUS LENGTH 20.00' 29,81' 20.00' 29.87' REMARKS • • REMARKS • BENCH MARK DESCRIPTION: STD. 11.S.C. ct G.S. 'ROCK' LOCATION: NAD 83 COORDINATE N 1,985,685.284 E 6,240,676.7# RECORDED: SAN DIEGO COUNTY CONTROL BOOK PG. 124, 1991 ELEVATION: J2J. l69 DA TUM: 1.1.S.L ' ' ' ...._______ --~------------------------------+- \ ' ' !, , ,, I '/. j------jf-----j------------f-----1----l----l-----l I SH8EET I CITY OF CARLS BAD ~ ENGINEERING DEPARTMENT l.....TI_j :==='-============-=::::::::::~ IMPROVEMENT PLANS FOR: "AS BUILT" KELLY CORPORATE CENTER -~A. fm&; !!/10/x(L j------J----+-------------1f------l-----l--+-------I ~=========A=V=IA=R=A=P=A=R=K=W=A=Y===c:::d RCE.C-.!'e--'\11.. EXP,.kki3L/.=J..~ DATE APPROVED: LLOYD B. 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BEAAING/DELTA RADIUS LENGTH REMARKS N76'05'33'W ---101.12' • 2 D=05"{6'04' 399.00' 40.17' • 3 D=49'28' 17' 110,00' 94.98' • 0=93'55'16" 20.00' 32. 78' • 5 0=29' 13•39• 399.00' 203.54' • 0 20 NOTES: 1. FOR PRIVATE ONSITE IMPROYEMENfS SEE BUILDING PIANS, PERMIT # CB99-2410 l,r,111-1 100:-m BRUNO B. CALLU R.C.E. 59412 DATE EXPIRATION DATE 12-31-2003 CROSBY Engineers • Planners • Surveyors MEAD 5650 El Camino ReaL Suite 200 BENTON Carlsbad, California 92008 .&SS.Oli.TIS (760) 438 -1210 CM 1ND 98-228 V.W.D. 00-037 - ~ z I □ r □ , " 0 • s □ ~ • " □ n m □ ~ • " 0 ~ :§ z □ J C z z • w 0 ~ . , • □ " " ~ • , " • z !" " " C: cl " " ,. . n ~ z ~ □ r 0 ., ~ " " 0 n • D Q n ... □ ii • ~ ~ " z 0 ., C z " < :1 m !/ • . " ~ g ~ i: " ;; • z !" 0 ~ ~ D D ~ ~ ~ z I □ 5 i • n m 0 □ • " Q ~ j m □ " ~ ~ s ~ a . .• < z :3 m 0 . • • " Q " :ii " ~ " • " !" n ,. C cl ~ z ii 032701 0 :ti ~ z G) z C ~ IIJ m :ti 0 :0 ~ z G) z C s IIJ m :ti 0 :ti t z G) z C ~ IIJ m :0 ~ ~ l UI 0 :ti t ce z G) I z C ~ IIJ m :0 0 "' > D z C D z C, LU-LU__J_-U~__j_W+U+W++-l--1--I-H--+-W+W-t--l--l-++-f-+-+t-+++-+++-++-H-++t-++H+H~-§-l-++-f--++H+H++-t-+-HH-+H+H---t--H-t-tiH-1H--t-H1H1Ti1-1111H1t1-,t!tl-,v;;+--+-+----f---+-+---+-t--+----+-+--t---1-+--f-t--t-----t-~ ~~ u ;;:; .~ f-+---+--+-j--f-f--f----t-t-t----J--t-t-1-----t-t-r~r-,--- ffi • ,nn A a, <O ~ m ~ ~ ~ ~~ - 1----:1--1----1---1---t:.1-'i-+-+-+---+~i:,;j.. 1++-+-+---+-1-1-t-+--+-+++-1---+---+-1r-t-+--+--+-++~'1-1-·--r-1-1-rt--1-+-++-igRi Are ,I\. ~ 20 CENTERLINE DATA NO. Bf.ARING/DELTA RADIUS LENGTH 1 D=CW40'58" 110.00' B.99' 2 N73'-19'46"E ---177.1B' 3 NTr32'50"E ---69.76' 4 D=B3' 12'-13" 37.00' 53.74' 5 N19'H'2B"W ---141.37' 6 0=09' 10'05• -117.10' 66.7+' STOR!.I DRAIN DATA (PRIVATE NO. Bf.ARING/DELTA RADIUS LENGTH 1 N19'H'28"W ---119.52' 2 0=24'13'40" 250.00' 105.71' 3 N43"2B'OB"W ---12.01' -- ~ :;: Q1::Jn-+---+-+-+---t-11-t-+--t---+--+---+--i-+---j--ji---t-+ ..., Q ' CJ E: H, RI, 1 ' 20 , ' ER . 1" 4' PVl>2" PVC FO!lQEMAIN cof/C. ENCASE PLAN: WATER LINE & (PYr.)STORM DRAIN LINE-E REMARKS • • • • &tmtr2 f!) {/'a.a:.., 112-as -co BRUNO B. CALLU R.C.E. 59412 DA1E • EXPIRATION DA1E : 12-31-2003 • REMARKS 18" RCP 2000-D • CROSBY EI18inee:rs • Planners • Surveyors MEAD 5660 El Camino Real, Suite 200 BENTON Carll!bod, Cali!orula 92006 • ASSeOLLTU (760) 438 -1210 NOTES: 1. FOR PRIVATE ONSITE IMPROVEMENTS SEE BUILDING PLANS, PERMIT # CB99-2410 BENCH MARK DESCRIPTION: STD. U.S.C. & G.S. "ROCK" LOCA T/ON: NAO BJ COOROINA TE N 1,985,685.284 E 6,240,616.144 RECORDED: SAN DIEGO COUNTY CONTROL BOOK PC. 124, 1991 ELEVATION: 323.169 DA TIJM: M.S.l. --.,, '~ Qh~~f---+--+--+--+--+-+--+--+--+--+---+---+---+-----t----t-~ 11~ I (\ ' 1 .r (\ ' -• -- ; )~ ~u ~c. MANIFOlD W/ 3• BACKflOW ASSf. -l ~ \ 7 \@ 13+93.91 N 14.26' Rf. u,u CMWD. W 21 I !:::::. ~ NO. Bf.ARING/DELTA < 1;,, 0=14"54'27" < 2;,, N7Y+9'46"E < 3 > D-08'10'+7" < 4> N82"00'32"E < 5;,, N86"#'2B"W < 6> N64' 14'28"W < 7> N19"14'2B"W / ~ -------- l WATER DATA "' I-' "la. RADIUS LENGTH 250.00' 65.05' ---129.54' 250.00' 35.69' ---24.62' ---21.92' ---25.36' ---222.02' Sc~i~~ ~o .. 'Gl'::,; rr-rrt--t--t--t---H-+-+-+-+t·~l--+-+-+-+I ~ Gi l "'1 ~~~~ --1'---t-t--t-+-+l--l--+--I-----W"~~-l--l.-l-LI ~ ~ ~ I~ ?;l:::ia -Cl c-l I I...._ '? ~ : ~ :lf-L....J.__j_____(_/ 1 i d I - ~~ ~f PLAN: WATER LINE ~ ~ ~ ~ i 20 + 0 ~ --------------a, • <O W + ~ N Sc ;t e: j: ~ ~ -~ - 0 GRAPHIC SCALE REMARKS a• PVC CL-150 • • • • • • ~ CITY OF' CARLSBAD l----+-----+----------------+-----1---t---+----l LJQj ENGINEERING DEPARTMENT l----l----+----------------1----+---+---+---I , 20 I SHEETS ~" 1---f---+-----------------f---t--+---t------J IMPROVEMENT PLANS FOR: .---,-,A-S-B U-1-L T-,-, ----1 KELLY CORPORATE CENTER t/h,,ll h //Jotn,' c,.J,,.Jnr WATER LINE e PVT. STORM DRAIN -¼wrJo ¥--'-~~ _yµ!]/lf/lJ' 1----1--+----------------J---+--l---t-----l ~A=P=P=R=ov=E=D=: =L=LO=Y=D=B=. =H=UB=B=s==========; RCEC:.:o~4LZ.. EXP •. L'l../.?LL/_'ZEJ.tJ DATE /,;!i,c; ,,_,~;:;;:_ j/r err-,c,;t... .!2/ 7,/4, o r;::;~;:::;;;::;::--;;;;::-------------4--__ +--J-,,,----------------+--+----J---t-1.F°:::·=-,...~ CITY ENGINEElfiE: 23889 EXPIRES: 12-31-01 DATE R,4~61,,_r¼_>..Le,,,.,,~: -~ _1 Li}_,/.'/J~Z,__ DATE INITIAL /'I\ INSPECTOR DATE ENGINEER OF WORK REVISION DESCRIPTION DATE INITIAL DA IE INITIAL OTHER APPROVAL CITY APPROVAL DWN BY: CHKD BY: • RVWD BY: J~ PROJECT NO. DRAWING NO. SDP 97-25 ' , 381-6 CMWD 98-228 V.W.D .. 00-037 a ~ 0 ' D • 0 m ~ D ~ ' z C ~ < 0 ~ , D , u C ' ~ i • D ·1 ~ !, 0 ~ ;, i! m D ~ " z ;1 C !• < ., w i: m D ,, □ fl ' a :H > D J ~ !, 0 " " " 0 " ~ H ~ ~: -, z " C H < rn " m " " " 8 g t: m " .li D j •• " ~ cc 0 r 0 n 0 D " 0 D !'i 0 z . ~ z '" n ~ 'a 0 D z ~ " \; z X 0 r 0 n 0 D ~ 0 ! 0 z . ~ z !" ~ C ~ 0 ~ z ~ 032701 " \; z I V: 0 r 0 " 0 D " 0 § 0 z . 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' 1U _.,__..._..._..,_,_, =~'fft"-l-1-1-< .... ~lf-+l--+-l-11-l--l-J\.+--lf,ILf---++-+--t--t--1-'"9'• ~-+-t--l--ll--t-t-~+++-+-+-t---1--ll--t-t--l--+-++-+-+--+-l--ll-l--+---l--+-++-+-+--+-l--ll-/----i--+-+++-+-+-l--l---Jl-l--l-../-----l--+-l---i----l---l--J.---J-1--l-../-----l--+--l----i----l---l--J.__jLI--I-../---.J___J__--I--_J__J_J__J '° ~ ,~ ---~~!. II • ' ,... -,., ,..... •-+--+--+-+--+--+--+-l-l-l-ll--l--l--l---l---l---l---l--l--l--+--+--1-,~"-' .,.: -, ,,. ---· 8 32. S, 2<!"°CP " II I• 1 ,~ ( f"I t g. .Q~ • ~ Q" 11--+--1-4 •~H-q.i.i.t1M~~µ~~+---1-+ ,, ~~1~-~"H--~~+-+-+-+-+--+-+-+-+-+-+--+-+-+-+-+--+ "'-+-+-+-+-+-+--+-+-+-+-+-+--+--1--+-+-1-'+-l-f-.~, ~n-~n,o4--+-1-+-+--+-Y---+--11-+-+-+-+--+--11--1--+~'L1-'-•~,~~J.1-1--1--+--• i!a.+-+--H±~m•~u'.:!-+-1-: ~ 8 ~ ~ 02' ( D) =-~,, ' • • -,-, ' L:./..r ~'r;J,,c, T-• - NO. NO. 2 NO. < 2 > BEARING/DELTA N19'H'28"W BEARING/DELTA D=99'O6' 1 a• N70'<15'32"E BEARING/DELTA N19'1,t.'28"W N25',t.5'32"E N70'<15'32"E i ~ _ l-i--1--l-ll-+-l---"l<fl-++-+--+""ll--Pl=!--,-11t1 "", , "" ~0111t,rsr._7'1.t1!l1--¼-+-+-+-t-t-l--t-t--+-+++-+-+-t-t-l--l-t--+-+++-+-+-+-l-l---l--+--+-+++-l--l--l--t-l---l-+-+-+-l--l--l--l--l--t-ll-l--l--l--+-l---1--l---l----l---l_ji-l--l-../---..LL--1---l---l-----l---l_jLL-I-../---..LL--I---LJ----l-1_JLLLL_l__.l : ! ~ -f1' :) ~1-N~ :2:,Bk-H1~H--+-t-H--++-!i;;:;•'1.-'• H-+-+--t-H--+-+--t-H-lp "< i r f.+1~..--11/1.-"/i. t. K MAf NI & ~ l RM --1· t..,__iA----~,, .. "---1--f"\J'.~--1-~ " ... ~ • .,_,.-,rh_,.-,,...1+'"H->+--1-1---+--1-+--1-1---+--1-+--1---+---1---J----1--1---+---1---J--+---1---+---1---1----1--1---+---1---1----1--1---+---1---1--..!--1---+---1--L-L1 C• LE: H1 RI-. 1" ?Q ER. "-4' 5 ---• 18" RCP I2000-DlPV. 6 300.00' ' • 7 ---• . 8 250.00' ' • ? : , H1~9□H---;;-"':-::::'=i=::i=-+----__.:-::,-::-:::a+--~~,-J.,.:•::__,~-~•~-~-I ~ "' ·....c..-'-'--'--=--~ ,---------..<!!.-_..:.._..:....::_~ i 2250' • •48"RCP(2000•0J 1 + • s££ ; PLAN: WATE~ LINE & STORM DRAIN A LINE-"F" (PVT.)' VALLECITOS WATER DISTRICT ?; g]i l~i ! '} :~ D~i~ir:~~ --~:a3' 37.i~: ··~·l?iP(~-P) NO TE. ~ • ,\, <!I i2 ° z bl_ ('\J 14 N6<1'-18'12"E ---8<1.79' 18" CSP 12 GA SEWER DATA RADIUS LENGTH REMARKS 47.00' 8 • F'IC SOR-35 10.00' ',, COOERUNE DATA RADIUS LENGTH REMARKS 20.00' 3<1,59' • ---423.52' • WATER DATA RADIUS LENGTH REMARKS 12.96' B" F'vC CL 150 21.21' • 426.97' • t. FOR PRIVATE ONS/TI! IMPROI/EMeNT5 \ <> • ~ i Ej ::!j * * 4' PIPE LENGTHS, 5' BEVEL BOTH ENDS 8EE BUILOING PL.ANS peRMIT NO. CB.9$-2410 ~ ~J • /, o ~ • ' WITH WATER TIGHT JOINTS ~-~u~tn""~c.-c~"""«"""' J_L.l.,I0,__·..,_5_!>,-a::>!!,,£__ BRUNO B. CALLU R.C.E. 59412 DATE EXPIRATION DATE : 12-31-2003 CROSBY MEAD BENTON ...... OU.~ Engineers • Planners • Surveyors 6650 El Camino Real, Suite 200 Carfflbad, Cali1ornia 82008 (760) 438 -1210 BY: I~ ,.__. I ~k ., so..,.,.,., 20 0 2_0 PREsroN<:1s:P.E. DATE ,1---+---1------------+---+---l---+----l ~I CITY OF CARLSBAD I sH2E,F:Ts I 1 ~.?o• : R.C.E. 45927 EXP.12/02 :=Ll_!__j==::::'....':===EN:::'G':::'IN::::E'::'E':::'Rl':::'N:::G:::'D'::E::::P:::'A:::'RT'::::~::::1E':::'N::::T==:'_:.:::=:'=::: GRAPHIC SCALE BENCH MARK DESCRIPTION: STD. U.S. C. &: G.S. 'ROCK" LOCATION: NAO 83 COORDINATE N 1,985,685.284 £ 6,240,676.744 RECORDED: SAN DIEGO COUNTY CONTROL BOOK PG. 124, 1991 ELEVATION: 323.169 DA TUM: M.S.L. IMPROVEMENT PLANS FOR: "AS BUILT" KELLY CORPORATE CENTER -~lV!k~ ~ _f!ltQ/2rJ2 t-----t---t----------l-----1---1----l-l ~==c=:=W=AT=ERcc=.=ST=O=RM=DR=A=INe=PV=T.=SE=W=ER====i RCE(:._'5-,.412.. EXP.J.1./_'?>1,l.1&l'?> DATE APPROVED: LLOYD B. HUBBS REVJWED BY: ~ -,L~l d. r /4i,,,;, INSPECTOR DATE DATE INITIAL REVISION DESCRIPTION ENGi NEER OF WORK DATE INITIAL OTHER APPROVAL DATE ~~_,~~=:.=,._c.ce??=:.;~:,,c-""'"-yz:_,,:-"--=C,,-,~_;.r':.."'c...-;""""·~,._J. ____ ...Lr/7,./42. ,c,,,,-. CITY ENGINEEif'PE:2388qEXPIRES:12-31-01 DATE ~~====~==============:::::';:::==== DWN BY: ~~:::J PROJECT NO, DRAWING NO. CITY APPROVAL ~~tg ~~; -'-~ SDP 97-25 381 6 CMWD 98-228 V.W.D. 00--037 0 ., -w ~ jJ z !" 032701 0 IJ ~ z GJ z C ~ OJ gJ \ \ 0 IJ ~ z GJ z C ~ OJ m IJ 0 IJ ~ z GJ z C :;: OJ m IJ a a a "' l-+--f-r-18 U-1--l-t-+-!---~++++-++++tti-t-ttTr-t- --: . "' (0 ,&, ;j: II ll--4---+--+-+-t6 NO. 1 2 3 4 5 BEARING DELTA NO:S15'20"E D= 18'28'33" N15'13'13"W D=70'39'07" N68'28'30"E --- RL=l!l.81 II STORM DRAIN DATA RADIUS LENGTH REMARKS 191.65' 60" RCP 2000 D 549.00' 177.03' • 44.99' • 45.00' 55.49' *60 RCP(2000 D 49.34' 18" C.S.P.-12 GA. • 8' PIPE LENGTH, 5 BEVEL ONE END ofESS/o G> "' "' -"' B No.59412 01 ct. p. 12-31-1 ;o OF CA\.\ ~2,. CP.tUv'"'"'''-□=ATE~IO~-CP.rD:2 BRUNO B. CALLU R.C.E. 59412 EXPIRATION DATE : 12-31-1999 CROSBY MEAD BENTON .ASIMtOI.&.TllB Engineers • Planners • Surveyors 0660 El Cam.Luo Real, 3ulte ZOO Carlsbad, California 92008 (760) 436 -1210 etEHR." --------------- '° ROAD BENCH MARK DESCRIPTION: STO. IJ.S.C. &: G.S. 'ROCK" LOCAT/ON: NAO 83 COORO/NAT£ N 1,985,685.284 E 6,240,616.7# RECOROEO: SAN 0/EGO COUNTY CONTROi. BOOK PG. 124, 1991 ELEVA 7/0N: J2J.169 OA TUM: M.S.L g u ~ I ~ ~ U) ~ ~{'___......, --==~~~.,,-~~ 13 (ij 20 0 20 40 60 l_~_i---i GRAPHIC SCALE \ ~ ~------------ RE".)ZW.ED BY: ¼ ,t~d. rw: INSPECTOR DATE rn· R -6.2 DATE INITIAL ENGINEER OF WORK I I . ' 8 - \ \ .._ REVISION DESCRIPTION I I I I I '\ \ \ ~) \ \ ,? ~RIP • ~:L1E.R fN3RIC I \ ' ' I ~ LO -~i~\~ ~ ,.., I -~ I:----._ \' ~ -~□ -(_ -0 ffi ---------\ \\ \\ DATE INITIAi DATE INITIAL OTHER APPROVAL CITY APPROVAL ii ~ D a D • D ITT ~ D ~ y' '\l z ' C g < a ~ • , ~ " a C " ~I D G I ii D m D . ' D ,, D ' "' ii D ~ ~j z ~ C < ~ j' D " D ,: ~ l1 " D I I I 98 228 V.W.D. 00 037 u ~ " ~ 0 r □ n 0 D u 0 " § □ z . I !" " " 'ii D " ~ " ~ z I □ r 0 0 □ " u 0 " ,, " z . !! .ffi C> " 'ii 0 ~ " 032701 0 ]) ~ z G) z C ~ OJ m ]) 0 ]) ~ z G) z C ~ OJ m ]) 0 ]) ~ z G) z C ~ OJ m ]) I ' ' .I .i NO. 1 2 3 4 5 6 BEARING/ DELTA N74'46'47"E N61'38'43"E D-10'53' 11 • N70'45'32"E D-13'54'57" N84' 40'29"E 7OP=75.30 SEWER ACCESSHOL.£/ COVER \ I n:==:::::=rc,. ~- 8 "GPAVllY BACKWATER I VAllif' PER NDS ---ic_, ITEJ.//375 OR EQUAL ~ ~ ACCESSHO/.£ PER Cl,/WD-S I 2-8· t=LeXll3l e COUPLINGS(RJR t--.1' ~ • / 8• Pl-t' P. V.O J _Jr:'.. l.' ~~r-crl,~'H "~r' :,1.17 r a11 _ -:1 ~I ~ DETAIL: BACKWATER VALVE NO SCALE NOTE: CONr~ACTlJR SHAL.L SUl3MITSHOP ORAWIN~ Ot= l.3ACKt=LOW YALYE ASSEMBLY FOR APF'ROVAL Pl<!IOR ro INSTALLATION. fsHml CITY OF' CARLSBAD SHEETS 1-----l--+------------------1:-----.J.----1-----l----l :=L___@_J=3==--'===E:::::N::::G=IN::::E=E=Rl::::N:::::G:::::D::::E::::P::::AR:=T:=M::::E::::N=T =='....':::::::::2=:,===: IMPROVEMENT PLANS FOR: KELLY CORPORA TE CENTER .. thnrn tJ /(Y!J[O , _ c, !tr-fnr WATERMAIN e <PVT.) STORM DRAIN e SEWER ~f¥lko fb.~~ crLfR-ctL t----+----+-----------1------1-------l--_L__l ~==========~ RCE.C,!]'-412... EXP . .!.2.[21 1~~l~ DATE APPROVED: LLOYD B. HUBBS f--'-'-< ~fi-~~=-"-;:.,-'-,:;~~r7'"-"k?,'-'?--;"-'b,""-,ly"'---•-=,.:_:<':___•,_:___,e.. ____ I?/ 7 /,:, i) REVfWED d. ~ . _,.e}JluJ ' ( /1',h,..., INSPECTOR DATE !Lm.1-buZ.-,::__ , __ DA_T~Ec._l_NI_TIA_L_, ENGINEER OF WORK /1\ REVISION DESCRIPTION DATE INITIAL DATE INITIAL OTHER APPROVAL CITY APPROVAL CITY E~IGINEE.ifiE: 2388fuPIRES: 12 31 01 DATE OWN BY: ~ PROJECT NO. I DRAWING NO. ~~~g ~~~~I SDP 97-25 . 381-6 CMWD 98-228 V.W.D. 00-037 032701 ,I 0 JJ ~ z (j) z C s: ~ Il 0 JJ ~ z (j) z C s: (D gJ 0 JJ ~ z (j) z C s: (D m JJ .i 8 " ,., I~ : :-- ~ ,_. :~ I 0-. _,... .... -~ ~ "' TC 0 8' PV 0 w. FEli !:IN . t:') "' ..,. HI =375 P. --·--.... ~ q <'l ~ ~ II ~ I!=-----~--- ~ - 7 }--.... • -f< ',i -- if -,;J q "" .... ~I + ~ - ~ ~ . Q "' + ~ -- ,.; . ..,. .... ~ ' I/ r\ ( . ;i I " Jr I I .... , I.J I . 0 r: R ' ' - -$~ u '+l---+-+-+-+-+--1---1---1--1-----11------1--1-----+------1--1----1----+--1-}--Ire J ~ t ~:~ ~~ a. tc-;~; ~} , :. 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SCALE: 20 NO. < I ) NO. < I_;, BEARING/DELTA D=OJ'42'oo• BEARING/DELTA 0-03'02'56" • o-o l'OJ'05· L.!:I l 0=/'.i I '~6'.'J n. =rw'S6'0 I• N87ffl. • 0=09'00'oo· SEWER INll)I 'PYf.) /IAl)//JS LENGTH 2192.00' 1'11.55' /IAl)IUS LENGTH 2180.00' 116.00' 2180.00' . ,/{),00' 2180.00' = 164. ~-r ~90.25' 42.21 -#5. , 39.27' 2ti.1. NJJ'06'27'W ,,. t. 'SR([] 1--ZB 23.82' REl,/MKS 8" PVC fSOR-351 REIMRKS 8" PVC"CL-150 a• M.LM.C.) a• f%' CL-15O • . • ill • • 8RUNO B. CALLU R.C.E. 59412 EXPIRATION DATE 12-31-1999 CROSBY MEAD BENTON .A.88.0U.TJIS Engineers • Planners • Surveyors 6660 El Co.mmo Roal Suite 200 Carl.shad, Caillornla 92008 (760) 436 1210 BENCH MARK DESCRIPTION: STD. U.S.C. ct G.S. 'ROCK" LOCATION: NAO 8J COORDINATE N 1,985,685.284 E 6,24{),676.7# RECORDED: SAN DIEGO COUNTY, CONTROL BOOK PG. 12,f., 1991 ELEVATION: 323.169 DATUM: M.S.L "AS BUILT" 1JJf!2~c_~ 81_,jxtz RCE_( • .''->-~_4J.2.,_ EXP . .il./3.Lµ&L'b DATE PECTOR DATE ------------------------------------------- . ----I 82.45 ' • ',.__ SEE .SHEET 26 I t-----t---+------------l------1---1-----1---1 [Sriml c ITY o F CARLSBAD I rzw 1 L..!:1:.J ENGINEERING DEPARTMENT 7Z/J;F/£!i ?f P',_ (!. 7K MOVED POl{flON 71) NEW SIIE£f 28 DA 1E INITIAL DATE INITIAL DATE INITIAL ENGi NEER OF WORK REVISION DESCRIPTION OTIIER APPROVAL CITY APPROVAL IMPROVEMENT PLANS FOR: KELLY CORPORA TE CENTER WATERMAIN APPROVED: LLOYD B. HIJ.BBS /d,.~:';2__.0'<._~--?-------~ 1..::,.j2,,@ e, CITY ENGINE~cPE: 238MEXPIRES: 12 31 01 DATE OWN BY: CHKD BY: ~I RVWD BY:=-~ -PROJECT NO. DRAWING. NO. SOP 97 25 381 6 crv1wo 98-228 V.W.D. 00-037 ' ' i ' ' I ✓ ·o \; z I □ 0 r □ :0 D 0 ~ □ ~ D u 0 ~ ~ 0 ~ ~ z 2 0 G) C z < m z m . » ~ I C '" s • D m m C> m p :0 ~ 0 u .: ,. i ~ I \; z I 0 0 r 0 :0 ., D 0 I! m 0 ~ □ D u □ ~ 'I '.H 0 ~: ~ ~ z ,, 2 a G) ;i ~ z :I ro z !l '" • D " □ C ii " ~ }~ '" s • D z m m 0 m ► :0 C ~ 0 u ,; p ·I ' 011 v06 ·o \; z a 0 r 0 :0 i D " 8 0 ~ i 8 u ~ "' 0 l D u ~ !i z ' z 0 G) t C z < ro z ;· m . D r 0 C ~ ~ s j • D z _m m n m p :0 C ~ 0 u z " 032701 .. , .-t, ~ " C ~ OI z I 0 0 r 0 :0 " " al m 0 ~ ~ u 0 " ~ D ~ ~ z e ~ I G) < ro z m . " ~ -~ C " l! ~ ~ z [TI m \; m I 'ii 0 ') u z ~ ' I 0 0 0 "' 0 '" i,j "' Co -0 "' □, " 0 "' -~ iii ' u ~ u u 5 r _J _J w 5 cc □, C •rl 0 / d ' ...,.. r-.. / ~ . 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BEARING/DELTA ' < T> N16"0S'17"W • 2 > 0= 14"42'57' • > N01'22'20"W • iJ> 0=/752'otJ' ,,:;,_ > IJ/9"14'2H"W NI 1"5J .JJ < < :;> 0~2758'50 ' 20 0 20 40 I'---~1----i __ l GRAPHIC SCALE RADIUS LENGTH 250.00' 250.00' 87.20' 77.97' 18.88" REMARKS ,..,Jj\. 18" P.VC I• • •~ • • • • • • I I = PLAN; WATERMAIN _BzJCJL!Xl_&{RfL.Ub', nas-m BRUNO B. CALLU R.C.E. 59412 DATE EXPIRATION DATE : 12-31--1999 CROSBY Engineers • Planners • Surveyors MEAD 6660 El CIWWlo ReaL Suite 200 BENTON Carlsbad, California 92006 .A.See01.11.-rms (7soJ 436 -1210 a, •. , '.;'J.··.,, •. ;l,. .:. ~ ... '. -. BENCH MARK OESCR/PIION: STO. U.S. C. ct G.S. 'ROCK' LOCA llON: NAO 8J COOROINA IE N 1,985,685.284 £ 6,240,676.7 "I RECORDED: SAN DIEGO COUNTY CONTROL Boa< PG. 124, 1991 ELEVAllON: J2J.169 DATUM: M.S.L , " - 20 0 20 40 I'---~-; .... ; _ __,; GRAPHIC SCALE -- -PLA : WATERMAIN SHEETS fsHEfr1 CITY OF' CAf{LSBAD ~=====•~====!================================t====j=====t====j====j LE_J ENGINEERING DEPARTMENT 21 IMPROVEMENT PLANS FOR: KELLY CORPORATE CENTER WATERMAIN APPROVED: LLOYD B. HUBBS /4"6-,c-<'.--E..r) y,:t-~ /,?i:z/.,,, ~~-~-[r=-t--1A~~~ifr'~~~r.!f~er~?~f'~~'E~~~=--=--=--=--=--=--=--=--=--~tr-=--=--=--~t=--=--=--~r7FT~Tti--!.E:;;;-e:~i-CITY ENGINE~"'g~ EE~XX=PP~llfRl_E_S,-1-2--3-1--~0-1 DATE 7::~PV.@ '. /f\ MOVED f'0/({1011 TO NiW SHFLT 2' l1-X-tP5 ,f;Z ~:;::::::~==:::::=;~==::::::::====~===:::: fl /.",,,/J..,2-~_ 1 ___ □A_TE---1_1N_IT_IA_L--J DATE INITIAL DAI£ f;'.;~L CD~N BY: -"',-Cj-~ PROJECT NO. DRAWING NO. ___l~ATE ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL RJ~g ~~: -'~Es SOP 97-25 381-6 CMWD 98-228 V. W.D. 00-037 I l! ·I i! il ~: ., 1; " ., " tl c: J', " I I ' i i ' j· ' j l l I I il ,I ll I! ,, ., " !l 1: " " 11 ~ D ~ m D ~ z ~ w m D 8 ~ • D " m D " □ ~ ~ z C < w m " 8 w • " " m 0 " 0 m D ~ z ~ " m D ~ , • D D m D ~ ~ ~ , C < w m " □ " ~ • D 0 £; z I a r 0 0 a "' " a ~ ~ a z . ~ z m " " " a ~ z ,. ~ ,; z I 0 6 0 0 D ~ a ~ a z . ~ z .m 0 p ~ " z ,. ~ ,;; z I 0 r 0 " 0 "' ~ a " !l a 2 . )l 2 /TI ~ ,, C ~ a ~ ~ p ~ ,; z I a ~ D 0 a " ~ 0 ; a 2 . ~ z m 0 ,, C ~ a ~ z p 0 :0 ~ z Gl z C ~ rn m JJ \ I 0 :0 ~ z Gl z C ~ rn m :0 ' ) 0 JJ ~ z Gl z C ~ rn m JJ 032701 ( . '01/006 .. "' ~~ glf~ ---z Gl z C ~ [D m JJ . .... ,. -I""'--· -t---· r--r--1----f~t---:-·r--r---;,,-----l. l -l-W-l--+++--i-HH-t-+++--+-H--l-+~UN~Tl~IO~,q=SJRIU=f=v,vo,*'+-H-+~-++++-H-t-t+++-HH--t-ttt=t=-b=t-=t-=l=t"ar p ~ ---r---• -r-,----·--,--- _,, ....... .---·-r-I--W..:.:-:: \ I I Q• 11J C l-+-+--+--+---t-+-t-HH---t---t-1-t---t-11Hi--tr11TTT0: .. , . I tt71~r-:t-H8 1 ~e flt~ -ST() AA/ l--+---+---+------1-----11--1--1--t------t-t-t--t-/J-f'-" I ----J ------------- - NO. BEARING/uELTA RAO/US LENGTH REMARKS N75"56'08if 8' Pft' CL-I50 N81'33'52'! ---12.13 • 0-07"39'08' 300.00 '10.01' • N7J"5,l'-IJ'E ---120.28 • N7J"54 '-13'! -#8.11 • STORM ORAIN lMTA PRNATE. NO. BEARING/OELTA P.AD/US LENGTH Rf/,/#/KS I N8i/6'JJ'if ---16.39' 24' RCP 2000-0 2 NBJ"J9'Afif 10.56' • --- 3 0=22'25'24 • 250.00' 9Z84' • 4 N7J"54'54'! 100.47 • --- 5 O= 14'58'46' 250.00' 65.J6' • 6 N58"56'08'! 8.94' • - ' Q1 ,,a .5 CFS 11+1J8,79 I, ~ SAL 10 IZ. 1"r O', V RT. 1"r ' 1 I • rl . I nRnF I .-. \ 1/ :tr, i'-11 L.L..,o •1.,,,111- CA E: HORIZ 1 PLAN: WATERMAIN & STORM DRAIN LINE-B _§,a:rxL&L/?atl.t;,., 10-05-m BRUNO B. CALLU R.C.E. 59412 DATE EXPIRATION DATE : 12-31-1999 CROSBY MEAD BENTON .uu,eou:ru I I Engineers • Planners • Surveyors 6850 El Camino Real, Suite 200 Carlsbad, Caillornia 92008 (760) 43B -1210 20•~ V R 1' I BENCH MARK DESCRIPT!ON: STD. US. C. ct G.S. 11ROCK• LOCATION: NAO BJ COORDINATE • N 1,985,685.284 E 6,240,676.744 RECOIIOED: SAN DIEGO COUNTY CONTROL BOOK PG. 124, 1991 ELEVATION: 323.169 DA WM: !.I.SL 20 0 20 40 _I_~ I I GRAPHIC SCALE "AS BUILT" ,---·- Fl a,7 72 ,=6 .05 I lloci 11.:. I ~'.-1 + II ,,,ip.. NOT£· FOR ROUGH GRADING PLAN SEE DWG. #J81-6A \ 8 cq 6 ,._ o II _F I J , --:, -~ &P ~ -.. I -~ ,.... ~ IJi) _, .. --~ _, ( D ,I. / ------- piml CITY OF' CARLSBAD I SHE,TS I l----+---\-----------------,----i1----r---,-, ~ ENGINEERING DEPARTMENT 2 l----+----+---------------i-------t-,-,1-. IMPROVEMENT PLANS FOR: KELLY CORPORA TE CENTER WATERMAIN e <PVT.) STORM DRAIN ~~Pu:,~ -B/..-c/zJ21-------1--+---------------1i--,--,-,----.FA~P=P~R70~vE=o=,=L7L7oY=o====:"s=.~H~u~as=s,==========; RCE~ EXP._L1./_'3.l~7..filV DATE /~~~a. YPd..-zc,;,L ,,;:,.jz./2~0~ P= CITY ENGINEWrE: 2385'9 EXPIRES: 12-31-01 DATE'- ~l:;::EV:;;,;;_W:;:E;:;D:;--;:B;;;Y:--: -{!,l--:-----------l----t---t-1~1\---------------i------i---i---,~ -r·~o~w~~';:, ;B~Y=, ~~~=-=_=;-';===~P~R=;;o=:JE;C~T~N;:;:o=. ==i-;:~DR~A~W~l;=;NG~N~o. (,. j /I //1 ,. • tf /,) •-!'~'--, __ DA_T_E~I_NI_TIA_L-; DATE INITIAL DATE INITIAL CHKD BY: I f;;;s ·SDP 97-25 381-6 -~=""=~~· --:.,_.,,.::~ ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL RVWD BY: INSPECTOR -, DATE CMWD 98 228 V.W.D. 00-037 . . I I § s i: s: ,, ~-< • ~ j i: i' i: ' ,. ?'. f r j: I I I I r il " -, !i " .. " 'I ti ,, ;;; 11 I ~ D a ,,. D ~ z C ?.: " ,,. D □ " ~ D ~ a D 0 m D ~ z C < ffi D 0 ., C, ~ ~ 0 " 0 rn " ~ z C < rn m " 0 ' ~ , D ~ ~ z I D r 0 " 0 D ~ □ ! 6 z . ~ z !" 0 ,. C IJ " z 'S ~ ~ z I 0 r □ " 0 D ~ 0 D ~ 6 z . ~ z !" n ,. C ~ □ D z " TI ~ z I 0 r 0 " 0 D TI 0 § 0 z . I "' n ► C ~ □ TI ,; ► 032701 ~ I 0 :0 ~ z uJ z C ~ (II m :0 0 :0 ~ z uJ z C ~ (II m :0 0 :0 ~ z uJ z C ~ (II m :0 0 :0 ~ z uJ z C ri :0 i · ! I I I I I ! I ' '' ' '' ! : I 0 0 0 ru > 0 z ~ 7" ;..,: ' ~ ~ltf 'J ,~ ~J IN "" ~. ~ . ':- ~~ ~irr +: . ;:::_ NO,, < i> 1<2> I< I> I< [> I<:-:, <6'> </), <' H'> - ,, " ,;, .., BEARING/OB.TA N7J'54'4J"E N7J'S4 '4J"E N7J'S4'+J"E N73'$,l.'43"£ N61'05'1 l"W 0 1715'/8' Nll!'20'J4"W N56'J9'26'E WATER ll4T.4 RADIUS -- -------- 200.00' - LENGTH REMARKS 55,00' 8' PVC'CL-150 40.00' 8' (M.L!.f.C.! 10 Gt 348.JB' 8' PVC CL 150 18.78' • 14.17' • 60,23' • . 6.71' • J0.99' • . '?'ilofESSio,v {y ,t< ~ o a. c,, 1': Ii "~ << 1., '!! a: c;; z iJ a, No.59412 ~ "' Exp, 12-Jl-1999 ;u • • >.f';, CI V I I-~,.,_ .<f J: ~ <' OF CALI~() 0ROBBY MEAD BENTON ..ullleOJ.,I.TJU!I • Engineers • Planners • Surveyors 6650 El Camino Real, Su!te 200 Car.l.nbad, California 92008 (760) 438 -1210 BENCH MARK DESCRIPTION: STD. U.S.C. cf, G.S: 'ROCK" LOCATION: NAO 8J COOROINA TE N 1,985,685.28-1 E 6,240,676.l# RECOROEO: SAN DIEGO COUNTY CONTROL BOOK PG. 124, 1991 ELEVATION: J2J.169 DA TIJ!.l· !.f.S:L "AS BUILT" 7n ' ,_ . -, z '\ u I I i-----+-+-----------1------+--L----+___J ~ CITY OF CARLSBAD L___Q'_j ENGINEERING DEPARTMENT SHEETS 2t IMPROVEMENT PLANS FOR: KELLY CORPORA TE CENTER WATERMAIN ~~R~<:£~ e4cf2et2 RCE.C..'2"l._4.l.2 EXP .. 11.J:d.µ,_Qlcb DATE APPROVED: LLOYD B. HUBBS r~~DE~--=--~-------i---+--+-11\'-----~======r==!==t===t~J -?--c;,__=~~ ~~ ,/41,,&,,ci REVrED BY: lnA'whm,tt£./1\ _______________ h--1~--l...--..)__,~~.,,.~-'l..-' ~C~'l~TY~E~N;=Gl=N=E=E.fr== FP=E~: 2~3==8=~fo~g~ EE~XX~PP=IIRR~E~S;: 1~2~3~1 :!0~1~DA~T~E====: , iA_ J. /} /} If 11/13 /1 z.... DATE INITIAL DArE INlflAL OWN BY: -::~~ti PROJECT NO. DRAWING NO. ts~fo-f-·-cu""----1-DATE ENGINEER OF WORK REv1s10N 0EscR1Pr10N OTHER APPROVAL ~~;: APP~~~:~ ~~~g ~~: _! _I.....,,, .sop 97 25 381 6 CMWD 98-228 V.W.D. 00-037 I ~ ' :, " 0 " ~ " I I I 1 " ., ., ii H " ii i: ., ' l· i i ,, r I r i il ::; j ~ " ., ,, • " " " ~ .L .,, ~ z I 0 0 r 0 JJ D n m 0 ~ a D D 0 .,, ~ 0 ~ ~ z z 0 (j) ~ z w z rn . D 0 C ' I " $'. p D "' CD " m "' JJ C ~ 0 D z ,. I I .,, £; z I 0 0 r 0 JJ ~ n ~ 0 0 " ·'ll 0 m 0 D ~ z ~ z 0 G) C z e m . z D 0 C ., ~ " $'. p D 2 "' CD n m ,. JJ C " 0 D " ,. u ,: z J: 0 0 r 0 JJ ~ n ~ 0 0 ~ TI ll ~ D ~ Ej z z 0 (j) C z e w z ~ . ~ ~ C " $ p D z m CD co m "' JJ C " 0 TI z • 032701 -/ .J .. ~ .,, £; z VI J: 0 0 r 0 JJ D n m ~ ~ 0 D 00 □ m a D TI z ~ Ej z 0 (j) C < z w z ~ . 0 • C ' ~ " $'. p D z _m r CD n m "' JJ C " 0 TI ~ ,. 0 0 0 CJ cu - H oo.po H-------1-----t------1-----t----t--;--;--,--,--,t={f"(P~H p - o'xox.11K. t-t----t-t----i----t-t----i-T7-l/2-ff0N RI R EN;f!§Y ,IS PA OR H--1-t-t--i-r-r,,rlm-1[); ,... i '\ 1+-t---1-t-t--r-r-t-i-r7~ f---1--11---t--+---+-+--t---t---t--t--t-J-,t-t ~ 1ll-H--11-t-t--t-r--i---1----r-,-i-,-,r-r ~ -. / GlT--, 11+l4-2~ ,~e--l-l-f-----1----t--+--+-+-+++++++-+-t-t-t-HH-t:::t::±:t:±~:t.:::t-11111111777111r;;;t1 ~ os- Re-INI E'rlfiPE -PR PO ED FINI H ~E~s+-++-+-+-t-t-------1f-t-+-+-+++--fcu~Bwl~LET%Jf,m,ffiE=+--+-+-t--J----1rt-t-t-t--t-t-t-t1--J111111111111~rrrrTTll R M.=fj...t AL, •G ,,O M RAJ I~ R1Mr7: 40 -r----+-i--••T" r---•T"-r-·---.----.-----.-----r-----.------■ ---- - I Q -s ' J t', .. ,,,, JOINl I q n 'All , ™'~ , 'IT \ \ \ L &:.ur,o_~/ £J(l_,/b 10-05-w BRUNO B. CALLU R.C,E~2 DATE EXPIRATION DATE : 12-31-1999 CROSBY MEAD BENTON .&.111aem,11:rll8 Engineers • Planners • Surveyors li660 El Camino Real, Suite 200 Carlabod, Call!ornia 92008 (760) 488 -1210 p1 _, .7--I'S v~· ? PS "' " PLAN: PVT. STORM DRAIN BENCH MARK OESCR/Pr!ON: STD, IJ.S.C. &-G.S. "ROCK" lOCA llON: NAO 8J CO<K/0/NA TE N 1,985,685.2B,4 E 6,240,676.7# RECOROEO: SAN 0/EGO COUNTY CONTROL BOOK PG. 12,f., 1991 ELEVA r!ON: J2J.169 OA T/J/,/: U.S.L. j .. 11n NO. 1 2 3 4 5 6 BEARING/DELTA N31'27'52"E N24'58'13"W N 11'29'09"W N01'52'59"E - ' ,t .r n STORM DRAIN RADIUS LENGTH ---172.20 ---7.40' 250.00 58.!W ---126.02 250.00 58.33 ---11.4S REMARKS )I) PVC (J-M PIPE PERMA-LOC Wf_ WATER TJGf/T JOlms SEE DETAIL TJ-1IS SHT. • • • I RIJBB. f\ 0-RING --- DETAIL: WATER TIGHT JOINT NO SCALE I " 20 0 20 40 I ~1----1~~~~1 ~-GRAPHIC SCALE 1---+--+-------------t----i----i--,-----, ~8 c1TY oF CARLSBAD SH2Eo,TS :::L___@J=:::::::::....:==:=E:::::N::Gl:::::N::E::::ER::l=NG:::::::::D::::E=P=A=RT=M::::'E=N=r==::'...':=='~I IMPROVEMENT PLANS FOR: r----,-,A-S_B_U_I L-T-,, ----t~~__=-1_;-~_=t-i=-~~~~~~~~~~~~~~~~~+~~-+~~+~~+--=-=J KELLY CORPORA TE CENTER STORM DRAIN -8/~'f;l_~{~ t3/(Q(2ct_2_1---+---+---------------t--,---,------,~-i~A~PP~R~O~VE~D=: ~LL~O~YD~B.~H~U~BB~S:==========cc; RCE_"-~41'Z.. EXP.J~l.J~L/J.Qlcb DATE /~..-: c-e--r_a t, Y---c,-;;_,ee,:-f___ I _;;/7: ho DA TE INITIAL ENCINEER OF WORK REVISION DESCRIPTION REVJ,WED BY: _,Lfu~//1~. (!,_=1/4~,..___:___ - INSPECTOR __1_M_=1z.._ DATE DA IE INITIAL OlHER APPROVAL ,"'-~ CITY ENGINEf'V PE: 2388( EXPIRES: 12-31-01 DATE DATE INITIAL CITY APPROVAL DWN BY: =~-PROJECT NO. DRAWING NO. CHKD BY:-~~ RVWD BY: ~-l?"~~ SOP •97-25 381-6 CMWD 98 228 V.W.D. 00-037 " TI ,: z I 0 0 r 0 JJ ~l D 0 m 0 ~ -I D D D i, □ ll '" ii D D ~ !:i z ~: 2 0 G) J! C z < " w z " '" . " D C l! 0 " ~ s: ~ ii > " z CD !" 0 m ► JJ C: a TI z ;;; " ,: z I 0 0 r 0 JJ ! i D 0 ITT ~ D 0 i: D D D TI ITT 0 l! D ~ w z " < z 6 G) " ~ z !1 rn z " m . D " ~ C ,, a ~ s }: ► D z [D m 0 m ► JJ '" 0 TI ;,; p TI ~ z I 0 0 r 0 IJ !i ~ 0 ~ 0 0 D D ~ TI 0 ~; D ~ ~ z " 2 0 G) 3! C z ,. < z _, m :u D . -, 0 C ~l " ~ s ii ~ D z DJ rn 0 m ~ JJ C: a ~ ~ 032701 - l,j)il al~ -z G) ' z C ,· ' ~i JJ -; :1 ' :I • 1 = 0 0 C\J C\J m '" '° ,_ 0 ~· C\J > 0 z ru => ~ = ~ 0 "' -~ I (fJ ' u u " / u u " / >---" --" w " / er 0, C ·~ 0 / !... 0 ROAD CONSTRUCTION AHEAD C18 TRAFFIC CONTROL NOTES 1. WORK HOURS TO BE RESTRICTED TO 8:JD AM TO 3:3D PM UNLESS APPROVED OTHERWISE. 2. PEDESTRIAN COMTROLS WILL BE PROVIDED AS SHOWN. 3. PEDESTRIANS SHALL BE PROTECTED FROM EMTERING THE EXCAVATION BY PHYSICAL BARRIERS DESIGNED, INSTALLED, AND MAINTAINED TO THE SATISFACTION OF THE CITY ENGINEER. 4. TEMPORARY "NO PARKING' SIGNS WILL BE POSTED 72 HOURS PRIOR TO COMMENCING WORK. CALL CARLSBAD POLJCE DISPATCH AT (760) 931-2197 TO VALIDATE POSTING. 5. ACCESS WILL BE MAINTAINED TO ALL DRIVEWAYS UNLESS OTHER ARRANGEMENTS ARE MADE. 6. TRENCHES MUST BE BACKFILLED OR PLATED DURING NON-WORKING HOURS UNLESS K-RAIL BARRIERS ARE PROVIDED. K-RAIL IS APPROVED ONLY WHEN SPECIFICALLY SHOWN ON THE APPROVED TRAFIC CONTROL PLAN. PLATES SHALL HAVE CLEATS AND COLO MIX AT THE EDGES. 7, STRIPING Will BE REPLACED BY THE CONTRACTOR WITHIN 24 HOURS, IF REMOVED OR DAMAGED. 8. WORK THAT DISTURBS NORMAL TRAFFIC SIGNAL OPERATIONS SHALL BE COORDINATED WITH THE CITY OF CARLSBAD 48 HOURS PRIOR TO COMMENCING WORK. g_ TRAFFIC SIGNAL LOOP DETECTORS WILL BE REPLACED BY THE CONTRACTOR WITHIN 24 HOURS, IF DAMAGED. 10. FLAGGERS SHALL BE EQUIPPED WITH A WHITE HARD HAT, AN ORANGE VEST, AND A C28 'STOP /SLOW" PADDLE ON A 5 FOOT STAFF. 11. ALL TRAFFIC COMTROL DEVICES MUST BE MAIMTAINED 24 HOURS A DAY, 7 DAYS PER WEEK, BY THE CONTRACTOR. 12. ALL TRAFFIC COMTROL SHALL BE IN ACCORDANCE WITH THE CALTRANS MANUAL OF TRAFFIC COMTROL FOR CONSTRUCTION AND MAINTENANCE ZONES, LATEST EDITION. 13. 14. 15. 16. TRAFFIC COMTROL PLAN SUBMITTALS ARE REQUIRED FOR EACH PHASE OF THE WORK IN THE DETAIL, FORMAT, AND QUALITY ILLUSTRATED ON THIS SHEET. WHEN NOT A RAISED MEDIAN. MEDIAN MUST BE PAVED WITH NO LESS fHAN 3' OF ASPHALT CONCRETE OVER 6' OF CLASS II AGGREGATE BASE. ALL TRAFFIC COMTROL DEVICES SHALL BE REMOVED FROM VIEW WHEN NOT IN USE. THE CITY ENGINEER OR HIS REPRESENTATIVE HAS THE AUTHORITY TO INITIATE FIELD CHANGES TO INSURE PUBUC SAFETY. ' C30(Bike) SIGNAGE 1. WHERE APPROACH SPEEDS ARE LOW, SIGNS MAY BE PLACED AT 300 FOOT SPACING AND,IN URBAN AREAS,CLOSER. 2. NOT LESS THAN ONE PERSON SHALL BE ASSIGNED TO FULL TIME MAINTENANCE OF TRAFFIC COMTROL DEVICES ON ALL NIGHT LANE CLOSURES. 3. ALL WARNING SIGNS FOR NIGHT LANE CLOSURES SHALL BE ILLUMINATED OR REFLECTORIZED AS SPECIFIED IN THE SPECIFICATIONS. 4. ALL ADVANCE WARNING SIGN INSTALLATIONS SHALL BE EQUIPPED WITH FLAGS FOR DAYTIME CLOSURES. FLASHING BEACONS SHALL BE PLACED AT ALL LOCATIONS INDICATED DURING NIGHT LANE CLOSURES. 5. A C1J "END CONSTRUCTION" OR C14 "END ROAD WORK' SIGN, AS APPROPRIATE, SHALL BE PLACED AT THE END OF THE LANE CLOSURE UNLESS THE END OF THE WORK ARfA IS OBVIOUS, OR ENDS WITHIN A LARGER PROJECT LIMITS. 6. ALL CONES USED FOR NIGHT LANE CLOSURES SHALL BE ILLUMINATED TRAFFIC CONES OR FITTED WITH 13" REFLECTIVE SLEEVES. 7. FLASHING ARROW SIGNS SHALL BE EITHER TYPE I OR TYPE II. SILENT TYPE IN POPULATED AREAS. FLASHING ARROW SIGNS SHALL BE USED ON ALL STREETS THAT HAVE AN ADT OF 5000 OR MORE OR AT THE DIRECTION OF THE CITY ENGINEER- NOTES 8. THE MAXIMUM SPACING BETWEEN CONES IN A TAPER SHALL BE APPROXIMATELY AS SHOWN IN TABLE 1 AND 50 FOOT MAXIMUM SPACING ON TANGENT. 9. ADDITIONAL ADVANCE FLAGGERS SHALL BE REQUIRED WHEN TRAFFIC QUEUES DEVELOP. FLAGGER STATIONS FOR WORK AT NIGHT SHALL BE ILLUMINATED AS NOTED IN SECTION 5-07 OF THE 'MANUAL OF TRAFFIC CONTROLS". 10. PLACE C30 'LANE CLOSED" SIGN ON FLAG TREE AT 500' -1000' INTERVALS THROUGHOUT EXTENDED WORK AREAS. THEY ARE OPTIONAL IF THE WORK AREA IS VISIBLE FROM THE FLAGGER STATION. 11. WHEN A PILOT CAR IS USED, PLACE C37 "TRAFFIC COMTROL -WAIT FOR PILOT CAR" SIGN. 12. ALL REQUIRED SIGNS THAT ARE TO BE LEFT IN PLACE OVER A WEEKEND OR HOLJDAY SHALL BE POST MOUMTED. 13. CONSTRUCTION AREA TRAFFIC COMTROL DEVICES SHALL MEET THE PROVISIONS OF SECTION 12 OF THE MOST RECENT EDITION OF THE CALTRANS STANDARD SPECIFICATIONS. 5()0' \ "('~ "------------ t Jw -- -- • • PHASE-I Construction of AC pavement, Curb & Gutter .. ~ • t ~ y ~ -t ~ LEGEND DIRECTION OF TRAVEL PORTABLE SIGN TRAFFIC CONE/DELINEA TOR TYPE II BARRICADE FLAGGER FLAG TREE FLASHING ARROW SIGN PORTABLE FLASHING BEACON WORK AREA _, ' ""'-'CQ '--u., I I -,.i§ -- ,, Ji " ,, '( (3 ---- --- ( I\ Cf8 ~--.- C20(B!fffJ I' '\ \ I' ' " I\ '\ V .. ----- h .I,_ jvv......_,V..Vv..AJ\.,V'-'l..uv;-;. ;; ·T f\J" r I I V I SHEETS 40 0 40 80 120 ~V / / /, / // / / / / / / / I \ l, -~ CITY OF CARLSBAD L_J<;l_j ENGINEERING DEPARTMENT 2'1 ~' ~~ I I _&;ua;o_'&J__{.L(lU!: -10-05-m GRAPH IC SCALE BRUNO B. CALLU R.C.E. 59412 DATE EXPIRATION DATE : 12-31-2003 BENCH MARK DESCRIPT/ON: Sl/J. U.S.C. &-G.S. "ROCK" lOCAT/ON: NAD 83 COORDINATE CROSBY Engineers • Planners • Surveyors N 1,985,685.284 E 6,2,/(),676.1# MEAD 6660 El Cnmino Reo.J. Suite 200 BENTON Car1'bnd, Cilllorni<l 92006 ASBeOLt.TmS (760) 436 -1210 RECORDED: SAN DIEGO COUNTY CONfflO/. BOOK PG. 124, 1991 ELEVATION: J2J.169 DATUM: M.S.L ■ f----f----+----------------f------+---+---+------+ TRAF'FJC CONTROL PLAN FOR: "AS BUILT" KELLY CORPORATE CENTER PALOMAR AIRPORT ROAD E ~o_b/f'/l'JOa.1, ,a_jcf?.C/2. t---t---t---------------j---j----j----j--J~~c===~~l~DD~E=N~V~A~L=LE=Y=R=O=A=D========! ©JU.II-I (¢· ~ °:=::~ APPROVED: LLOYD B. HUBBS RCE-'--~ EXP.Jj./~~l~~ DATE /W.._c--~::;2 ,t,,;'.'.C=tc ;,-(,, ,-,,;zj_y~ "'3.-c.-CITY ENGINE Er( PE: 2388q EXPIRES: 12-31-01 DA'IE REV)EWEDd BY:~ /1\ ~D~W:;:N~B;:;:Y,== ~-=_=_=~;";::==P=R=o==JE=c=T=N=o=.=::::;-;::D==R=A=W=IN=G=N==:O. (,,,, /} r]L ) DATE INITIAL DATE INITIAL DATE INITIAL =a -_,L~/.L 4,,.,_,.,___· --_:i Hr/ z__ REVISION DESCRIPTION CHKD BY: --SDP 97-25 381-6 INSPECTOR DATE ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL R\/WD BY: CMWD 98-228 V.W.D. 00-037 ,; , • ' If:,\ \_) '' n r > z I 0 r D n D "' " D ! D ' 2 " -' ' ~ C' ~ z "' \; C ~ D l1 :,; I ~ D I' " a rn l " ~ ' z j C i 1, l ~ • j, " " ~ ,; z I 0 r D CJ D ,J 0 ~ e D z • ~ 2 "' n p r ~ D ~ ~ 0 I) ~ z (j) z C s ~ ' \ 0 I) ~ z (j) z C s CD m I) 0 I) ~ z (j) z C s CD m I) 032701 \ ' 0 0 0 ru rn 0 -ru > □ z • ---0- 1....,,_,v..........,\.AJoJV,J,J\.),,J-..)"-"-'-,L. • J A.,, -..._. , ~.u v,..AJ v...A..J VvJ V..A.J '"'I-/ ~ 4...v/'...A,A.,I "'\..).J../ v-v v...v V-Jv VJJ v...,,..J \..A.),.J '-AA.J .......,_, ~ <...AAJ -~ v...v v.AJ __,.-/ -------.. ------- I " ti ,_ I ,. f I \ ., :,r SIDEWALK , Cf8 ""T"" C20(BIKE} -+---.-- 'JT~ry-r,LOSrE,D 1 . E• -,.,,.,,,i -J2M I/,( ,,19D., o~==~J~o ~ .r , •• i-,cC ~-C' • ~;-/ l\p ,, ) ---..UV ""T"" j)__j___l__:__i---~ ,-. vJ.Jv..;.., V.J..J.........._,.vl..,VJJ~ ,, : ~ i z I 0 □ ~ 0 ]J ' 0 ~ C 0 n _, n ' 0 a ~ z : 0 GJ , 2 l z C I ~ rn rn " m p ]J ' ~ ' 0 ' D ;; p I ----~• .. -~ o I -- --I (Y) ' I ../fr',. " I '\; 500: 500'/ ~ JOO' \ s. I;; ~ ~ I I / I I ROAD CONSTRUCTION AHEAD C18 BIKE LANE CLOSED AHEAD ---w ~ -co .___,. 0 N (.) BIKE LANE CLOSED ---(]) ..::i.::: ·-ca --0 C'0 (_) SIGNAGE 1. WHERE APPROACH SPEEDS ARE LOW, SIGNS MAY BE PLACED AT 300 FOOT SPACING AND,IN URBAN AREAS.CLOSER. 2. NOT LESS THAN ONE PERSON SHALL BE ASSIGNED TO FULL TIME MAINTENANCE OF TRAFFIC CONTROL DEVICES ON ALL NIGHT LANE CLOSURES. 3. ALL WARNING SIGNS FOR NIGHT LANE CLOSURES SHALL BE ILLUMINATED OR REFLECTORIZED AS SPECIFIED IN THE SPECIFICATIONS. 4. ALL ADVANCE WARNING SIGN INSTALLATIONS SHALL BE EQUIPPED wrrH FLAGS FOR DAYIIME CLOSURES. FLASHING BEACONS SHALL BE PLACED AT ALL LOCATIONS INDICATED DURING NIGHT LANE CLOSURES. 5. A C13 'END CONSTRUCTION" OR C14 "END ROAD WORK" SIGN, AS APPROPRIATE, SHALL BE PLACED AT THE END OF THE LANE CLOSURE UNLESS THE ENO OF THE WORK AREA IS OBVIOUS, OR ENDS WITHIN A LARGER PROJECT UMITS. 6. ALL CONES .USED FOR NIGHT LANE CLOSURES SHALL BE ILLUMINATED TRAFFIC CONES OR FITTED WITH 13" REFLECTIVE SLEEVES. 7. FLASHING ARROW SIGNS SHALL BE EITHER TYPE I OR TYPE II. SILENT TYPE IN POPULATED AREAS. FLASHING ARROW SIGNS SHALL BE USED ON ALL STREETS THAT HAVE AN ADT OF 5000 OR MORE OR AT THE DIRECTION OF THE CITY ENGINEER. V -\ ---- ------ e------F= • -= -I I NOTES 8. THE MAXIMUM SPACING BETWEEN CONES IN A TAPER SHALL BE APPROXIMATELY AS SHOWN IN TABLE 1 AND 50 FOOT MAXIMUM SPACING ON TANGENT. 9. ADDITIONAL ADVANCE FLAGGERS SHALL BE REQUIRED WHEN TRAFFIC QUEUES DEVELOP. FLAGGER STATIONS FOR WORK AT NIGHT SHALL BE ILLUMINATED AS NOTED IN SECTION 5-07 OF THE 'MANUAL OF TRAFFIC CONTROLS". 10. PLACE C30 'LANE CLOSED' SIGN ON FLAG TREE AT 500' -1000' INTERVALS THROUGHOUT EXTENDED WORK AREAS. THEY ARE OPTIONAL IF THE WORK AREA IS VISIBLE FROM THE FLAGGER STATION. 11. WHEN A PILOT CAR IS USED, PLACE C37 iRAFFIC CONTROL-WAIT FOR PILOT CAR' SIGN. 12. ALL REQUIRED SIGNS THAT ARE TO BE LEFT IN PLACE OVER A WEEKEND OR HOUDAY SHALL BE POST MOUNTED. 13. CONSTRUCTION AREA TRAFFIC CONTROL DEVICES SHALL MEET THE PROVISIONS OF SECTION 12 OF THE MOST RECENT EDITION OF THE CALTRANS STANDARD SPECIFICATIONS. .. l M,l;rc, CCO o::::i:::' rv-,.0 -' ., \ ' 1 .. ) ~ ;_l.,, J3-' v.N VJ',..,, 1...--v ~ \..A.AJ v,..>,J I...A.JJ '-W TRAFFIC CONTROL NOTES 1. WORK HOURS TO BE RESTRICTED TO 8:30 Ml TO 3:30 PM UNLESS APPROVED OTHERWISE. 2. PEDESTRIAN CONTROLS WILL BE PROVIDED AS SHOWN. 3. PEDESTRIANS SHALL BE PROTECTED FROM ENTERING THE EXCAVATION BY PHYSICAL BARRIERS DESIGNED, INSTALLED, AND MAINTAINED TO THE SATISFACTION OF THE CITY ENGINEER. 4. TEMPORARY 'NO PARKING' SIGNS WILL BE POSTED 72 HOURS PRIOR TO COMMENCING WORK. GALL CARLSBAD POLICE DISPATCH AT 931-2197 TO VALIDATE POSTING. 5. ACCESS WILL BE MAINTAINED TO ALL DRIVEWAYS UNLESS OTHER ARRANGEMENTS ARE !JADE. 6. TRENCHES MUST BE BACKFILLED OR PLATED DURING NON-WORKING HOURS UNLESS K-RAIL BARRIERS ARE PROVIDED. K-RAIL IS APPROVED ONLY WHEN SPECIFICALLY SHOWN ON THE APPROVED TRAFIC CONTROL PLAN. PLATES SHALL HAVE CLEATS AND COLD MIX AT THE EDGES. 7. STRIPING WILL BE REPLACED BY THE CONTRACTOR WITHIN 24 HOURS, IF REMOVED OR DAMAGED. 8. WORK THAT DISTURBS NORMAL TRAFFIC SIGNAL OPERATIONS SHALL BE COORDINATED WITH THE CITY OF CARLSBAD 48 HOURS PRIOR TO COMMENCING WORK. 9. TRAFFIC SIGNAL LOOP DETECTORS Will BE REPLACED BY THE CONTRACTOR WITHIN 24 flOURS, IF DAMAGED. 10. FLAGGERS SHALL BE EQUIPPED WITH A WHITE HARD HAT, AN ORANGE VEST, AND A C2B 'STOP/SLOW' PADDLE ON A 5 FOOT STAFF. 11. ALL TRAFFIC CONTROL DEVICES MUST BE MAINTAINED 24 HOURS A DAY, 7 DAYS PER WEEK, BY THE CONTRACTOR. 12. ALL TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE CALTRANS MANUAL OF TRAFFIC CONTROi FOR CONSTRUCTION AND MAINTENANCE ZONES. LATEST EDITION. 13. TRAFFIC CONTROL PLAN SUBMITTALS ARE REQUIRED FOR EACH PHASE OF THE WORK IN THE DETAIL, FORMAT, AND QUALITY ILLUSTRATED ON THIS SHEET. 14. WHEN NOT A RAISED MEDIAN. MEDIAN MUST BE PAVED WITH NO LESS THAN 3' OF ASPHALT CONCRETE OVER 6' OF CLASS II AGGREGATE BASE. 15. ALL TRAFFIC CONTROL DEVICES SHALL BE RE!JOVED FROM VIEW WHEN NOT IN USE. 16. THE CITY ENGINEER OR HIS REPRESENTATIVE HAS THE AUTHORITY TO INITIATE FIELD CHANGES TO INSURE PUBUC SAFETY. ------ ---... ------------ . i i Q,_/ • I i Tr l rr,-,, ,.............,&:Qt i I O I • ' I. • J ' f • 1 -,. -... v,..,v u...,,v v........, ......._._, ~ v-,),.., ~ ~ ,l ' ._;;: V-...AJ '-.A.A.,) v._).,,I ~ •• PHASE-II Construction of Concrete Sidewalk LEGEND ... DIRECTION OF TRAVEL r PORTABLE SIGN • TRAFFIC CONE/DELINEA TOR t TYPE I[ BARRICADE ~ FLAGGER y FLAG TREE * FLASHING ARROW SIGN 4 PORTABLE FLASHING BEACON ~ WORK AREA 1 I ~ , -) u.,__, V..>,....I VJ..,, U...AJ V,...J,.J v.,v vJ..J I..A.A...., ' "" WORK ij I " j ,, ,~ / • • "I! '-1..../J , ) "-Ii f/f/J "-Ii j "{j ~ ·~· ~ -- ----... -I ----- TI ,-------, ~ z v..v v..v ~·r-q:,LLJ I 5 ~ r ·l ij u V go ~: '.! ;IJ i ~ ~ --.____ Li 2 ---....._ tB• i j -! ~ ~ ;' 0 z .m ~ □ ]J ~ z uJ z C ~ rn m ]J n l IL-___ _, ·o ~ z I 0 0 r 0 ]J ~: ~ 0 ~ D 0 I TI D D TI '.il D ~ ~ z , o GJ " C z !: < z 0 I m . TI C ; ~ ' • i ~ } • TI rn !" " rn p ]J C ~ D D z • 032701 /·tJ 0 i ~ 40 0 40 80 120 I ~&ct?/ltb/) IO-Cf;-CD BRUNO B. CALLU R.G.E. 59412 DATE EXPIRATION DATE ; 12-31-2003 CROSBY Engineers • Planners • Surveyors MEAD 6650 El Camino Rool, Suite 200 • • BENTON Co.rh,bod, Colilonlio 92008 BENCH MARK DESCRIPTION: SW. U.S.C. &-G.S. 'ROCK' LOCATION: NAI) BJ C(}()RD/NATE N l,985,685.2EJ,I E 6,240,676.7#- RECORDED: SiJI DIEGO COIJNTY CONTROi. •· BOOK PG. 124, 1991 El.EVA TION: J2J.169 DA TIJI.I: 1.1.S.L .._I -~f--1~-=---1 GRAPHIC SCALE I ~ CITY OF' CARLSBAD SHEFTS l----l--+------------------lr------t---1-----t---J ;=~::=::::Q:::::::'~==E:::N:=G:::IN::::E::::E:::::Rl::::N::::G:::::D::::E'::P::::AR::::T:::M:::E:::::N:::::T==!_L:::::2::1:t==:= TRAFFIC CONTROL PLAN FOR; "AS BUILT" KELLY CORPORATE CENTER PALOMAR AIRPORT ROAD!; 'tk-p, //)/'t)/,()1 a!trlor I-IIDDEN VALLEY ROAD -&f-/tJ_Qo~---M~ _s_~lf._ f-----l----+----------------t-----1---t-----t---J ~A=P=P=R=o=v=ED=:=LL=Oc,:Y::D=B.=H=U~BB~s~==========~ RCEL5~,J L-Z. EXP .l'Lf'lll ~'b DATE /~~~..-T-2 ~~C-!,!/_z/,:;:,o ~ CITY ENGINE~P~E: 2381l9ExPJRES: 12-31-01 DATE' DRAWING NO. 381-6 -R~l~ ti\ DATE INITIAL ENGINEER Of WORK REVISION DESCRIPTION DATE INITIAL DATE INITIAL DWN B·Y: CHKD BY: RVWD BY: . PROJECT NO. • SOP 97-25 TI I ,; utjj z I 0 5 ~ ~ n (D~ D 0 a TI TI ' D TI $ 0 ~ ~ ; z • , D uJ a C z "§ < z m 0 m . . TI I C ~ 0 ' ~ ~ ~, . • TI z rn n p C n 0 D ,s,~h C/V II-O~'<',~ UB.OLILTEI (760) 438 -1210 l ________________________________ ;;'iliiiiOr-CAliiiiLl~~:....!■!:===================::..----------------..:==============-....... =--------------------------------------------~~~~~~~~";"--1 CMWD 98-228 t~TOR OTHER APPROVAL CITY APPROVAL z • .I V.W.D. 00-037 _J = = 0 "' ITT - m = SIGNAGE 1. WHERE APPROACH SPEEDS ARE LOW, SIGNS MAY BE PlACED AT 300 FOOT SPACING AND,IN URBAN AREAS.CLOSER. 2. NOT LESS THAN ONE PERSON SHALL DE ASSIGNED TO FULL TIME MPJNTENANCE OF TRAFFIC CONTROL DEVICES ON ALL NIGHT LANE CLOSURES. 3. ALL WARNING SIGNS FOR NIGHT LANE CLOSURES SHALL BE ILLUMINATED OR REFLECTORIZED AS SPECIFIED IN THE SPECIFICATIONS. 4. ALL ADVANCE WARNING SIGN INSTALlATIONS SHALL BE EQUIPPED WITH FlAGS FOR DAYTIME CLOSURES. FlASHING BEACONS SHALL BE PlACED AT ALL LOCATIONS INDICATED DURING NIGHT LANE CLOSURES. 5. A C13 "END CONSTRUCTION" OR C14 "END ROAD WORK' SIGN, AS APPROPRu\TE, SHALL BE PlACED AT THE END OF THE LANE CLOSURE UNLESS THE END OF THE WORK AREA IS OBVIOUS, OR ENDS WITHIN A lARGER PROJECT Ut.lITS. 6. ALL CONES USED FOR NIGHT LANE CLOSURES SHALL BE ILLUMINATED TRAFFIC CONES OR FITTED WITH 13" REFLECTIVE SLEEVES. 7. FlASHING ARROW SIGNS SHALL BE EITHER TYPE I OR TYPE II. SILENT TYPE IN POPUlATED AREAS. FlASHING ARROW SIGNS SHALL BE USED ON ALL STREETS THAT HAVE AN ADT OF 5000 OR MORE OR AT THE DIRECTION OF THE CITY ENGINEER. 5(}().0' L-----'1 ~'( ROAD CONSTRUCTION AHEAD C18 GRAPHIC SCALE NOTES 8. THE MAXIMUM SPACING BETWEEN CONES IN A TAPER SHALL BE APPROXIMATELY AS SHOWN IN TABLE 1 AND 50 FOOT MAXIMUM SPACING ON TANGENT. 9. ADDITIONAL ADVANCE FlAGGERS SHALL BE REQUIRED WHEN TRAFFIC QUEUES DEVELOP. FlAGGER STAflONS FOR WORK AT NIGHT SHALL BE ILLUMINATED AS NOTED IN SECTION 5-07 OF THE 'MANUAL OF TRAFFIC CONTROLS'. 10. PlACE C30 "LANE CLOSED" SIGN ON FlAG TREE AT 500' -1 ooo· INTERVALS THROUGHOUT EXTENDED WORK AREAS. THEY ARE OPTIONAL IF THE WORK AREA IS VISIBLE FROM THE FlAGGER STATION. 11. WHEN A PILOT CAR IS USED, PlACE C37 'TRAFFIC CONTROL -WAIT FOR PILOT CAR' SIGN. 12. ALL REQUIRED SIGNS THAT ARE TO BE LEFT IN PlACE OVER A WEEKEND OR HOUDAY SHALL BE POST MOUNTED. 13. CONSTRUCTION AREA TRAFFIC CONTROL DEVICES SHALL MEET THE PROVISIONS OF SECTION 12 OF THE MOST RECENT EDITION OF THE CALTRANS STANDARD SPECIFICATIONS. 5(}(),0' ... • • BIKE LANE 1:::ANE TRAFFIC CONTROL NOTES 1. WORK HOURS TO BE RESTRICTED TO 8:30 AM TO 3:30 Pt.I UNLESS APPROVED OTHERWISE. 2. PEDESTRu\N CONTROLS WILL BE PROVIDED AS SHOWN. J. PEDESTRu\NS SHALL BE PROTECTED FROM ENTERING THE EXCAVATION BY PHYSICAL BARRIERS DESIGNED, INSTALLED, AND MPJNTAINED TO THE SATISFACTION Of THE CITY ENGINEER. 4. TEMPORARY "NO PARKING' SIGNS WILL BE POSTED 72 HOURS PRIOR TO COMMENCING WORK. CALL CARLSBAD POLICE DISPATCH AT 931-2197 TO VALIDATE POSTING. 5. ACCESS WILL BE MPJNTAINED TO ALL DRIVEWAYS UNLESS OTHER ARRANGEMENTS ARE MADE. 6. TRENCHES MUST BE BACKFILLED OR PLATED DURING NON-WORKING HOURS UNLESS K-RAIL BARRIERS ARE PROVIDED. K-RAIL IS APPROVED ONLY WHEN SPECIFICALLY SHOWN ON THE APPROVED TRAFIC CONTROL PLAN. PlATES SHALL HAVE CLEATS AND COLD MIX AT THE EDGES. 7. STRIPING WILL BE REPlACED BY THE CONTRACTOR WITHIN 24 HOURS, IF REMOVED OR DAMAGED. B. WORK THAT DISTURBS NORMAL TRAFFIC SIGNAL OPERATIONS SHALL BE COORDINATED WITH THE CITY OF CARLSBAD 48 HOURS PRIOR TO COMMENCING WORK. 9. TRAFFIC SIGNAL LOOP DETECTORS WILL BE REPlACED BY THE CONTRACTOR WITHIN 24 HOURS, IF DAMAGED. 10. FlAGGERS SHALL BE EQUIPPED WITH A WHITE HARD HAT, AN ORANGE VEST, AND A C28 'STOP /SLOW" PADDLE ON A 5 FOOT STAFF. 11. ALL TRAFFIC CONTROL DEVICES MUST BE MPJNTAINED 24 HOURS A DAY, 7 DAYS PER WEEK, BY THE CONTRACTOR. 12. ALL TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE CALTRANS MANUAL OF TRAFFIC CONTROL FOR CONSTRUCTION AND MANTENANCE ZONES, lATEST EDITION. 13. TRAFFIC CONTROL PLAN SUBMITTALS ARE REQUIRED FOR EACH PHASE OF THE WORK IN THE DETAIL, FORMAT, AND QUALITY ILLUSTRATED ON THIS SHEIT. 14. WHEN NOT A RAISED MEDu\N. t.lEDL-\N MUST BE PAVED WITH NO LESS THAN J' OF ASPHALT CONCRETE OVER 6' OF CLASS II AGGREGATE BASE. 15. ALL TRAFFIC CONTROL DEVICES SHALL BE REMOVED FROM VIEW WHEN NOT IN USE. 16. THE CITY ENGINEER OR HIS REPRESENTATIVE HAS THE AUTHORITY TO INITL-\TE FIELD CHANGES TO INSURE PUBLIC SAFETY. • ffM5ii/oN ------- - CLOSED OSE'.I» AHEAD C20(Bike) C30(Brke-) -~ ffe?UfCO 19. {aoft,' /Q-05-CO BRUNO B. CALLU R.C.E. 59412 DATE EXPIRATION DATE : 12-31-2003 CROSBY Engineers • Planners • Surveyors 120 MEAD 5650 El Camino Real, Suite 200 ! BENTON Carlllbad, California 92008 ..Lesem..1.-r.a (760) 438 -1210 LEGEND -+ DIRECTION OF TRAVEL ~ PORTABLE SIGN • TRAFFIC CONE/DELINEATOR + TYPE -Ir BARRICADE ~ FLAGGER Y FLAG TREE «-E FLASHING ARROW SIGN -f-PORTABLE FLASHING BEACON ~ WORK AREA BENCH MARK DESCRIPTION: STD. U.S.C. &-C.S. "ROCK' l OCA TION: NAO BJ COORDINATE N 1,985,685.284 E 6,240,676.744 RECORDED: SAN DIEGO COUNTY CONTROL BOOK PC. 124, 1991 ELEVAT/ON: J2J./69 DATUM: M.S.L . PHASE-Ill Construction of Concrete Sidewalk Curb & Gutter vl -8L 0 cP \ ~ \ \ \ \ \ \ ~ CITY OF CARLSBAD ~ f----1--+----------------e---l---.J...--.......J.--I ~ ENGINEERING DEPARTMENT L11_j :=:='...=====::::::::==========::::....:::=== TRAFFIC CONTROL PLAN FOR: "AS BUILT" KELLY CORPORATE CENTER ,f:k aftr/lY\I PALOMAR AIRPORT ROAD e :qtfllk-f:?c.-~ 14~2_f---+---+--------j______J_____J__...L,___J~===H=IDD=EN='=V:,:,,:A::::::,LLE=Y~RO""=A~D======1 RCE..l<.~l~ ~XP . .tl../.::.L/_1,g_~ DATE APPROVED: LLOYD B. HU~S /h,;.v-c~/7 y,:,=--~cev 1.:,b/4 b CITY ENGINE2if PE:2386'9 EXPIRES: 12-31-01 DATE' :r:JVlr, ED BYL<¼: , /1 /}!.?I DATE INITIAL DATE INITIAL DATE INITIAL DWN BY: -~11 PROJECT NO. I DRAWING NO. iNsPEcToR_tL a,_,~---111t;.,_,f_i..,___ ENGINEER oF woRK REvIs10N 0EscRIPTI0N OTHER APPROVAL CITY APPROVAL 2t~g ~}--=-~ ~ ~_s_o_. _P_9_7_-_2_s_~., _3_8_1_-_6~ CMWD 98-228 V.W.D. 00-037 f ' , j l ! I " i; z I □ 0 r 0 Il l n 0 ~ I D ~ ' 0 I D z • ! ~ . 0 GJ ~ ' z f I . z '.I ~ C •· s: ' 2 ,m {I] ,., m p Il C ~ 0 D ~ i j ' ~ i; z I 0 r □ . n 0 ·' D ' ~ . 0 u ~ 0 " z ..:1 " . 0 . l! ':i 2 I" 'J r 2l D z ~ j T" 'ii " .. , ~· . > :, c.' ' ,. ,. ' 0 Il ~ z GJ z C s: {I] m I] 0 Il ~ z GJ z C s: {I] m Il 03270 I -rt:# t-1 ..0 ~ bl 0 / 011 > --~ ' ~ "~i ~ JJ ··, j· ,. , ____ ___, m 0 - :3 : ?_ >c C18 - BIKE- ~L C20 KE) C30(BiKe) 80 - --- 0 GRAPHIC SCALE -' ------------ ,c ----Curb C18 TRAFFIC CONTROL NOTES 1. WORK HOURS TO BE RESTRICTED TO 8:30 AM TO 3:30 PM UNLESS APPROVED OTHERWISE. 2. PEDESTRIAN CONTROLS WILL BE PROVIDED AS SHOWN. 3. PEDESTRIANS SHALL BE PROTECTED FROM ENTERING THE EXCAVATION BY PHYSICAL BARRIERS DESIGNED, INSTALLED, AND MAINTAINED TO THE SATISFACTION OF THE CITY ENGINEER. 4. TEMPORAIRY "NO PARKING" SIGNS WILL BE POSTED 72 HOURS PRIOR TO COMMENCING WORK. CALL CARLSBAD POLICE DISPATCH AT 931-2197 TO VALIDATE POSTING. 5. ACCESS WILL BE MAll'ITAINED TO ALL DRIVEWAYS UNLESS OTHER ARRANGEMENTS ARE MAIDE. 6. TRENCHES MUST BE BACKFILLED OR PLATED DURING NON-WORKING HOURS UNLESS K-RAIL BARRIERS ARE PROVIDED. K-RAIL IS APPROVED ONLY WHEN SPECIFICALLY SHOWN ON THE APPROVED TRAFIC CONTROL PLAN. PLATES SHALL HAVE CLEATS AND COLD MIX AT THE EDGES. 7. STRIPING WILL BE REPLACED BY THE CONTRACTOR WITHIN 24 HOURS, IF REMOVED OR DAMAGED. 8. WORK THAT DISTURBS NORMAL TRAFFIC SIGNAL OPERATIONS SHALL BE COORDINATED WITH THE CITY OF CARLSBAID 48 HOURS PRIOR TO COMMENCING WORK. 9. TRAFFIC SIGNAL LOOP DETECTORS WILL BE REPLACED BY THE CONTRACTOR WITHIN 24 HOURS, IF DAMAGED. 10. FLAGGERS SHALL BE EQUIPPED WITH A WHITE HARD HAT, AN ORANGE VEST, AND A C28 "STOP /SLOW" PADDLE ON A 5 FOOT STAFF. 11. ALL TRAFFIC CONTROL DEVICES MUST BE MAll'/TAINED 24 HOURS A DAY, 7 DAYS PER WEEK, BY THE CONTRACTOR. 12. ALL TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE CALTRANS MANUAL OF TRAFFIC CONTROL FOR CONSTRUCTION AND MAINTENANCE ZONES. LATEST EDITION. 13. TRAFFIC CONTROL PLAN SUBMITTALS ARE REQUIRED FOR EACH PHASE OF THE WORK IN THE DETAIL. FORMAT, AND QUALITY ILLUSTRATED ON THIS SHEET. 14. WHEN NOT A RAISED MEDo\N. MEDo\N MUST BE PAVED WITH NO LESS THAN J" OF ASPHALT CONCRETE OVER 6" OF CLASS II AGGREGATE BASE. 15. ALL TRAFFIC CONTROL DEVICES SHALL BE REMOVED FROM VIEW WHEN NOT IN USE. 16. THE CITY ENGINEER OR HIS REPRESENTATIVE HAS THE AUTHORITY TO -- _H!i -----□~ -71 " ---- ..,.,..,, vJ,J ......,.,, ................. ........, PHASE-IV CONSTRUCTION OF SIDEWALK -- 70 ~ --------......::::: ----:-0--=---E_Tt-::---~;.-J~~'~::: ----'iJ,----- --....... --....... --....._ --....._ --....._ .....___ .....___ :::---... --....._ PLAN: PALOMAR ~IRPORT ROA ~ ~ • .:...=..::.~...:.~=~~.::..:...:..::.a~-.::~1.1.....:..l.l:~=:., 84 GRAPHIC SCALE SIGNAGE NOTES 1. WHERE APPROACH SPEEDS ARE LOW, SIGNS MAY BE PLACED AT 300 FOOT SPACING AND,IN URBAN AREAS.CLOSER. 2. NOT LESS THAN ONE PERSON SHALL BE ASSIGNED TO FULL TIME MAINTENANCE OF TRAFFIC CONTROL DEVICES ON ALL NIGHT LANE CLOSURES. 3. ALL WARNING SIGNS FOR NIGHT LANE CLOSURES SHALL BE ILLUMINATED OR REFLECTORIZED AS SPECIFIED IN THE SPECIFICATIONS. 4. ALL ADVANCE WARNING SIGN INSTALLATIONS SHALL BE EQUIPPED wrrH FLAGS FOR DAYTIME CLOSURES. FLASHING BEACONS SHALL BE PLACED AT ALL LOCATIONS INDICATED DURING NIGHT LANE CLOSURES. 5. A C13 "END CONSTRUCTION" OR C14 "END ROAID WORK" SIGN. AS APPROPRIATE, SHALL BE PLACED AT THE END OF THE LANE CLOSURE UNLESS THE END OF THE WORK AREA IS OBVIOUS, OR ENDS WITHIN A LARGER PROJECT LIMITS. 6. ALL CONES USED FOR NIGHT LANE CLOSURES SHALL BE ILLUMINATED TRAFFIC CONES OR FITTED WITH 13" REFLECTIVE SLEEVES. 7. FLASHING ARROW SIGNS SHALL BE EITHER TYPE I OR rYPE II. SILENT TYPE IN POPULATED AREAS. FLASHING ARROW SIGNS SHALL BE USED ON AILl STREETS THAT HAVE AN AIDT OF 5000 OR MORE OR AT THE DIRECTION OF THE CITY ENGINEER. BENCH MARK PHASE-V REMOVAL OF AC PAVEMENT, CONSTRUCTION OF AC PAVEMENT AND CURB&GUTTER 8. THE MAXIMUM SPACING BETWEEN CONES IN A TAPER SHALL BE APPROXIMATELY AS SHOWN IN TABLE 1 AND 50 FOOT MAXIMUM SPACING ON TANGENT. 9. ADDITIONAL AIDVANCE FlAGGERS SHALL BE REQUIRED WHEN TRAFFIC QUEUES DEVELOP. FLAGGER STATIONS FOR WORK AT NIGHT SHALL BE ILLUMINATED AS NOTED IN SECTION 5-07 OF THE "MANUAL OF TRAFFIC CONTROLS". 10. PLACE C30 "LANE CLOSED" SIGN ON FLAG TREE AT 500' -1 ooo· INTERVALS THROUGHOUT EXTENDED WORK AREAS. THEY ARE OPTIONAL IF THE WORK AREA IS VISIBLE FROM THE FLAGGER STATION. 11. WHEN A PILOT CAR IS USED, PLACE CJ7 "TRAFFIC CONTROL -WAIT FOR PILOT CAR" SIGN. 12. AILl REQUIRED SIGNS THAT ARE TO BE LEFT IN PLACE OVER A WEEKEND OR HOLIDAY SHALL BE POST MOUl'ITED. 13. CONSTRUCTION AREA TRAFFIC CONTROL DEVCES SHALL MEET THE PROVISIONS OF SECTION 12 OITION OF THE CALTRANS OF TflE MOST RECEl'IT E STANDARD SPECIFICATION s. "AS BUILT" DESCR/PllON: STD. U.S.C. ,k G.S. 'ROCK" LOCAllON: NAO 8J COORDINATE -'ltfhtvr{}-P (/,({~ §!_to/2C12 RCE ~".A'llL EXP .Jz. /.'J>f /'Z.S!!_Z, DATE N /,g85,685.284 E 6,240,676.7# RECORDED: SAN DIEGO COUNTY CONTROL ' ---=:: /1\ DATE INITIAL ....___ ....___ BOOK PG. 12,f., 1991 ~Jt!C/4 _tt__b)tL REVISIO~I DESCRIPTION I ~ C f DATE I ofESS/o i No .,59412 "' . 12-31-2 :0 ,4,,-, INITIAL DATE INITIAL ) I ~ -........ -........ -........ ' """'-' ' """' I \ \ '• I ' ' ; i, i , ~ ' ~: ' j C ' ' _/9Jrvro g L{J1/4', tom-co BRUNO B. CALLU R.C.E. 59412 DATE EXPIRATION DATE: 12-31-2003 CROSBY Engineers • Planners • Surveyors ME.AD 6660 El Camino Reol, Suit• 200 BENTON Carlsbad, CallJornia 92008 .t..s11•au.-r-(760) 436 -1210 ~ CITY OF' CARLSBAD \ s2frs \ 2 ENGINEERING DEPARTMENT I TRAFFIC CONTROL PLAN FOR: I KELLY CORPORA TE CENTER PALOMAR AIRPORT ROAD APPROVED: LLOYD B. HUBBS .e:4c:~-.~-U:--=i-c&L-. !2;L7 foe:, CITY ENGINEE PE: 23889"'EXPIRES: 12-31 01 DATE DWN BY: "" --,::.-----:--PROJECT NO. DR,;-WING NO. CHKD BY: _\ r SDP 97-25 381-6 .,, \; z ~ 0 r 0 ij: l 0 0 a ' " , ' .,, " 0 1 ' I ~ ' ' " ' • z ' ! ' ' . I l I j ; "' " p C ~ 0 " z JS .,, \; z I 0 r 0 ':/ C, 0 " .,, ' 0 " " ~ 0 z J . ,_; 1i , -z /TI \/ C i'I ~ p .J . '1 J .• " z ' ~'.' (") ,. , . " 03270'1 .; I . , I INITIATE FIELD CHANGES TO INSURE PUBLIC SAF[IY. ...,_ ______________________________________ .....:,.__::=:::::::::::::=::=:::::=::::::::=:::::::::::J,a:l ,. ELEVA llON: J2J.169 DA TUM: M.S.L ENGi NEER OF WORK INSPECTOR DAfE OTHER APPROVAL CITY APPROVAL RVWD BY: CMWO 98-228 V. W.D. 00-037 0 I] ~ z (jJ z C ~ OJ m I] 0 :0 ~ z G1 z C ~ OJ m I] 0 :0 ~ z (jJ z C $ DJ m I] 0 0 0 ru "' ru <'ri -<'ri 0 -ru > 0 z w 0 ~ ~ ~ ~ ~ ru ~ :c V) ' u u "' / ,, u u "" / r _j _j w "' / cc ~ C ·-· CJ / ci J .,J I" " " 3 IS1 \ 0 t a: - C \r4 f ~ ~ a: • E 1 0 1 \fil i Q -<( 3 \nl: 3 <( 1 \ \ \ \I ~ 3 ~ ~ :fl 3 TRAFFIC CONTROL NOT 1. WORK HOURS TO BE RESTRICTED TO 8:30 AJI. TO 3:30 PM UNLESS APPROVED OTHERWISE. 2. PEDESTRIAN CONTROLS WIU BE PROVIDED AS SHOWN. 3. PEDESTRIANS SHAU BE PROTECTED FROM ENTERING THE EXCAVATION BY PHYSICAL BARRIERS DESIGNED, INSTAUED, AND MAINTPJNED TO THE SATISFACTION OF THE CITY ENGINEER. 4. TEMPORARY 'NO PARKING' SIGNS WILL BE POSTED 72 HOURS PRIOR TO COMMENCING WORK. CALL CARLSBAD POLICE DISPATCH AT 931-2197 TO VALIDATE POSTING. 5. ACCESS WILL BE MAINTAINED TO ALL DRIVEWAYS UNLESS OTHER ARRANGEMENTS ARE MADE. 6. TRENCHES MUST BE BACKFIUED OR PLATED DURING NON-WORKING HOURS UNLESS K-RPJL BARRIERS ARE PROVIDED. K-RPJL IS APPROVED ONLY WHEN SPECIFICALLY SHOWN ON THE APPROVED TRAFIC CONTROL PLAN. PLATES SHALL HAVE CLEATS AND COLD MIX AT THE EDGES. 7. STRIPING WILL BE REPLACED BY THE CONTRACTOR WITHIN 24 HOURS, If REMOVED OR DAMAGED. 8. WORK THAT DISTURBS NORMAL TRAFFIC SIGNAL OPERATIONS SHAU BE COORDINATED WITH THE CITY OF CARLSBAD 48 HOURS PRIOR TO COMMENCING WORK. 9. TRAFFIC SIGNAL LOOP DETECTORS WILL BE REPLACED BY THE CONTRACTOR WITHIN 24 HOURS, IF DAMAGED. 10. FLAGGERS SHALL BE EQUIPPED WITH A WHITE HARD HAT, AN ORANGE VEST, AND A C28 'STOP /SLOW" PADDLE ON A 5 FOOT STAFF. 11. ALL TRAFFIC CONTROL DEVICES MUST BE MAINTPJNED 24 HOURS A DAY, 7 DAYS PER WEEK, BY THE CONTRACTOR. 12. AU TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE CALTRANS MANUAL OF TRAFFIC CONTROL FOR CONSTRUCTION AND MPJNTENANCE ZONES, LATEST EDITION. 13. TRAFFIC CONTROL PLAN SUBMITTALS ARE REQUIRED FOR EACH PHASE OF THE WORK IN THE DETPJL, FORMAT, AND QUALITY ILLUSTRATED ON THIS SHEET. 14. WHEN NOT A RPJSED MEDIAN. MEDIAN MUST BE PAVED WITH NO LESS THAN 3" OF ASPHALT CONCRETE OVER 6' OF CLASS II AGGREGATE BASE. 15. ALL TRAFFIC CONTROL DEVICES SHAU BE REMOVED FROM VIEW WHEN NOT IN USE. ' 16. THE CITY ENGINEER OR HIS REPRESENTATIVE HAS THE AUTHORfTY TO INITIATE FIELD CHANGES TO INSURE PUBLIC SAFETY. l \ \ \ \ \ \ 40 0 I hi .) .. .., !_ C 0 () ..,., ~ ] .,,,-~,,,., '-<-v v.,' J --~ ,,-,-,~ AVI 40 i GRAPHIC SCALE ;;.? \ -"' 80 I . c:, " II , ,.,~~ V { ~ f 0 c OJ --r 7, r:ri ,-: 0 ..... ~ --•--~-•- .J ~ .1------84 ()( z 0 3 l I I - \ \ t \ ~ \ \ \ \ ----Cl) ·-co --0 ij Ct') (_) ~-f ~ co C> N 0 < w :c u < SIGNAGE 1. WHERE APPROACH SPEEDS ARE LOW, SIGNS MAY BE PLACED AT 300 FOOT SPACING AND.IN URBAN AREAS.CLOSER. 2. NOT LESS THAN ONE PERSON SHALL BE ASSIGNED TO FULL TIME MAINTENANCE OF TRAFFIC CONTROL DEVICES ON ALL NIGHT LANE CLOSURES. 3. ALL WARNING SIGNS FOR NIGHT LANE CLOSURES SHALL BE ILLUMINATED OR REFLECTORIZED AS SPECIFIED IN THE SPECIFICATIONS. 4. ALL ADVANCE WARNING SIGN INSTALLATIONS SHALL BE EQUIPPED WITH FLAGS FOR DAYTIME CLOSURES. FLASHING BEACONS SHALL BE PLACED AT ALL LOCATIONS INDICATED DURING NIGHT LANE CLOSURES. 5. A C13 "END CONSTRUCTION' OR C14 "END ROAD WORK' SIGN, AS APPROPRIATE, SHAU BE PLACED AT THE END OF THE LANE CLOSURE UNLESS THE END OF THE WORK AREA IS OBVIOUS, OR ENDS WITHIN A LARGER PROJECT LIMITS. 6. ALL CONES USED FOR NIGHT LANE CLOSURES SHAU BE ILLUMINATED TRAFFIC CONES OR FITTED WITH 13' REFLECTIVE SLEEVES. 7. FLASHING ARROW SIGNS SHAU BE EITHER TYPE I OR TYPE II. SILENT TYPE IN POPULATED AREAS. FLASHING ARROW SIGNS SHALL BE USED ON ALL STREETS THAT HAVE AN ADT OF 5000 OR MOR£ OR AT THE DIRECTION OF THE CITY ENGINEER. f- (.) 3 I \ I I \ t C, 0 (l) 0 ~ <fl ;,g l;j NOTES 8. THE MAXIMUM SPACING BETWEEN CONES IN A TAPER SHALL BE APPROXIMATELY AS SHOWN IN TABLE 1 AND 50 FOOT MAXIMUM SPACING ON TANGENT. 9. ADDITIONAL ADVANCE FLAGGERS SHAU BE REQUIRED WHEN TRAFFIC QUEUES DEVELOP. FLAGGER STATIONS FOR WORK AT NIGHT SHAU BE ILLUMINATED AS NOTED IN SECTION 5-07 OF THE "MANUAL OF TRAFFIC CONTROLS'. 10. PLACE C30 'LANE CLOSED' SIGN ON FLAG TREE AT 500' -1000' INTERVALS THROUGHOUT EXTENDED WORK AREAS. THEY ARE OPTIONAL IF THE WORK AREA IS VISIBLE FROM THE FLAGGER STATION. 11. WHEN A PILOT CAR IS USED, PLACE C37 "TRAFFIC CONTROL-WAJT FOR PILOT CAR' SIGN. 12. ALL REQUIRED SIGNS THAT ARE TO BE LEFT IN PLACE OVER A WEEKEND OR HOLIDAY SHAU BE POST MOUNTED. PLAN: AVIARA PARKWAY PHASE-VI CONSTRUCTION OF DRIVEWAY AND CROSS GUTTER 13. CONSTRUCTION AREA TRAFFIC CONTROL DEVICES SHALL MEET THE PROVISIONS OF SECTION 12 OF THE MOST RECENT EDITION OF THE CALTRANS STANDARD SPECIFICATIONS. "AS BUILT" BENCH MARK DESCRIPTION: STD. U.S. C. .!( C.S. 'ROCK' LOCATION: NAO 8J COORDINATE N 1,985,685.284 E 6,240,676.7,U RECORDED: SAN DIEGO COUNTY CONTROi. BOOK PG. 124,. 1991 ELEVATION: J2J.169 DATUM: M.S.L ~ti,-:-~ _g/tQ/21:12- RC E_(._•2~"1.tz._ EXP. l'!.,I l>_I /_Ull?::> DATE ~ BY: a. :... i_fL_ r #,v,,, _!!_/2 ~Ii z_ R DATE DATE INITIAL ENGINEER OF WORK r, 1\1-ofESSio,v 1) '1< '<'~ 8, C,1 ~ l:Y ~ (< "{:, !21; C:z_ Gl m No.59412 ~ "' Exp. 12-31-2003 ;,:, • • v>,,_ c,v11-,<''~ -1;, RO f: or cA\. i ,a r~ /1\ DATE INITIAL DATE INITIAL REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL -~~ {'f?aUt:) 10-as-co TE BRUNO B. CALLU R.C.E. 59412 DA EXPIRATION DATE : 12-31-2003 ORO~BY Engineen, • Plannen, • Surveyon, MEAD 5650 El Camino Real. Suite 200 BENTON Carlsbad, Caillornia 92006 .ASsecu.-r.s (760) 438 -1210 CITY OF' CARLSBAD ~ 3 ENGINEERING DEPARTMENT I s2'fTs I TRAFFIC CONTROL PLAN FOR: KELLY CORPORA TE CENTER AVIARA PARKWAY APPROVED: LLOYD B. HUBBS ,/0,<,. ,;,-,e,.--c-,7 ~~;.,.,,:.,.( <e',L?,lo " CITY ENGINEEffPE:: 238;-EXPIRES: 12 31 01 DATE DWN BY:-~ · I PROJECT NO. DRAWING NO. CHKD BY:~ SDP 97-25 381-6 RVWD BY: CMWD 98-228 V. W.D. 00-037 , ' i ! ' ' ; i J l I ~ ~ ~ • ' • • • " • C • ,I I I j j ' t ,. r i· D rn 0 D □ ~ ~ L C < w rn " 0 ~ • TI I I j i l ' ,I ' f , I I ' " ] i. ,, r -' ' '·' ' - I ' \; z I □ 0 r □ :0 :ll (] 0 ~ D D D ' ~ 0 ~ ~ z z □ GJ C z C • z ~ . 0 C ' ~ • s " D z "' OJ (] m • :0 C TI 0 D ~ ' \; " I 0 0 r 0 :0 ~ n 0 §:: ~ ~ 0 rn O ; ! z Z 0 GJ ~ 2 w z rn . D 0 C ' -a D s • < D z .m OJ n m • :0 C TI 0 D z ~ ~ i; z I 0 0 r 0 :0 n ~ 0 D ' 0 D z ~ " GJ z . z C ~ s z "' co ~ m C :0 cl D 2 " 032701 ., \; z I bl 0 0 5 n oel 0 D ' 0 ~ -z 0 GJ z ' z . C ~ (t s z "' OJ n m ~ :0 r " □ D z ;; 0 0 0 0., 0, 0 0, -id 0 n \ \ \ \ \ \ \ \, I \ :::; \ \ \ \ '\ \ \ \\ 0 C 0 () .c 0 ~ 0 ' ' \\ \\ 12• WHfTE UMfT UNE AND 'STOP" PAVEMENT LEGEND I I \ ' R7/N-1 MARKER '! ' <:., ~ 0 (J <:., ~ ~ . l ~ ' . . i ~ ; . . ' " -. ~ 0 6~ I ~ ff ___ ..;.J. ----~ ... , -------------------~ \ ----------0U8Lt "§s-fftil"-.::--------------------- YELLOW ~ ~ ------------U') ------il:i2· -~~~.:._ Ii· ue~ ----.._ -----------------1"======----==~ -----.:,,_ ~/ElLow ------~ .'{I --~"';-::===-----==== -~~EXIST!N --/'.._~ -==:t==t===+"~==-====== ____________ _ \ -------1!--REM~I STRIPING ______________ _ ---t<") ------\ -----------~_,HIDD[N VALLEY ROAD -----------'°l _________________ _ \ STOP, LEGEND: 4o ao 120 I iiiiiiiiiiiiiiiiiiiir:1 ::::::::::1----ll '-INSTALL TYPE -IV (L) PAVEMENT ARROW PER CALTRANS ') STANDARD PLAN A24A. GRAPHIC SCALE BRUNO B. CALLU R.C.E. C59412 DATE EXPIRATION DATE : 12-31-2003 CROSBY Engineers • Planners • Surveyors MEAD 6660 El Camino Real, Suite 200 BENTON Carlsbad, Caillornla 92008 .a.sseou.TJIS (760) 438 -1210 (' INSTALL TYPE IV (R) ... t BIKE INIE INSTALL BIKE LANE PAVEMENT LEGEND AND ARROW l:l INSTALL NEW SIGN AS SHOWN. GENERAL NOTES SIGNING AND STRIPING 1. THE CONTRACTOR IS RESPONSIBLE FOR ALL SIGNING AND STRIPING. 2. SIGNING, STRIPING AND PAVEMENT MARKERS SHALL CONFORM TO THE LATEST CALTRANS TRAFFIC MANUAL, CALTRANS STANDARD SPECIFICATIONS (DATED JULY 1995), THESE PLANS, AND THE SPECIAL PROVISIONS. 3. ALL SIGNING AND STRIPING IS SUBJECT TO THE APPROVAL OF THE PUBLIC WORKS DIRECTOR OR HIS REPRESENTATIVE, PRIOR TO INSTALLATION. 4. ALL SIGNS ANO STRIPING SHALL BE REFLECTIVE PER CALTRANS SPECIFICATIONS. STRIPING SHALL BE REPAINTED TWO WEEKS AFTER INITIAL PAINTING. SIGNING SHALL USE 3M HIGH INTENSfTY SHEETING OR EQUAL. 5. EXACT LOCATION OF STRIPING AND STOP LIMIT LINES SHALL BE APPROVED BY PUBLIC WORKS DIRECTOR OR HIS REPRESENTATIVE PRIOR TO INSTALLATION. 6. CONTRACTOR SHALL REMOVE ALL CONFLICTING PAINTED LINES, MARKINGS AND PAVEMENT LEGENDS BY GRINDING GRINDING DEBRIS SHALL BE PROMPTLY REMOVED BY THE CONTRACTOR BY THE END OF EACH WORK DAY. 7. ALL PAVEMENT LEGENDS SHALL BE CALTRANS METRIC STENCILS AND SHALL MATCH CITY OF CARLSBAD PUBLIC WORKS PAVEMENT LEGEND STENCILS . CONTRACTOR SHALL VERIFY WITH CITY INSPECTION THAT STENCILS MATCH THE CITY OF CARLSBAD STENCILS PRIOR TO INSTALLING PAVEMENT LEGENDS. 8. LIMIT LINES AND PAINTED CROSSWALKS SHALL BE FIELD LOCATED. 9. ALL SIGNS SHALL BE STANDARD SIZE SHOWN IN CALTRANS TRAFFIC MANUAL UNLESS OTHERWISE NOTED. "AS BUILT" BENCH MARK DESCRIPTION: STD. U.S. C. & G.S. "ROCK" LOCATION: NAD 83 COOROINA TE -~Q.~~ elio/2r;[L RCE C<-7'--41'.Z--. EXP.J:1../_'il/_J.ep N 1,985,685.284 E 6,240,676.744 RECORDED: SAN DIEGO COUNTY CONTROL BOOK PG. 124, 1991 ELEVATION: 323.169 DATUM: M.S.L. DATE ~::IlulaDBY: -t1. a..,:_ _!1Ji-;h1.- NSPECTOR DATE 10. SIGN POSTS SHALL BE INSTALLED BEHIND SIDEWALKS AND WITH SQUARE PERFORATED STEEL TUBING WITH BREAKAWAY BASE PER SDRS M-45 BOTTOM OF SIGNS MUST BE SEVEN (7) FEET FROM THE GROUND AND SHALL BE BEHIND SIDEWALK. 11. PRIOR TO FINAL ACCEPTANCE OF STREET IMPROVEMENTS, ALL STREET STRIPING AND STENCILING WITHIN THE PERIMETER OF CONSTRUCTION PROJECT WILL BE RESTORED TO A ?LIKE NEW? CONDITION, IN A MANNER MEETING THE APPROVAL OF THE CITY INSPECTOR. 12. ALL RAISED MEDIAN NOSES AND FLARES SHALL BE PAINTED YELLOW. 13. FIRE HYDRANT PAVEMENT MARKERS SHALL CONFORM TO THE LATEST CALTRANS TRAFFIC MANUAL AND SAN DIEGO REGIONAL STANDARD DRAWING M-19. 14 SIGNS ATTACHED TO A POLE SHALL BE MOUNTED USING A STANDARD CITY MOUNTING BRACKET WITH STRAPS. 15 ANY DEVIATION FROM THIS SIGNING AND STRIPING PLAN SHALL BE APPROVED BY THE ENGINEER OF WORK AND PUBLIC WORKS DIRECTOR PRIOR TO CHANGE IN THE FIELD. 16 EXISTING SIGNS REMOVED BY THE CONTRACTOR SHALL BE DELIVERED BY THE CONTRACTOR TO THE CITY OF CARLSBAD COMMUNITY SERVICES DEPARTMENT YARD AT 405 OAK AVENUE. 17 STOP SIGNS SHALL NOT BE REMOVED UNTIL TRAFFIC SIGNAL IS OPERATIONAL OR UNTIL DIRECTED BY THE CITY ENGINEER OR REPRESENTATIVE. 18 ALL SIGNS SHOWN ON THIS PLAN SHALL BE NEW SIGNS PROVIDED AND INSTALLED BY THE CONTRACTOR EXCEPT THOSE SIGNS SPECIFICALLY SHOWN AS EXISTING TO BE RELOCATED OR TO REMAIN. - /1\ DATE INITIAL ENGINEER OF WORK REVISION DESCRIPTION DATE INITIAL OlHER APPROVAL 19 STRIPED CROSSWALK SHALL HAVE A 1 O' INSIDE DIMENSION UNLESS OTHERWISE NOTED. 20 ALL STRIPING AND INSTALLATION OF PAVEMENT MARKERS AND SIGNS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. PAVEMENT MARKERS AND STRIPING SHALL CONFORM TO SECTION 84 AND 85 OF THE LATEST VERSION OF THE CALTRANS STANDARD SPECIFICATIONS. 21 ALL STRIPED CROSSWALKS, LIMIT LINES, PAVEMENT ARROWS AND PAVEMENT LEGENDS SHALL BE THERMO PLASTIC UNLESS OTHERWISE SPECIFIED. 22 GRIND & REMOVE EXIST. STRIPING AS NECESSARY TO IMPLEMENT PROPOSED STRIPING. _/21urtX2-1@. Ct'~"""-"'-"""". __,_,,1005"-""'-'......,.,·coa-:: ....... ~ DATE INITIAL CITY APPROVAL BRUNO B. CALLU R.C.E. C59412 DATE EXPIRATION DATE : 12-31-2003 CROSBY Engineers • Planners • Surveyors MEAD 5660 El Camino Real, Suite 200 BENTON Carlabad, Caillornla 92008 .a.sseou.TJIS (760) 438 -1210 uTI 4 CITY OF' CARLSBAD lstrsl ENGINEERING DEPARTMENT SIGNING AND STRIPING PLAN FOR: KELLY CORPORA TE CENTER PALOMAR AIRPORT ROAD e HIDDEN VALLEY ROAD APPROVED: LLOYD B. HUBB..S /.-c~==-~ t,:?---,-;;,,-,;,c.;:,-s.. ~/..,., -CITY ENGINEE E~ 23889"EXPIRES: 12-31-01 DATE OWN BY: PROJECT NO_ DRAWING NO. CHKD BY: -1 "-RVWD BY: l SOP 97-25 381-6 CMWD 98-228 V.W.D. 00-037 I I t ,,:, ,1 ' J " , -, ' ~ •.-, I \ " r • z I 0 r 0 " 0 u u 0 ~ 0 z ' ~ z !" C'> ,. 'ii 0 "' 2 ;; 0 JJ ~ z (i] z C ?: CD m Il 0 Il ~ z (i] z C ?: CD ~ 0 Il ! z (i] z C ?: CD m Il 032701 0 0 0 "' "' ~ 0 "' i,j 0 ----------------------------------~------- \.J I s-::::r c<1 cD GENERAL NOTES -SIGNING AND STRIPING 1. THE CONTRACTOR IS RESPONSIBLE FOR ALL SIGNING AND STRIPING. 2. SIGNING, STRIPING AND PAVEMENT MARKERS SHALL CONFORM TO THE LATEST CALTRANS TRAFFIC MANUAL, CALTRANS STANDARD SPECIFICATIONS (DATED JULY 1995), THESE PLANS, AND THE SPECIAL PROVISIONS. 3. ALL SIGNING AND STRIPING IS SUBJECT TO THE APPROVAL OF THE PUBLIC WORKS DIRECTOR OR HIS REPRESENTATIVE, PRIOR TO INSTALLATION. 4. ALL SIGNS AND STRIPING SHALL BE REFLECTIVE PER CALTRANS SPECIFICATIONS. STRIPING SHALL BE REPAINTED TWO WEEKS AFTER INITLIIL PAINTING. SIGNING SHALL USE 3M HIGH INTENSITY SHEETING OR EQUAL 5. EXACT LOCATION OF STRIPING AND STOP LIMIT LINES SHALL BE APPROVED BY PUBLIC WORKS DIRECTOR OR HIS REPRESENTATIVE PRIOR TO INSTALLATION. 6. CONTRACTOR SHALL REMOVE ALL CONFLICTING PAINTED LINES, MARKINGS ANO PAVEMENT LEGENDS BY GRINDING GRINDING DEBRIS SHALL BE PROMPTLY REMOVED BY THE CONTRACTOR BY THE END OF EACH WORK DAY. 7. ALL PAVEMENT LEGENDS SHALL BE CALTRANS METRIC STENCILS AND SHALL MATCH CITY OF CARLSBAD PUBLIC WORKS PAVEMENT LEGEND STENCILS . CONTRACTOR SHALL VERIFY WITH CITY INSPECTION THAT STENCILS MATCH THE CITY OF CARLSBAD STENCILS PRIOR TO INSTALLING PAVEMENT LEGENDS. B. LIMIT LINES AND PAINTED CROSSWALKS SHALL BE FIELD LOCATED. 9. ALL SIGNS SHALL BE STANDARD SIZE SHOWN IN CALTRANS TRAFFIC MANUAL UNLESS OTHERWISE NOTED. 10. SIGN POSTS SHALL BE INSTALLED WITH SQUARE PERFORATED STEEL TUBING WITH BREAKAWAY BASE PER SDRS M-45. THE BOTTOM OF SIGNS MUST BE SEVEN (7) FEET FROM THE GROUND. 11. PRIOR TO FINAL ACCEPTANCE OF STREET IMPROVEMENTS, ALL STREEr STRIPING AND STENCILING WITHIN THE PERIMETER OF CONSTRUCTION PROJECT WILL BE RESTORED TO A ?LIKE NEW? CONDITION, IN A MANNER MEETING THE APPROVAL OF THE CITY INSPECTOR. 12. ALL RAISED MEDIAN NOSES AND FLARES SHALL BE PAINTED YELLOW. 13. FIRE HYDRANT PAVEMENT MARKERS SHALL CONFORM TO THE LATEST CALTRANS TRAFFIC MANUAL AND SAN DIEGO REGIONAL STANDARD DRAWING M-19. 14 SIGNS ATTACHED TO A POLE SHALL BE MOUNTED USING A STANDARD CITY MOUNTING BRACKEr WITH STRAPS. 15 ANY DEVLIITION FROM THIS SIGNING AND STRIPING PLAN SHALL BE APPROVED BY THE ENGINEER OF WORK AND PUBLIC WORKS DIRECTOR PRIOR TO CHANGE IN THE FIELD. 16 EXISTING SIGNS REMOVED BY THE CONTRACTOR SHALL BE YARD AT 405 OAK AVENUE. 17 STOP SIGNS SHALL NOT BE REMOVED UNTIL TRAFFIC SIGNAL IS OPERATIONAL OR UNTIL DIRECTED BY THE CITY ENGINEER OR REPRESENTATIVE. 1B ALL SIGNS SHOWN ON THIS PLAN SHALL BE NEW SIGNS PROVIDED AND INSTALLED BY THE CONTRACTOR EXCEPT THOSE SIGNS SPECIFICALLY SHOWN AS EXISTING TO BE RELOCATED OR TO REMAIN. 19 STRIPED CROSSWALK SHALL HAVE A 10' INSIDE DIMENSION UNLESS OTHERWISE NOTED. 20 ALL STRIPING AND INSTALLATION OF PAVEMENT MARKERS AND SIGNS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. PAVEMENT MARKERS AND STRIPING SHALL CONFORM TO SECTION 84 AND 85 OF THE LATEST VERSION OF THE CALTRANS STANDARD SPECIFICATIONS. 20 ALL STRIPED CROSSWALKS, LIMIT LINES, PAVEMENT ARROWS AND PAVEMENT LEGENDS SHALL BE THERMO PLASTIC UNLESS OTHERWISE SPECIFIED. I (( \\ ~ I I \ \ II II II ~ ()J \'(") ("\ ~ (D I I I I I I I I I I I I I I ' \ I i....::: C::3 Cl::: ..._ ~ ~ .z Cl:: ~ <;::) " ~ '-1.... ~ra I \ \ \ \ \ \ ' I \ \ \ \ ' \ \ \ \ BENCH MARK DESCII/PllON: STD. /J.S.C. &-G.S. 'ROCK' LOCA llON: NAO 8J COORDINATE N l,985,685.2£J,/ E 6,240,676.l,U RECORDED: SAN DIEGO CO/JNTY CONTROi. BOOK PG. 12,f., 1991 ELEVAllON: J2J.169 OATIJM: M.S.L EX§T. .,1C BERM - TO BE REMOVE 1~ =---------------- ---------- 40 80 I I GRAPHIC SCALE ~~ :.l'../.~11-'~(2_-o,'5·Q2 BRUNO B. CALLU R.C.E. 5 412 DATE EXPIRATION DATE : 12-31-2003 CROSBY MEAD BENTON .ASsaoaTU Engineers • Planners • Surveyors 5B50 El Camino ReaL Suite 200 CarlBbad, Coillorilia 9200B (780) 438 -1210 ~ CITY OF CARLSBAD ~ t----+-----+----------------t-------t---+---+-----t ~ ENGINEERING DEPARTMENT Lfl__j t----+-----+----------------t-------t---+---+-----t SIGNING & STRIPING PLAN FOR "AS BU IL T" KELLY CORPORA TE CENTER 'fnliYY1 '/ri ,/2 ,l. AVIARA PARKWAY -~Fu«~':-((7~ 811°f2-Cf2._ 1------1---+------------------1----+--+----+---I ;=A=P=P=R=ov=E=D=, =L=L=OY=D=B=. =H=u=BB=s==========: RCL(..~tll:z. EXP.Jj.Lat/..'le!.t> DATE /4~~,Q_ Vr-~_,£~ 2f2/~,; ~ CITY EN GINEE6E: 23ss~Ex""p""1Rc.cE'--s,-1-2 _3_1_0_1 6Aff:1/-"'-"- REVIWED BY: && /1\ "Ji, J tJ / / DATE INITIAL DATE INITIAL DATE INITIAL Li DWN BY: =St PROJECT NO, I DRAWING NO. -.L -4,ttL • •• __:ifil.~11 z.~ REVISION DESCRIPTION CHKD BY, -SOP 97 25 381 6 INSPECTOR DATE ENGINEER OF WORK OTHER APPROVAL CITY APPROVAL RVWD BY: --=I ~·-· ____ -_---~ - CMWD 98-228 V. W.D. _ 00-037 ', j I' I ' ! ~ ~ ·ffl i: -~ ' " f C < m \' rn " , C ' ~ l' • " ~ \; z I 0 r 0 " 0 " ~ 0 ~ 0 z . ~ z !" \;! C ~ 0 " z 5 032701 0 ]J ~ z G) z C s co m ]J 0 ]J ~ z G) z C s co m JJ 0 JJ ~ z G) z C s: OJ m JJ -·--------------------------------------------------------------------------------------------------------------------------------------------, >-·~----~~------------'P--'Ol.£=--rs-"'cH"'E=D-"-U=LE'---_______ ~ ___ ---, __ POLE TRAFFIC SIGNALS PEDESTRIAN SIGNALS LJGHTING LOC. LOC. TYPE ~ ~ MOUNTING INDICATIONS 3-12" (R, Y,G) MAS PUSH BUTTON M.A. PHASE MOUNTING TYPE p QUAD. LUMINAIRE 250 W H.P. SODIUM M.A. A/B C jY--1I ISNS REMARKS b CROSSWALK 0 3-12" (RA,YA,GA) 19-4-70 30' f-----+---'----'~~'--, 30' 6 SP-I-T N VAPOR CUTOFF 15' 17' 4' Pc1lomur Airport Road - - -..___J.' -...1.-....... ~-~llp,,,!,ir;;;;;;..-{ 0 I-A (IO') -SV-1-T f--------, 3-12" (R,Y,C) 5-12"(R,Y,G, YA.GA) 3-12" (RA,YA,GA) ~-(~ (~ -TV-2-T SP-1-T - 6 E 3-12 \RA,YA,GA) MAS 3-12" (R, Y,G) 0 29-5-70 30' f-----+-3'---1~2',...' ~R~, Y~J~;~)-c..., 3-12" R, Y,G) SV-1-T f-"--'-"---'-'-"-""'-'----, ss· SP-I-T - 6 E 0 1-A ( 1 o·) 3-I 2" (R, Y,G) s TV-2-T 3-12" (RA,YA,GA) MAS 3-12" (RA,YA,GA) 3-12" (R, Y,G) © 24-4-70 30•,----+-,,.--:-,,-,c--,-,~__, S\/-l-T r-3-_1_2'_' ~(R_,Y_,G~)--1 SP-1-T - 8 35' SP-1-T - 8 s 0 1-A ( 1 O') 3-12" (R, Y,G) rv-2-r ,--------, 3-12" (RA,YA,GA) SP-1-T - 2 w 3-12" RA.YA.GA) MAS 3-12" R, Y,G) 0 29-5-70 30' t----t-;;3'--,,,12ar"r.h.R';-;, Y,i.;,G,f.;),...,,.,,., 5-121R,Y,G, YA.GA) 55' SP-I-T - 2 SV-I-T 0 3-12" (R, Y,G) -Tl/-2-T r-------, 3-12" (RA,YA,GA) SP-I-T - 4 GENERAL SIGNAL NOTES: 1. 2. 3. 4, 5. 6. 7. 8. 9. ALL NEW PULL BOXES AND CO\<ERS SHALL BE CONCRETE. PUU. BOX CO\<ERS SHALL HA VE THE MARKING "TRAFFIC SIGNAL• ALL PULL BOXES SHALL BE NO. 5 UNLESS O'IHER'MSE SPECIFIED. ALL NEW LOOPS TO BE TYPE "E". LOOP DETECTORS SHAU. BE 6' DIAMETER 'MTH 10' SPACING AND POSITIONED IN CENTER OF LANE UNLESS OTHER'MSE SHO'M'I. SEE CALIFORNIA STANDARD PLAN SHEETS ES-5A AND ES-SB, FOR DETECTOR LEGENDS AND DETAILS. FRONT LOOPS SHALL HAVE Fl\<E TURNS. ALL OTHER LOOPS SHALL HA \<E THREE TURNS. ALL lRAIFFIC SIGNING AND STRIPING SHALL BE DONE BY THE CONTRACTOR, INCLUDING ILLUMINATED STREET NAME SIGNS. AU. NEW \<EHICLE SIGNALS SHALL BE 12" 'MTH BACKPLATES. ALL RED INDICATIONS SHAll.. BE L.E.D. CONTRACTOR SHALL FURNISH AND INSTALL ALL MATERIALS REQUIRED TO COMPLETE THIS 'NORK. ALL POLES, CONDUITS, PILL BOXES, STRIPING, AND LOOP DETECTORS LOCATIONS SHOI\N ON THESE PLANS ARE APPROXIMATE. ACTUAL LOCATIONS SHOULD BE DETERMINED BY FJELD CONDITIONS AT THE TIME OF CONSTRUCTION AND AS DIRECTED BY THE CITY OF CARLSBAD. ALL STRIPING IN CONFLJCT 'MTH THESE PLANS SHALL BE REMO\>ED BY GRINDING BY lHE CONTRACTOR. ALL EXISTING SIGNS CONFLJCTING SIGNS SHALL BE REMO\<ED AS DIRECTED BY PUBLJC WORKS DIRECTOR CONDUCTOR SCHEDULE IS FURNISHED AS AN INSTALLATION GUIDELJNE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILJTY m PRO'v1DE THE CABUNG AND CONDUCTORS NECESSARY TO PERFORM ALL FUNCTIONS SHO'M'I ON THESE PLANS. THE LOCATION OF ALL EXISTING UNDERGROUND UTILJTIES IS APPROXIMATE. THE CON1RACTOR SHALL DETERMINE THE LOCATION AND DEPTH OF ALL UTILJTIES INCLUDING THOSE NOT SHO\ltl ON THESE PLANS AND \<ERIFY ALL JOB SITE CONDITIONS, HAND EXCAVATE FOUNDATIONS UNTIL CLEAR OF ALL SUBSTRUCTURES. PROTECT ALL FACIUTIES DURING CONSTRUCTION. 10. THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS AND NOTIFY 11. 12. 13. AU. UTIUTIES, AGENCIES, AND THE CITY OF CARLSBAD AT LEAST 72 HOURS IN ADVANCE OF CONSTRUCTION. PAINTED CROSSWALKS SHALL BE LOCATED IN FIELD AND APPRO\<ED BY THE ENGINEER. INSTALL ANCHOR BOLT COVERS ON ALL POLES. CONTRACTOR SHALL NOT ERECT ANY SIGNAL STANDARDS MORE THAN THREE 'M:EKS PRIOR TO SCHEDULED SIGNAL 1\JRN ON UNLESS APPRO\>ED BY PUBLIC WORKS DIRECTOR. 14. FLASHING SIGNAL OPERATION SHALL BE RED ON ALL PHASES. PEDESTRIAN SIGNALS SHALL BE BLANK DURING FLASHING OPERATION. 15. CONTRACTOR SHALL PRO'v1DE ALL NECESSARY 1RAFFIC CONTROL DE'v1CES DURING TRAFFlC SIGNAL INSTALLATION. 16. THE CON1RACTOR SHALL BE RESPONSIBLE FOR COORDINATION 'MTH THE SER'v1NG ELECTRICAL UTILJTY COMPANY AND PAY REQUIRED FEES FOR SER'v1CE CONNECTION. w 17' 4' 15' 14.5 4' Hidden Vally Road 14.5' 4' 15' 17' 4' Palomar Airport Road 17' 15' 14.5 4' Hidden Vally Road 14.5' 4' ------------ - ------------ -- ¢4 - I' I ,":../..1 ¢4 ----I - 1 , [350' TO ¢4 ' 4:, • j~~LK - -------+----· I - - - - --i-- - - - EXIST. 3"C, WITH INTERCONNECT CABLE TO CONTROLLER AT PRICE CLUB ENTRANCE EXIST. 3''C,30LC, \SIC REMOVE 2DLC ------ F >---- - >----- >---- - ------ .l'"""l _.,_ 2"C,1DLC,1SIC CAUTION t t m - 12· 12· 2"C, 1 DLC, 1 SIC 2''C,2DLC, 1 SIC [I] CONSTRUCTION NOTES: AT LOCATION 0 REMO\>E AND RELOCATE EXISTING STANDARD TO LOCATION 0 ON NEW FOUNDATION 3' BACK OF CURB LJNE AS SHO\ltl IN THIS PLAN, REINSTALL ALL SIGNAL HEADS, PED HEAD, EWE AND LUMINAIRE. REMOVE AND RELOCATE PUSH-BUTTON FOR PHASE 4 TO LOCATION ® UNDERGROUND SEl'i£R LINES. CONTIRACTOR SHALL VERIFY ALL UNDERGROUND SEl'i£R LINES BEFORE ANY CONSTIRUCTION. POSSIBLE RELOCATION OF POLE 0 AND ® If CONFLICTING l'flTH UNDERGROUND SEWER LINES. @J m 7, B. Af LOCATION (B) REMO\>E AND ~OCATE EXISTING STANDARD TO LOCATION r;i ON NEW FOUNDATION 3' BACK OF CURB LJNE AS SHO'l,t,I IN THIS PLAN. REMO\<E AND SALYKGE EXISTING 3-12"(R,Y,G) SIGNAL flEAD FOR PHASE 4. INSTALL NEW 5-12"(R,Y,G,YA,GA) SIGNAL HEAD FOR PHASE 4+5. REINSTALL EXISTING SIGNAL HEAD FOR PHASE 3;-;I\EINSTALL EXISTING PED HEAD AND PUSH BUTTON. REINSTALL EXISTING PUSH BUTTON FROM POLE ~ FOR PHASE 4. AT LOCATION (G) REMO\<E AND ~VAGE EXISTING 3-12"(R,Y,G) SIGNAL HEAD FOR PHASE 4. INSTALL NEW 5-12"(R,Y,G,YA,GA) SIGNAL HEAD FOR PHASE 4+5 AS SHQ'l,t,I IN THIS PLAN. EXISTING TYPE 170 CONTROllER IN MODEL 332 ALUMINUM CABINET INCLUDING '!HE NECESSARY ACCESSORIES TO PRO'v1DE THE PHASING AND PERFORM ALL FUNCTIONS INDICATED ON THESE PLANS. EXISTING TYPE Ill-BP SER'v1CE EQUIPMENT ENCLOSURE. CONTRACTOR TO \<ERIFY SER'v1CE: LOCATION 'MTH SAN DIEGO GAS AND ELECTRIC CO. REMO\<E AND SALVAGE EXISTING 3-12"(R,Y,G) SIGNAL HEAD FOR PHASE 4. INSTALL NEW REl'flRE ENTIRE INTERSECTION PER CONDUCTOR SCHEDULE. CAUTION: THE SIGNAL PLAN #333-2V, SHEET 16 OF 17 DOES NOT MATCH EXISTING. DECLARATION OF RESPONSIBLE CHARGE I HEREBY DECLARE THAT I AM ENGINEER OF WORK FOR TRAIFFlC SIGNAL PLANS FOR THIS PRO..ECT THAT I HA\<E EXERCISED RESPONSIBLE CHARGE O\<ER DESIGN OF PROJECT AS DEFINED IN SECTION 6703 OF lHE BUSINESS AND PROFESSIONS CODE AND THAT THE DESIGN IS CONSISTENT 'MTH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PRO.£CT DRAl'flNGS AND SPECIFlCATIONS BY THE CITY OF CARLSBAD IS CONFlNED TO A RE'v1EW ONLY AND DOES NOT RELIE\<E ME AS ENGINEER OF WORK OF MY RESPONSIBILITIES FOR PRO.£CT DESIGN. Clk;fiJJoJ/,., ,,, ,,,., 11/,t/co ENGINEER LJCENSE NO. DATE CONTRACTOR SHALL \>ERIFY ALL EXISTING SIGNAL CONDUITS AND CONDUCTORS AND ADJUST THE CONDUCTOR SCHEDULE AS REQUIRED. !THIS PLAN SHEET ACCURATE FOR ELECTRICAL WORK ONLY! DRAWING FILE NAME: 2495A E1 D U.S.A. I. 002495A 11-20 00 AT CD 6 MP. 11 20 2000 10' I I I I I I I I I I I I I I 11 2 II II II II II II II II II II I/ II II 12' _c.n N 12' NOTE: PROPOSED CONSTRUCTION SHOWN DARK EXISTING CONSTRUCTION SHOWN LIGHT OR DASHED. REFERENCE DRAWING #JJ3-2V, SHEET 16 OF 17 I I DETAIL "A" POLE LOCATION 0 CD • EXACT LOCATION BY ENGINEER IN THE FJELD EXIST. 2"c, 2#G, 2#8, 2#10 @]~ EXIST. SERI/ICE CABINET #1206 CONDUCTOR SCHEDULE • • • 3" C 3' C 3'C • • 2-3' C 3' C 3•c • 3'C 2-3• C AWG PHASE CIRCUIT & 12\ ffi £/4\ & In & POLE A' -__.-_ ---.....--: 1....--1 1__... -1-........---1-1 POLE B' ..---..----...--J ..--1 1....--__.-11........--1 l..--1 f;/ POLE C c..---1 "-l ...----..----__.--:....---....---c:............-1 f;/ POLE D ____,._ 1............-1 -_,.......... -............----....---..---: I -1 ,'-} f---+-';Pc';Oc=L-';:E_,E::--------+-:..--=-...;;.+-==-:..---=-:::--~-==---'--:::,;.+-=""--:=--::,;_--r"":::..---::;;-4"::=...--'---:::::,..-1""'--=--::;..tfl:::...---:;;;lH [j POLE F __...-...---1 ....--1 -...---.__..., -__.--I __.-1 ;}/ POLE G ....--_ :....--------l.......-1 -__.-_ -...-----1.........--1 POLE H -...---_ .__..,. __ __..,._ 1------i ...---1 ·...-----...---1.........--1 TOTAL CABLES 3 CSC/ 12 CSC "-I • 2 1.......-1 4-4 -3 "__...-2 1.........--9..----S 118 LIGHTING 2 2 -2 2 2 -- 1110 ILLUMINATED STREET NAME SIGN 2 2 -2 2 2 1 DLC -1 -----1 2 DLC ---2 2 --2 DLC 1--~3-~n....,,1r.___ _______ ---l'------+-----+-l'---~----+---4------+-----1-~l--l TYPEt--~4-rD=L=C'-------------i-----t------t-----t--5;----t---;5--t-_5_--t-_5_-t-~5_7 B s rnr ---1 l --1 6 DLC -2 -----2 7 nor l I 1 B DLC 4 4 TOTAL DLC 3 5 9 9 6 6 17 INTERCONNECT CABLE 6 PAIR 1119 1 l 1 1 EV-DLC 1 2 1 1 4 #6 SERVICE 2 2 TOTAL CONDUCTORS/CABLES 8 13 9 24 21 16 9 4 l • = EXISTING CONDUIT, REMOVE C □NDUCT□RS. INSTALL CONDUCTORS PER SCHEDULE, CAUTION: CONTIRACTOR TO VERIFY ALL EXISTING CONDUITS AND CONDUCTORS. SEE CONSTIRUCTION NOTE 8. ¢8 - --- - WORK TO BE DONE INSTALL TRAFFIC SIGNALS, SAFETY LJGHTING, AND ASSOCIATED EQUIPMENT TO PERFORM THE FUNCTIONS SHO\ltl AND CAl.lED OUT ON THESE PLANS. SPECIFlCATIONS CITY OF CARLSBAD SPECIAL PROVISIONS FOR TRAFFIC SIGNALS CALJFORNIA DEPARTMENT OF 1RANSPORTATION STANDARD SPECIFICATIONS DATED JULY 1995 OR LATEST RE'v1SION THEREOF STANDARD SPECIFlCATIONS FOR PUBLJC WORKS CONSTRUCTION {1997 EDITION) STANDARD PLANS/DRA'MNGS/PROCE:DURES ,!c MANUALS CALJFORNIA DEPARTMENT OF TRANSPORTATION STANDARD PLANS DATED JULY 1997 CALJFORNIA DEPARTMENT OF TRANSPORTATION, "MANUAL OF 1RAIFFIC CONTROLS FOR CONSTRUCTION AND MAINTENANCE WORK ZONES" (1996 EDITION) NOTE: IF SIGNAL IS NOT INSTAl.lED 'MTHIN ONE YEAR OF CITY APPROVAL, PLANS MUST BE RESUBMITTED FOR PLAN CHECK 90 DAYS IN ADVANCE OF BEGIN CONSTRUCTION DATE. (BEGIN CONSTRUCTION DATE REQUIRES PRIOR ~ITTEN APPROVAL BY CITY ENGINEER.) 7"" R y G YA GA 5 SECT ION HEADS □LA DETAIL 114+115 DETECTOR ASSIGNMENT DET. PHASE SLOT FIELD TERMINAL I 2 I2U T2 -5 & 6 2 2 I2L T2 -7 & 8 3 5 JIU T3 -1 & 2 4 4 I6U T4 -9 & 10 5 4 I6L T 4 -11 & 12 1--"5;---+-+4--l-+"I l""U-f-,;,T+.-6 -1 & 2 7 4 I7L T6 -3 & 4 8 4 ISU T6 - 5 & 6 9 7 JSU TS -5 & 6 IO 6 J2U T3 -5 & 6 11 6 J2L T3 - 7 & 8 ,~I~2_1_1_c,--------t--'+lic'-U~I~T~2_-~1~&~2~---I ----1-~ -ttt-----I 3 8 JGU TS - 9 & I 0 . lco4 __ 1---"8'--_1~J'""6~' __ 1---=cT5=---~1~1 ~&~1,,,_2 ___ 1 I I I I I I I 15' I I -L 2 3 4 7 8 FLASHING OPERATION SHAll BE RED IN All PHASES. 4P I f6 I 6P: I \2P I t ------ f2 15 8 J7U T7 - 1 & 2 16 8 J71 T7 - 3 & 4 17 3 I5U T4 - 5 & 6 PPB 2 I12U TS -4 & COM 6 PPB 4 "1·1""2+L·-,--T"-'s'-----,;..s~&"'---'c"'o=Mc...;,.6--, PPB 6 11.3U T8 - 7 & COM 9 PPB 8 113' TS - 8 & COM 9 EVA 2+5 J12J T9 - 4 & COM 6 EVB 4+7 J13U T9 - 7 & COM 9 __ EVC 11·6 J12L T9 - 5 & COM 6 Fl/0 3+8 JUL T9 -8 & COM 9 FLASH SENSE 114U TS -' 10 & COM 12 SCALE: 1"-20' 0 10 20 40 ~; PHASE SEQUENCE cJ;bJz.. DATE I Sl£ET I CITY OF CARLSBAD ~ 02 I ~~ f ~'i:> -,,f~~i; AND STRIPING PROVIDE BY: /Jf@ '· Sc,s,; ~\ MEAD BENTON & ASSOCIATES & ,g:' ~ 0.TBAFFIC SIGNAL PLAN BY; ~ c: 5964~lfflAf{ SYSTEMS ASSOCIATES', INC. <.CEXf ~n-rr_,1 [fi10 KEARNY VILLA ROAD, SUIT£ f06 ~ ~~c vi\.~"':. ""''!IN o,c;·~ (619) 560-4911 © ~ . "~t';\ ~ r-----J----t----------------+---+----+--+-----J 26. _ ENGINEERING DEPARTMENT Ll]_j ~====--'=================-=~ MODIFICATION OF TRAFFIC SIGNAL AND SAFETY LIGHTING SYSTEM AT: PALOMAR AIRPORT ROAD AND HIDDEN VALLEY ROAD D\1111 B'I'\ I CHl<D BY:~ DRA'MNQ NO. 381-6 Of CAL): :?' -{) 1 I) 'J. , --,~~• /~1~11~,./'[J, /~i~JJ(/~~1·tf•~-I (/zt,,/40 \ J--=cc=---+-=-c=c-t-------------+---+--+--+-----1 DATE IITIAL DATE INITIAL DATE HTIAL PftO..ECT NO. I SOP 97-25 ANDR[W P. SCHLA[FL/ -R.c.[. /15964 DAT£ ENGINEER Of WORI< RE'ASION DiSCRIPll()N OTHER APPROVAL QTY APPROVAL FIELD BY: ~ CMWD 98-228 ' I I I I I I I I ~ I a 5 ~ 0 JJ ~ z G1 z C 5:'. CD g:J 0 JJ ~ z G1 z C ~ co m JJ I~--~ 03270'/ • ' ii ' ' I : . ' :, :; ' ;I ;, : ,, ii I : '• VALLECITOS WATER DISTRICT GENERAL NOTES 1. ALL WATER AND SEWER LINES TO BE INSTALLED ACCORDING TO THE CURRENT STANDARD SPECIFICATIONS OF THE VALLECITOS WATER DISTRICT FOR THE CONSTRUCTION OF WATER AND SEWER FACILITIES. 2. WATER LINES SHALL HAVE A MINIMUM COVER OF 36 INCHES. SEWER LINES SHALL HAVE A MINIMUM COVER OF 5 FEET. 3. CONTRACTOR SHALL NOTIFY THE FOLLOWING AGENCIES 48 HOURS PRIOR TO CONSTRUCTION: VALLECITOS WATER DISTRICT --------------1-760-744-0460 COX COMMUNICATION ____________________ 1-800-227-2600 SD.~ & E. ---------------------------1-800-227-2600 PACIFIC BELL -------------------------1-800-227-2600 UNDERGROUND SERVICE ALERT ____________ 1-800-227-2600 4. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE LOCATION OF ALL SUBSTRUCTURES, WHETHER SHOWN ON THE PLANS OR NOT, AND PROTECT THEM FROM DAMAGE. THE ACTUAL LOCATION AND DEPTH OF ALL EXISTING WATER AND SEWER LINES IS TO BE VERIFIED BY THE CONTRACTOR AND ANY DISCREPANCY IS TO BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF WORK FOR CORRECTION AND THEN SUBMITTED TO THE DISTRICT FOR APPROVAL. 5. NEITHER THE ENGINEER, OWNER NOR THE VALLECITOS WATER 'DISTRICT SHALL BE RESPONSIBLE FOR THE ENFORCEMENT OF THE SAFETY STANDARDS. 6. A PRE-CONSTRUCTION CONFERENCE MEETING SHALL BE HELD A MINIMUM OF THREE (3) WORKING DAYS PRIOR TO CONSTUCTION. 7. A SIGNED SET OF IMPROVEMENT PLANS DOES NOT IMPLY THAT CONSTRUCTION MAY BEGIN. THE CONTRACTOR MUST CONTACT THE VALLECITOS WATER DISTRICT ENGINEERING DEPARTMENT. 8. ANY CHANGES IN THE APPROVED IMPROVEMENT PLANS MUST BE REVIEWED AND APPROVED BY THE DISTRICT PRIOR TO THE INSTALLATION OF SUCH CHANGES AND THE CHANGES SHALL BE SHOWN ON THE IMPROVEMENT PLANS. 9. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER TO MAIN- TAIN AT ALL TIMES ON THE JOB SITIE, AN "AS-BUILT" RECORD OF ALL WATER AND SEWER MAINS AND APPURTENANCES INSTALLED UNDER HIS CONTRACT AND PROVIDE SAID RECORD TO THE ENGi- NEER AT THE COMPLETION OF THE CONTRACT. THE ENGINEER SHALL PROVIDE TWO (2) BLUEUNE SETS OF "AS-BUil TS" TO THE DISTRICT PRIOR TO THE WATER AND SEWER SYSTEM BEING PLACED INTO SERVICE, AND A FINAL "AS-BUILT" MYLAR AS A CONDITION OF ACCEPTANCE OF THE WATER AND SEWER SYSTEMS. 10. ALL CONTRACTORS WORKING IN THE PUBLIC RIGHTS-OF-WAY SHALL OBTAIN A SEPARATE ENCROACHMENT PERMIT OR EXCA- VATION PERMIT FROM THE APPROPRIATE AGENCY. INSPECTION OF ALL WORK IS REQUIRED. FORTY EIGHT (48) HOURS ADVANCE NOTICE IS REQUIRED FOR INSPECTION. NO WORK SHALL BE PER- FORMED IN THE PUBLIC RIGHT-OF-WAY ON SATURDAYS, SUNDAYS OR L.EGAL HOLIDAYS WITHOUT THE EXPRESS PERMISSION OF THE DISTRICT ENGINEER. 11. UNLESS OTHERWISE SHOWN, SEWER LATERALS AND WATER SERVICES SHALL BE RUN PERPENDICULAR TO THE MAIN. 12. ALL WATER LINES SHALL BE ASBESTOS CONCRETE PIPE, CLASS 150, OR AS NOTED. ALL SEWER LINES SHALL BE BELL AND SPIGOT VITRIFIED CLAY PIPE, OR AS NOTED. 13. THE CONTRACTOR SHALL TEST HIS LINES AGAINST HIS OWN BLOC- KING AND NOT AGAINST DISTRICT VALVES. 14. ALL WATER SERVICE OUTLETS SHALL BE ONE (1) INCH DIAMETER COPPER PIPE UNLESS OTHERWISE NOTED, AND SHALL BE MARKED ON THE FACE OF THE CURB WITH "W". 15. UPON CONNECTION OF THE NEW WATER SYSTEM TO THE EXISTING SYSTEM, ALL VALVES ON THE EXISTING AND NEW SYSTEM SHALL BE OPERA TED ONLY BY DISTRICT PERSONNEL. THE DEVELOPER OR CONTRACTOR SHALL NOTIFY DISTRICT 24 HOURS IN ADVANCE OF ANY PLANNED SHUTDOWN TO HA VE DISTRICT OPERATE VALVES, 16. ALL ABANDONED SEWER LATERALS SHALL BE CAPPED AT THE PROPERTY LINE. ALL ABANDONED WATER SERVICES SHALL BE SHUT- OFF AT THE MAIN, AND THE CONNECTION SEVERED. BAILS AND SERVICE SADDLES OTHER THAN BRASS SHALL BE REPLACED PRIOR TO ABANDONMENT. RELOCATE EXISTING SERVICES AS DIRECTED BY THE DISTRICT ENGINEER. 17. ALL SEWER LATERALS, OTHER THAN VCP OR DIP MATERIAL, DAMAGED OR MODIFIED DURING CONSTRUCTION SHALL BE REPLACED IN FULL AS DIRECTED BY THE DISTRICT ENGENEER. 18, ALL LATERALS SHALL BE CONSTRUCTED TO A MINIMUM FIVE-FOOT (5') DEPTH (TO TOP OF PIPE) AT PROPERTY LINE AND SHALL BE CLEAR OF DRIVEWAYS. ALL LATERALS SHALL BE CLEARLY MARKED WITH AN "S" ON THE CURB AND SHALL BE SHOWN ON THE "AS- BUILT" DRAWINGS. 19, PRIOR TO ACCEPTANCE OF ANY SEWER LINE BY THE DISTRICT, ALL MAINS SHALL BE PRESSURE TESTED, AND FLUSHED CLEAN USING THE "WAYNE" BALL METHOD. 20. THE DJ STRICT WILL NOT SUPPLY WATER OR SEWER SERVICE TO ANY PROJECT UNTIL ALL PROVISIONS OF THE DISTRICT STAN- DARDS AND IMPROVEMENT PLANS HA VE BEEN MET, AND FINAL ACCEPTANCE OF THE PROJECT HAS BEEN GRANTED BY THE DISTRICT BOARD OF DIRECTORS. 21. RELOCATION OR EXTENSION OF AN EXISTING WATER METER SHALL MEAN INSTALLATION OF THE METER AT A LOCATION IN CONFOR- MANCE WITH DISTRICT SPECIFICATIONS AS DIRECTED BY THE EN- GINEER AND PERPENDICULAR TO THE MAIN LINE CONNECTION UNLESS OTHERWISE NOTED. SERVICE LATERALS OTHER THAN 'coP- PER SHALL BE REPLACED TO THE MAIN. BAILS AND SERVICE SAD- DLES OTHER THAN BRASS SHALL ALSO BE REPLACED. 22. WATER SERVICES WHICH ARE DAMAGED DURING CONSTRUCTION SHALL BE REPLACED IN FULL BY A COPPER SERVICE PER DISTRICT SPECIFICATIONS AS DIRECTED BY THE ENGINEER. VWD AS-BUil T NAf'!'IE DATE I R.C.E. NO. EXP, VALLECITOS WATER DISTRICT SPECIAL PROVISIONS: SEWER VITRIFIED CLAY EXfRA SrRENGIH PIPE, IN ACCORDANCC WlfH fHE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, Sf\N_L BE lJIIUZED .FOR GRAVITY SEWERS. VITRIFIED CLAY PIPE SHALL BE OF ONE CLASS DESIGNAfED EXTRA STRENGTH, AND SHALL BE OF FIRST QUNJfi' VITRIFIED, SOUND, AND WELL BURNED THROUGHOUT ITS ENTIRE THICKNESS, IN ACCORDANCE WITH ASIM C700, IMPERVIOUS JO MOISfURE, AND MUST GIVE A METALLIC RING WHEN SIRUCK WlfH A HAMMER. CRUSHING SIRENGIH SHALL BE DETERMINED BY THREE-EDGE BEARING PER ASIM CJOI. AU. VITRIFIED CLAY PIPE AND FITTINGS SHj\ll BE FURNl~HED WITH MOLDED COMPRESSION JOINTS EQUAL TO WEDGE-LOCK, AS MANUFACTURED BY PACIFIC CLAY PRODUCTS OR "SPEED-SEAL," AS MANUFACTURED BY GLIDING, MCBEAN AND COMPANY. THE COMPRESSION JOINf ON THE SPIGOf ANO BELL ENOS OF THE PIPE Sf\N_L BE FACTORY MADE OF POLYURETHANE OR OTHER APPROVED RESILIENT ELEMENT BON.OED ONTO THE OUTSIDE OF . fHE SPIGOT AND THE INSIDE OF THE BELL TO IHE PIPE ANO MOLDED ANO CURED JO A UNIFORM HARDNESS ANO COMPRESSIBILlfi' JD FORM A TIGHT COMPRESSION COUPLING WHEN ASSEMBLED. PRIOR TO JOINING, THE BELL AND SPIGOT SHALL BE THOROUGHLY CLEANED AND LUBRICATED Wlf/1 A WAfER SOLUBLE SOAP COMPOUND FURNISHED OY THE PIPE MANUFACTIJRER. ALL JOINfS SHALL BE MANUFACTURED IN ACCOHDANCE WIIH ASIM C425. MANHOLES AND APPURTENANCES MANHOLES SHALL BE CONSTRUCTED OF PRE-CASI REINFORCED CONCRETE SECTIONS. MANHOLE DIMENSIONS AND DETAILS SHALL BE AS SHOWN ON THESE PLANS. IRON CASIJ!iGS; MANHOLE FRAMES AND COVERS, SHALL CO~ffORM TO THE DRAWINGS IN DESIGN AND WEIGHT. ALL CASTINGS FOR MANHOI.E FRAMES AND COVERS, AND OTHER PURPOSES MUSI BE TOUGH GRAY IRON, FREE FROM WARPS, CRACKS, HOLES, SWELLS AND COLO SUIS, AND HAVE A WORKMANLIKE FINISH. ALL CASTINGS SHALL CONFORM ro THE REQUIREMENfS OF SfNWARO A 48- 41 OF THE AMERICAN SOCIETY OF TESTING MA/ERIALS FOR MEDIUM GRAY IRON CASTINGS. NO TENSION !ES! IS REQUIRED. DEFORE LEAVING THE FOUNDRY, ALL CASTINGS SHALL BE THOROUGHLY CLEANED AND SUBJECTED TO A HAMMER INSPECflON, AFTER WHICH S!IJO CASTINGS SI-W.L BE DIPPED TWICE IN A PREr'ARATION OF ASPHALT OR COAL TAR AND OIL APPLIED Ar A TEMPERATURE OF APPROXIMATELY JOO DEGREES FAHRENHEIT, IN SUCH A MANNER AS TO FORM A FIRM ANO TENACIOUS COMING. SEATS OF FRAMES AND BEARING FACES OF covrns SHALL BE MACHINED TO INSURE A SMOOTH BEARING BEfWEEN fllE TWO CASTINGS. f,WIHOLE MISC: MANHOLE STEPS Sfl>\LL OE OF THE DIMENSIONS AND SHAPE DETAILED ON THE STANDARD DRAWINGS OR AS APPROVED BY THE ENGINEER. DISTRICT INSPECfOR SfW.L BE PRESENT DURING CONSfRUCflON or All MANHOLES. SOONG Of MANHOLE: SPECIAL CONSl8UCTION OR MAfERIALS MAY BE REQUIRED BY THE ENGINEER FOR SEALING MANHOLES WlfHIN HIGH GROUND- WATER AREAS AS DETERMINED IN THE FIELD. CONCRETE EIOTTOMS· CONCRETE BOTTOMS OF MANHOLES ANO JUNCflON CHAMBERS SHALi. BE CLASS "El' CONCRETE 1G SPECIFIED BELOW. . CONCRETE FOR SUB DASE; CONCREfE FOR USE AS A SUB-BASE. WHERE REQUIRED ON !HE PLANS OR IN THE SPECW. PROVISIONS, SHALL BE OF CLASS "8" CONCRETE AS SPECIFIED BELO\'/. · ffif.C6ST CONffif[E MANHOLE SECTIONS; CONCRETE MANHOLE SECTIONS SfW.L BE REINFOHCEO AND MANUFACTURED IN CONFOl!MANCE WlfH THE REQUIREMENTS OF ASTM, SPECIFICATIONS 478, FOR SfANOARO REINFORCED CONCRETE SEWER PIPE THEY SHALL BE PRODUCf OF A MANUFACTURER OF ESTABLISHED GOOD REPUTATION AND MANUFACTURED IN A THOROUGHLY EQUIPPED ANO ADEQUAIE PLANf. THE ENOS OF lflE SECTIONS Sfl>\LL BE . SO FORMED AS TO PERMIT EFFECTIVE MORIARING OF JOINfS TO PRODUCE A WATER-TIGHT STRUCTURE. CONCRETE MANHOLE S[CTIONS MAY BE -MANUFACTURED BY: MAR-CON PRODUCTS, 1615 LA MIRADA DRIVE, SAN MARCOS, CA, OR AN APPROVED EQUAL. DJNCROE AND MOIJfAR (I) (2) CLASS "A" PORTLAND CEMENf CONCRETE Sf\N_L BE USED FOR MANHOLE BASE CONSfRUCflON ANO WHERE SHOWN ON HIE PLANS ANO SfANOARD DRAWINGS. CLASS "A" CONCRETE SHALL OE I :21:31 MIX BY WEIGHf OF CEMENf, SANO AND GRAVEl, RESPECflVELYt WlfH A MAXIMUM WAIER CONTENT OF 6 GALLONS PER PACK Of CEMEN . CEMENf USED ON TIIE WORK Sf\N_L BE SfANOARD BRAND PDRILAND CEMENT CONFORMING TO IHE STANDARD SPECIFICAflONS FOR PORILAND CEMENT TYPE I OR II, ASTM DESIGNAflON C-150-55. SAND AND GRAVEL SHALL BE WELL GRADED, NATURAL OR ARflFICIAL CRUSHED GRAVEL AND WASHED SAND TIIAI HAS CLEAN HARD STRONG AND DURABLE GIWNS AND PIECES FR[E FROM All OELffERIOUS' MATTER. WATER SHOULD BE CLEAN, FREE FROM INJURIOUS MIOUNfS OF Oil, ACIDS, OIWANIC MAHER OR INJUf!IOUS SUBSTANCES. CLASS "B" PORTLAND CEMENT CONCRETE SHALL BE USED FOR ENCASEMENT AND ,(:IWJLING AND WHERE SHOWN ON THE PLANS ANp .STANDARD DRAWINGS, CLASS Ii CONCRETE SfW.L BE IOENflCAL WITH CLASS A CONCR[[E EXCEPf fHAT THE CONCRETE SHALL BE 1 :J:4 MIX BY WEIGHfS OF CEMENf, SAND AND GRAVEL RESPECTIVELY. WHERE SHOWN ON lHE PLANS OR WHERE SPECIFIED, CEMENT MORTAR Sf\N_I_ CONSIST OF ONE (1) PART POfliLAND CEMENT AND TWO (2) PARTS · OF SCREENED SAND, AND ONLY ENOUGH \'/Alm SHALL BE ADDED ro OBfNN A WORKABLE MIX. MORfAR SHALL NOf OE ALLOWED TO STANO MORE TIWI THIR])' (30) MINUfES AFIER MIXING BEFORE USE. RONJWAY REOUIHEMENfS WHERE CONSTRUCTION IS IN A SfATE HIGHWAY, ClrY,, STREET OR COUNfi' ROAD, EXCAVATION, BACKFILL AND RESURFACING OPcRAIIONS SHALL BE IN COMPLETE ACCORDANCE WlfH THE REOUIHEMENTS OF IIIE AGENCY HAVING JURISDICTION OF TIIE STREET. IN ADDITION, EXECUIION OF ·coNSJRUCTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING REQUIREMENTS. TRENCH EX CAVA flON AND BACKFILLING EXCAVATION: EXCAVATION FOR TRENCHES SHALL INCLUDE THE REMOVAL OF ALL MATERIALS Of N!Y NATURE FOil THE INSTALLATION OF THE PIPES OR STHUCTURES AND SHALL INCLUDE THE CONSTRUCTION OF TRENCH SHORING AND TIMBERING AND ALL NECESSMY INSfALLATIONS FOR DE-WATERING AS REQUIRED. @Lzwn s.C/alk 10-5-a, BRUNO B. CALLU R.C.E. 59412 DAIE EXPIRATION DATE : 12-31-2003 CROSBY MEAD BBNTON ,aeaau.-r.a Engineers • Plllnnen, • Surveyors 5650 El C8mino Real, SuJte 2DO Car1'bad. Callfornla ~2008 (7~0) 438 -1210 THE CONTRACfOR SHALL FMIILIARIZE HIMSELF WlfH, ANO SHALL CONFORM fO THE REGULATIONS OF TIIE 'GENERAL CONSTJ\UCflON SAFETY ORDERS" AND "TRENCH CONSfRUCflON SAFE])' ORDERS' CF THE SfAfE -CW CALIFORNIA, OEPARTMENf OF INDUSTRIAL RELATIONS, DIVISION OF INDUSTRIAL SAFETY. WHENEVER THE TRENCH EXCAVATION IS MADE-IN UNDISfUl<BED GROUND AND TIIE EARTH IS OF A STABLE WELL CONSOLIDATED MAfERIAL TUNNELS. CONNECTING OPEN TRENCHES MAY BE CONSfRUCfED PROV,bED )IIE ROOF OF THE TUNNEL SLOPES AT A MINIMUM OF ONE (I) FOOi VERflCAL TO THREE (J) FEET HORIZONfAL AND A MINIMUM CLEAR SPACE OF !WO (2) FEET IS ALLOWED ABOVE THE TOP OF THE PIPE. BELL HOLES SfW.L BE EXCAVATED IN THl BOfTOM OF THE TRENCH, WHEN REQUIRED, OF SUFFICIENT SIZE AND DEPTH TO PERMil CONSIRUCTING THE JOIN[S. BETWEEN BELL HOLES, THE ENTIRE LENGTH or TIIE Plf'E SHALL HAVE A UNIFORM BEARING UPON UNIJISTURBED SOIL. EXCAVATIONS FOf< MANHOLES SHALL BE OF SUFFICIENT WIOfH fO LEAVE Al LEAST SIX (6) INCHES IN THE CLEAH BETWEEN THEIR ourrn SURFACE-MID THE EMEWIKMENf OR TIMBERING WHICH MAY BE USED. M!NJMJ./M WIDTH o( Tfil!ICt!; [HE MINIMUM WID[H OF PIP[ mENCHES, MEASURED Af f/lE CROWN OF THE PIPE, srw_L NO[ BE LESS THAN IWELVE ( 12) INCHES GREATER THAN THE EXfERIOR DIAMETER OF TIIE PIPE EXCLUSIVE OF SPECIAL STRUCfURES OR CONNECTIONS. AND SUCH MINIMUM WIDTII SHALL OE EXCLUSIVE OF ALL TRENCH TIMBERS. MAXIMUM LENGTH OF. OPEll ]R[NCH: EXCEPT BY SPECIAL PERMISSION BY lHE ENGINEER, THE TREIICH SIIALL NOT BE OPEN FOR MORE THAN 500 FEET IN THE AGGREGATE INCLUDING EXCAVATION, CONSfRUCflON, PIPELINE, AND BACKFILL IN ANY ONE LOCATION. l,IMJM.UM.J'/ID11:L QF TREtJctl· THE MAXIMUM ALLOWABLE WIDfH OF TRENCH TT)l<-All PIPEUITT',;-sfW.L 8E AS SHOWN, AND SUCH MAXIMUM SflALL BE INCLUSIVE OF N.L TIMBERS. A TRENCH WIDER THAN THE MAXIMUM SHOWN . MAY BE USED WITHOUT SPECl>\L BEDDING IF 111£ CONfRACTOI<, Af HIS EXPENSI,, Wll,Jt FURNISH PIPE OF TflE fffQUIRED STRENGTH JO CN!RY THE AOOlflOr<AL f" NCH LOAD. SUCH MODIFICAflONS Sfl,\U BE SUBMlffED TO THE· ENGINEER AND APPROVED IN WRITING. WHENEVER SUCH MAXIMUM ALLOWABLE WIDTH OF rnENCH IS EXCEEDF.D FOR ANY REASON EXCEP f AS PROVIDED FOR IN THE PLANS Oil SPECIFICA flONS, OR BY THE WRlffEN DIRECTION OF fHE ENGINEER, THE ENGINEER MAY REQUIRE , Af HIS DISCREflO~, THAI fHE CONIRAcfOR AT HIS OWN • ,.,. EXPENSE FOR .ALL LABOR Niu MAfERIALS, CRADLE THE PIPE IN CLASS o CONCRETE, AS SPECIFIED HEREIN. ~trnl I~~ -r~n~1ir%-~tgrfW1txc~v:m WE1_~Y~I• r1\~R~~?/bJf~fl,\DE AS REQUIRED BY THE PROFILES IT SHALL BE REFILLEU TO GRADE Af HIE CONIRACfOR'S EXPENSE FOR ALL LA£JOfl ANO MAIERIAL, WIIH lHE BEDDING MATERIAL SHOWN tJRACING IRENCJ:Jc;; THE SIDES OF THE TRENCH, SHALL BE SUPPOHIEO WIIH PLANK SHE[TING NID BRACING, ANO ALL TUNNELS SHALL BE TIMBERED WHEREVER THE GROUND WILL NOf SfANO UNSUPPORTED. IN All· CASES THE SHEET PILING OR TIMBERING .SHALL BE REDf<AWN AS IIIE WORK PROGRESSES, IN SUCH MANNER AS JO PREVENf AS MUCH K, POSSIBLE fHE CAVING INWARD' OF THE SIDES OF THE mENCH. ALL EXCAVATIONS SHALL BE DONE IN ACCORDANCE WITH ALL LAWS ANO ORDINANCES OF TIIE COUNfi' OR STATE AS THEY MAY APPLY. CRUSIIED [JOCK BEQDlflG: THC CONTRACTOR SHALL EXCAVATE TO SUCH DEPTH BELOW SUB-GRADE AS SHOWN AND SHALL PLACE CRUSHED ROCK BEDDING UPON .WHICH SUB-GRADE' CAN BE PREPARED. CRUSHED ROCK FOR BEDDING SI-W.L BE AS SHOWN. Jli\C!\[[Ll.!lli,; MAIERIAL USED FOR BACKFILL SHALL IIAVE A SAND EQUIYAlENf OF NOf LESS TflAf 20. THE PERCENf COMPOSIIION BY WEIGH! AS DETERMINED BY LABORAIOHY SIEVES SHALL. CONFORM ·ro 111[ FOLLOWING: SIEVE SIZES PERCEtlfAGE PASSING SIEVES S 90-100 NO. 4 JS-JOO NO. JU 20-100 BACKFILL MATERIAL SHALL BE PLACED ltl HORIZON fAl, UNIFOilM LAYERS NOf EXCEEOirlC EIGIH-INCHES IN THICKNESS, BEFORE COMPACTION • PROTECTION OF EXISIING UIILITIES .GD:1£&\L; UflLIIIES FOR !HE PURPOSES OF THESE SPECIFICATIONS SHALL OE CONSIDERED AS INCLUDING BUf NOT LIMIIED fO PIPELINES, CONDUITS, TRANSMISSION LINES, ANO APPURTENANCES OF "puouc UflLITIEs" (AS DEFINED IN fflE PUBLIC UTILITIES ACf OF fHE STATE OF CAUFORNIA) AND THOSE OR PRIVATE INDUSTRY, OUSINESSES, OR INDMDUALS SOLELY FOR THEIR OWN USE OR FOR USE OF IHElll TENANTS; ANO STORM DRAINS, SANITARY SEWERS, SIREET LIGHTING, AND TRAFFIC SIGNAL SYSfEMS. THE ACCUllACY OF COMPLEfENESS OF ·THE UllllrlES INDICATED ON IIIE Dlv\WINCS IS NOi GUA~TEED .. SERVICE CONNECTIONS· TO ADJACENT PROPERIY MAY Oil MAY NOi BE SHOWN ON THE DRAWINGS. 11 SHALL BE THE RESPONSIBILITY OF HIE CONfRACfOR JO DEIERMINE THE EXACT LOCATION OF ALL UTILITIES AND IIIEIR SERVICE CONNECIIONS. THE CONTRACTOR Sf\N_L MAKE HIS OWN INVESTIGATIONS AS TO THE LOCATION AND TYPE OF EXISTING UIILlflES ANO THEIR APPUIUENANCES AND SERVICE CONNECflONS WHICH MAY BE AFFECfEO BY THE CONTRACT WORK AND SHALL NOTIFY fflE DISrnIcr ENGINEER AS fO ANY UflLIIY LOCATED OY HIM WHICH HAS BEEN INCORREC[LY SHOWN Of\ OMlfTEO FROM THE DRAWINGS. RFSPONSl~II l[Y OF U:!LCONH½CTOR· THE CONTRACTOR SllllLL 6c HELD RESPONSIBLE FOR ALL COSTS, FOR THE REPAIR OF Nfi AND ALL DAMAGE JO THE CONTRACT VIORK OR fO ANY UTIUfi' (WHEIHER PHEVIOUSLY KNOWN OR DISCLOSED. DURING TflE WORK), AS MAY BE CAUSED DY IIIS OPERATIONS. UflUTIES NOf SHOWN ON .THE DRAWINGS TO llE flELOCATED OR ALTERED ff/ OfHERS, SIIALL BE. MA.INIAINED IN PLACE BY THE CONfRACfOR .. AffER COMPLEflON OF THE CONfRACT WORK, IJIE CONfRACTOll SHALL LEAVE ALL UIIUTIES ANO APPURTENANCES IN A CONDITION SAflSFACTORY TO THE OWNERS AND IHE DISTRICT. . l#JJHOLE C.QNSiflUCTION: THE BOTTOMS OF All MANHOLES SflllLL BE FORMED OF CONCREfE OF THE FULL THICKNESS SHOWN ON fHE PLANS AND !HE CONCRETE SHALL BE PROPORTIONED AS HEREIN BEFORE SPECIFIED. THE INSIDE BOfTOM OF THE MANHOLES SHALL RISE /\BOVE HIE FOOTING A DISTANCE EQUAL ID HIE OIAMEfER OF THE LARGESr PIPE ENTERING OR LEAVING THE MANHOLE, AND THE FLOW-THROUGH CHANNEL SHALL CONFORM TO THE INVEl\fS OF THE SEWER PIPES. IN SfANDARD MN/HOLES, HIE FLOW-fHROUGH CHANNEL SHALL BE FORMED BY LAYING THE PIPE Arnoss THE MANHOLE AND CUTTING OFF THE ror. THE SURFACE OF THE CHANNEL SHALL BE TROWELED TO A BENCH MARK· SMOOfH AND EVEN SURrAcE:1 MANIIOLE STEPS SHALL BE UNIFORMLY SPACED A MAXIMUM OF I6-INCHES WITH THE TOP SfEP PLACED JUST UNDER TIIE MANHOLE FRAME. THE LOWES[ STEP SHALL BE PLACED NOf MORE TIIAN 24- INCHES ABOVE fflE SflELF. THE TOPS OF ALI. MANHOLES AND CLEANOUTS LOCATED IN PAVED AREAS SHALL BE S[T FLUSH WIIH FINAL PAVING GRADE. THE TOPS OF MANHOLES AND CLEANOUI LOCATED IN IMPROVED LIU r UNPAVED AREAS Sf\N_L BE SET TO BE EVEN WITH FINISHED GRADE. TOPS OF MANHOLES AND CLEANOUTS LOCATED IN UNIMPROVED AREAS SHALL OE SET TO PREVENf THE EflfRY OF SURFACE WATER AS DIRECTED BY THE· ENGINEER. (APPfWXIMATELY ONE FOOi ABOVE EXISTING GRADE). DISIRICT INSPECTOR SrlALL OE PRESUIT DURING CONSTRUCTION OF ALL MANHOLES. IN NO CASE SHALL THE DEPf/1 FROM THE TOP OF JHf MANHOLE FRAME TO THE TOP OF THE CONICAL SECflON EXCEED THREE (3 FEET MAXIMUM AND ONE (1) rnor MINIMUM. SPECl>\L CONSTRUCTION MAY BE REQUIRED FOR SEALING MANHOLES WIIHIN IIIGH GROUND WATER AREAS. ALL MANHOLE TRANSITION CONES SHALi. BE OF THE ECCENTRIC TYPE. MANHOLES SI-W.L BE LINED AS SPECIFIEO HrnEIN. llESTOllAIION OF SURFACES THE CONfRACIOR SflALL REPLACE ALL SURFACE MATERIAL AND SHALi. RESfORE CURDING, SIDEWALKS, GUffERS, SllflUBOERY, FENCES, SOD AND OTHER SUlffACES DISfUHBED TO A CONOlflON EQUAL TO IHAT BEFORE IHE WORK BEGAN, FURNISIIING ALL LABOR MIO MAlERW.S INCIDENIAl THERETO. THE CONfliACTOR SIIALL FURNISH All MATERIAL, LAOOR, AND EQUIPMENT JO RESfORE All srnEEf PAVEMENl'.i TO AS NEAR THEIR ORIGINAL CONOlflON AS POSSIBLE. IN ALL CASES THE FINISHED SUflFACE SHALL BE FREE FROM RIDGES AND DEPHESSIONS. ASPHALTIC PAVEMENIS AND CONCRETE PAVEMENTS SHALL BE REPLACED A SHOWN.· CLEANING VP SURPLUS PIPE LIIIE MAfERW., IDOLS AND IEMPORAHY SfRUCfUHES SHALL BE REMOVED llY THE CONTf<ACTOR: AND ALL OIRf, RU8BISH, AND EXCESS· EARTH rnoM EXCAVAflONS SHAI.L BE HAULED TO A DUMP PIWVIDED DY TIIE CONTRACfOR, AND THE CONSTRUCflON SITE SHN.L OE LEFT CLENI TO TIIE SAIISFACflON OF THE ENGINEEf{S. HIIS CLEAN-UP WORK SHALL FOLLOW AS CLOSELY BEHIND THE EJACKFILLING AS POSSIBLE ANO AOEOUAfE FACILITIES FOR SPf{INKLING SllllLL OE PROVIDED IN ORDER TO KEEP DOWN ousr AND PREVENf AMY OTHER NUISANCE TO AOJACENf RESIDENTS. LEAKAGE AND INFILTRAJIQtl TESTS .QELJERAL; AFTER COMPL[flON OF fHE PIPE LAYING, ALL MNN LINE SEwrns, SEWER SERVICE LAIERALS AND SfRUCTURES SIW.L BE IESTED IN THE Pf!ESENCE OF fHE ENGINEER THE LOW PRESSURE 1,m TEST Sfl>\LL BE USED FOR All PIPE AND LATEHALS; WATER SHALL BE USED FOR THE MANHOLE LEAKAGE TESSf. INFILIRAIION TESIS MAY BE USED Al THE OPTION OF THE ENGINEER. LQ'/i_ERESSURE ,AJR TES[: PRIOR JO CONDUCIING IIIE TESf, THE CONTRACfOR SHALL CLEA~ THE SECTION OF LINE TO BE TESfEO '/illll AN INFLATABLE BALL, lllllT Sllllll PASS THROUGH IHE LINE PROPELLED ONLY DY WAfER INfRODUCED BEHIND II. ALL DEBRIS FLUSHED BY THIS ACflON SHALL BE REMOVED BY THE CONTRACTOR. THE CONTRACfOR SIIALL FURNISH ALL EQUIPMENf AND PrnSONNEI. FOR CONOUCIING THE T[Sf HEREIN DESCRIBED. THE OWNER MAY, Af HIS OPTION, PIWVIOE THE TES! GAUGE. ALL fESTS SI\N_L BE CONDUCTED IN TIIE PHESENCE OF THE .INSPECTOR. IMMEDllllELY FOLLOWING HIE PIPE CLEANING DESCRIIJED, THE PIPE INSfALLAflON SHALL ·BE TESfED WlfH LOW-PRESSURE Nf( NR SHALL BE SLOWLY SUPPLIED TO THE PLUGGED PIPE INSfALLATION UNIIL TIIE INTERNAL AJR Pf<ESSURE REACflES ◄ .O POUNDS PER SQUNlE INCH GREATER Tll,,IN TIIE AVERAGE BACK PllESSURE OF ANY GROUND WAIER HIAT MAY SUBMERGE THE PIPE. Af LEK,T TWO MlflUTES SHALL OE ALLOWED FOR TEMPEfU,fUR E STAOLIZAflON BEfORE PHOCEEOING FURIIIER. THE RATE OF AIR LOSS SHALL TIIEtl OE DETERMINED DY MEASURING THE TIME INIEHVAL llEQUIRED FOR THE INIERNAL PRESSUflE fO DECREASE FIWM 3.5 JO 2.5 POUNDS PER SQUARE INCH GfiEATER ffWI THE AVERAGE BACK PRESSURE or ANY GROUNU WATER TIIAT MAY SUBMERGE THE PIPt. THE PIPELINE SHALL BE CONSIDERED ACCEPTABLE, WHEN TESTED Af AN AVERAGE PRESSURE OF J.0 POUNDS PER SQUNff INCH GREAfER TIIAN THE AVERAGE BACK PRESSURE OF ANY GT<OUNO WATER rHAf MAY sumiERGE THE PIPE IF: (1) THE TOTAL f!AIE OF NR LOSS FROM ANY SECTION TESTED IN ITS ENIIR[fi' B[fWEEN MANHOLE AND CLEANOUf STRUCTURES DOES JIOf EXCEED 2.0 CUOIC FEEf PER MINUTE; OR (2) THE SECflON UNDER TEST DOES NOf LOSE Aili Af A RATE Gl<EAfER THAN O.OQJ CUBIC FEET PER MINUTE PER SQUARE FOO[ OF INTERNAL PIPE SURFACE. THE REQUIREMENTS OF THIS SPECIFICATIONS SHALL BE CONSIDERED SATISFIED IF THE TIME REQUIRED IN SECONDS FOR PRESSURE JO DECREASE FROM 3.5 TO 2.5 POUNDS PER SQUARE INCH GREATER THAN fHE AVERAGE BACK PRESSURE OF ANY GROUND WATER HIAT MAY SUBMERGE THE PIPE IS NOf LESS THAN HIAf COMPUfED BY ElfHER HIE FOLLOWING EQUATIONS. THE EQUATION WHICH GIVES THE SIIORfER TIME Sflllll GOVERN: K= 0.011 d\ d = INSIDE DtA.M[TER OF PIPE IN INCHES la = 28.335d L = LENGTH OF PIPE IN FEET IF 111[ PIPE INSTALLATION FNLS TO MEEf TIIESE REQUIREMfNfS, IHE CONfRACfOR SIIALL DETERMINE Af HIS OWN EXPENSE TIIE SOURCE OR SOUflCES OF THE LEAMGE. AND HE SIIAlL REPAIR OR REPLACE ALL DEFECTIVE MAfERW.S or, WORKMANSHIP. THE COMPLETED PIPl INSfALLAIION Sf\N_L MEET THE REQUIREMENTS OF fHIS TEST. VALLECITOS WATER DISTRICT SPECIAL PROVISIONS (CONTINUED): WJSACE DUE J_Q_J/JIEBtW, Efil:~2/fl.E; IN SECTIONS OF LINE WHERE SIGNIFICANf GROUND _WAJU, IS NOf PRESENf AOOVE fll[ A\ERAGE PIPE IN\ERf THE ENGINEER SIW.L INSPECf ALL INTERNAL PIPE g~\~~Nl~SSP"[~fl~Nc,~~?f~g¼E~~ ~Ii~L p~~1JfI7!I~2iT[:ASED PRESSURE TESTS SH.i,LL BE CONOUCfED ANO SfV-LL SIIPULATE THE PIPE LINE SECflONS TO BE TESf[D IN All SEWER LINES. IF REQUIRED, WAfER PRESSURE TESfS SIW.L BE CUNDVCTEO AS · FOLLOWS: THE PIPE LINE BEIWEEN MANHOLES IN HIE SECTIONS fO BE TESfED SIW.L -BE FILLED WlfH WATER AND fHE ENDS OF HIE LINE PLUGGED WITH A PLUMBERS PLUG. SUfFICIENf TIME SIV-LL BE PERMlflED TO ELAPSE BEfWEEN fHE FIi.LiNG N-10 THE TESTING OF THE LINE I 0 PERMIT ABSORPTION OF WAfER OY THE PIPE WALLS. A HOSE SHALL CONNECT THE PLUG IN [HE UPPER MANHOLE WIIH A It DW,fEfER SfAND PIPE. THE sr;<ND PIPE SHALL BE FILLED TO A LEVEL NO[ LESS TfWl FOUR (◄)' f[[f AIJQY[ n!E LEVEL or THE SEWER IN TII[ UPPER MANHOLE ANO POSIIIONED JO PERMlf HIE NJOlflON OF ONE ADDlflONAI. GALLON Of WAfER ONE GALLON or WAl(R SfW.l OE ADDED AND THE TIME REQUIRED FOR THE WATER LEVEL TO REIURN ro THE fAARK MEASURED. THE TIME so MEASURED srw_L NOT BE LESS TIWl fflAf CO~PUIED BY TH[ FOLLOWING FOHMUIA WHICH PROVIOES FOR A MAXIMUM ALLOWABLE LEAl<AGE OF 1,000 GALLONS/DIA 1 , INCH/MILE /DAY. . MINIMUM HYE = 'fill,,.,\ __ ~---~ (MINyTES) DIAMEfER INCHES X fESf LENGIH (FEEf) IF THE LE-'KAGE IS GfiEAfER TIWl ALLOWED, fHE PIPE SIV-LL BE OVERfV-ULED BY THE CONfRACfOR Af HIS EXPENSE UNIIL fl IE JOlflf SKALL HOLD SATISFACTORILY UNDER HIIS IESL ' ' lE,IMUUJUE TO INQLIRMION: IF, IN HIE CONSfRUCflON OF A S[C[ION or THE SEWER or ANY SIZE, EXCESSIVE GROUND WA!ER IS ENCOUNfERED, THE TESf FOR LEN<..\Gf DESCRIBED AIJOVE SflAlL NOT BE USED, Bur INSIEAD A TES[ FOR INFILfRAflON SHALL cmlOUCIED FOR EACH SECflON Of THE WORK IF ORDERED BY THE ENGINEER. THE ENO OF IHE SEWEil AT HIE UPPER SfRUr,fURE SflAlL OE CLOSED SUFFICIENILY TO P~EVENf THE ENIRANCE Of WAfER; PUMPING OF GROUND WAfER SfW.L BE DISCONTINUED (OR Al LEAS[ IIIREE DAY:, AND THE SECTION SfW.L BE TEsrrn FOR INFILTRAIION. TIIE INFILTRATION SHALL NO! EXCEED T,000 GALLONS rm DWIElE!l INCH PER MILE PER DAY or MNN LIME SEWER BEING TES IED AND DOES NOf INCLUDE TIIE LENGTH OF HOUSE CONNECTIONS ENTERING Ill[ SECflON. WHERE ANY INFILTRAf!ON IN EXCESS OF !HIS AMOUNf IS UISCOVEl<EO BEFORE COMPLETION AND ACCEPfANCE OF THE SEWER, THE SEWER SIV-LL BE OVERIV-IJLEO BY fHE CONfRACIOR Af HIS EXPENSE ANO THE '!AMOUNf OF INFILTRA[ION REDUCED 10 A QUANflfi' WlfHIN THE SPECIFIED AMOUNT BEFORE HIE SEWER IS ACCEPTED. SHOULD, HOWEVER, HIE INFILTRAflON UE LESS TIWl THE SPECIFIED AMOUNr; THE CONfRACfOR SIW.L SIOP ANY INDMDUAL LEAKS TfV-1 ,,1AY BE OBSERVED, WHEN ORDERED TO DO SD BY THE ENGINEER. liSlS fOR N IGNMEN[ NJP GRADE.__/\NP DNMGED OB IJEF[CII\/Lfl!'.E WP~E - NlER THE PIP[ IIAS BEEN INSTALLED, HYDROSIA!ICALL'( TESTED, BACKFILLEO TO Tl![ EXISflNG GIWJE. MN-IIIOL[S RNSEO ro GfWJE, AND RESURFACED, THE CONfRACfOR SIW.L "WAYNE E!ALL" THE SEWER FROM SfRUCIURE fO SfRUCTURE IN THE PRESENCE OF fHE DISTRICT'S HEPRESEN fAIIVE. AflER "E!ALLING° fHE PIPE, ALL SEWER SHALL OE "MIRRORED" BY HIE DISTRICf'S REPRES[NfATrVE WlfH THE ASSISTANCE Of IHE CONIF<ACIOR'S FORCES. "BALLING' ANO "MIRRORING" SHALL CONSflfUTE fESI FOR ALIGNM[Nf, GIWJE, ONIAGE OH UEFECIIVE PIPE IN PLACE OF ANY OTHER TYPE-Of FAULTY INSTALLAflON. THE CONIRACfOR, Af HIS EXPENSE, SfW.L REMOVE ANO RF.PLACE All PIPE fHAf DOES NOT COtlfORM TO THE ALIGNMENT OR GflAD[S SHOWN ON TflE PLANS ANO Hlllf IS DNAAGEO UI( OEFECIIVE. END OE I INE CLENJOU[ I I IN NO CASE SIIALL fHE END or A LINE !ERMINA! E IN A DEAD END. THE IERMINAIION OF All LINES SIW.I. BE Af A MANHOLE OR DEAO[NU CLEANOUI AS SHOWN ON THE DRAWINGS. OR IF NOf SHOWN, AS DIRECTED BY f/lE ENGINEER IN IHE FIELD. C0Hll0SI0NS PROlill!Pll IN\[UMU.filJIRillOlli HIE CORROSION PROf~CflON MAfERW. (CPM) SHALL OE N'PLIED TO N.L EXPOSEU IN rERIOR CONCREfE SURFACES OF ALL MANHOLES. ALSO APPLY JO INIERIOR SURFACE OF MANHOLE COVER AND FR.Ml[. • M,\)E[l\1\1, I. A. POLYURElfWIE, IIYBRIO, !WO COMPONENf, I00-PERCENf SOLIDS, NON-SOLVENfED. SPECIFICA/ION DA/A· COi.ORS: ] OENSIIY CURED COATING: CRF.AM, GHAY OH BLACK I0.6l LB/GAL (SG 1.30) TENSILE SIRENGfH: BOND SfRENGIIJ: FLEXl8ILlfi': ELONG..\TION: COMPRESSIUIL fi': I SURFACE IAADNESS: • ABRASION RESIS fl,/IC[: HIERMAL CONDUCfM]'(: PERMEABILlfY: 2500 PSI AT 25 DEGREES C (77 DEGREES F) 1500 PSI ON SfEEL ~ NO EFFECT BENDING 0.5 MM PLATE co.a.rm WlfH 20 • MILS OF CPM 0'11:R D-MM MANDREL. RECOVERABLE: 67~ Al 25 DEGREES C (77 DEGREES 4100 PSI 57 Sl!OHE D Ar 25 DEGREES C (77 DEGREES F) WEIGl!f LOSS .0102 CMS ON H-10 WHEEL; 1.AiJER .AiJRASER 1000 GMS Al I0D0 CYCLES .0175 OTU/HR Ff DEGREES F .OJ58 U.S. PERMS PROPfJll!E2; CORROSION RESISIANf. ABRASION RESISTANf, WEAfHER RESISTANf AND IIIGHLY IMPERMEABLE TO VAPOR TRANSMISSIOli. CHrnlC,\l R[Sl'il,'J-ICJ:; TIIE MANUF!,CTURER SHALL FURNISH , LABORATORY TEST DAIA fO SHOW IHAf fHE CPM IS NOf DEGRADED BY ◄0-PERCENf SULJUl(IC ACID AT AMBIENT TEMPEl<ATURE. METHOD or ,1/'PLICAflON: SPRAY Af HIGH PRESSURE (1500 TO 2500 PSI) Wlffl THE !WO COMPONENTS MIXED Af THE CUN. HIGH BUILD ALLOWS COATING JO ANY THICKNESS Al ONE APPLICATION. PRIMER MAY BE USED FOR GREAfER ADHESION ON METAL SPAY OVER A 2-MIL ANCHOR PAfTERN. REQUIRED THICKNESS: ON CONCRETE 50 MILS ON M[[AL 30 MILS COVERAGE: PRIMER 800 SQ fT/CAL Al 1.5 MILS: CPN 5 SQ ff/LB AT JO MILS • SUHFACE PREP/J<AflON: CONCRETE: NEW CUNCRETE -ALLOW TO CURE JO OAY:i AND WASII WIIH IO-PERC[Nf MUIATIC ACID JO REMOVE LINE. WASH WlfH WAfER JO REMOVE ACID. OLD CONCREfE -SAND OR WAIER BLASI TO REMOVE LJ,ifANCE OR PREVlOUS COAflNGS. CONCR[[E MUST BE COMPLUELY FREE or MOISfURE ANO LAlfN-ICE BEFORE SPRAYING CPM. METAL: REMOVE ANY DIR[. OIL OR GKEASE FROM SURFACE TO BE COAIED Willi SOAP ANO WATER OR WITH TOLUENE SOLVENI. ABRASIVE BLAST fO OBTAJN AN ANCHOR PATTERN OF 2 MILS. SURFACE MUSf OE ABSOLUfELY CLEAN AND DRY BEFORE PRIMING OR OVERCOATING. N'PLY PRIMER fO A WET TIIICKNESS OF 2 MILS WlfH ~RSPRAY TO GIVE ORY THICKNESS OF 1-1/2 MILS. OVEHSPRAYING WlfH CPM CAN BE DONE IN 2 HOUl!S ~ur NOi LATER TIWi 18 IIOUR5 . .'PPUCATION CREIG: CPM COATING SfV-LL ONLY BE APPUED BY CREWS ESPECW.LY TRAJNEO IN TIIE SURFACE PHEPARAIION AND /,PPUCAIION TECHNIQUES NECESSAm' JO PRODUCE A FIRSf-QUAlllY COATING. ONLY EQUIPMENT RECOMMENDED BY THE MANUFACIUHER SHALL BE USED IN TIJE N'PLICAIION OF CPM. B. I -LOCK fi'PE AN ALTERNATE LINING FOR MANHOLES SHALL BE THE I-LOCK IYPE OF CAST-IN-PLACE POL\'VINYL CHLORIDE SHEEfS. TIIE PLASTIC LINER SHEET, STRIP, AOHESIYE PRODUCfS ANO CLEANERS SfW.L BE AS SPECIFIED IN HIE STNJPNlD--5.EECIElct,TIONS I.QR_EUOLIL~ • CPllS!l1U.C.UOtl, AMERICAN PUBLIC WORKS ASSOC"-IION, SOUfHERN CALIFORNIA CIW IER, 1982 EDITION, SECTION 210-2. IIIE PLASTIC LINER INSfALLATION SIW.L BE AS SPECIFIED IN SECTION JI 1-1 OF TIIE ABOVE SfAliDARD SPECIFICATIONS. RECOMMENDED CONSTRU.CTION SEQUENCE: I. CONTRACTOR TO EXPOSE EXISTING "LAND OUffhl SEWEff Af THE POINf OF CONNECIION OF NEW MANHOLE AND VERIFY ELEVATIONS. IF ELEVATION IS HIGHER TIWi DESIGN PLAN INDICATES, CONTACT ENGINEER or WORK FUH REDESIGN. 2. CONSfRVCf PROPOSED IMNHOLE J,i,OVND EXISIING SEWER MAIN, ANO CONSfRUCf THE SEWEil IN HIDDEN VALLEY ROAD. J. BREM our EXISIING PIPE IN NEWLY CONSfRUCTEO MANHOLE AND FINISH ALL CONNECIION WORK. Af A ~ RECHANNEL EXIST. ~f CONCRETE SHELF 1! "i {;LUG Ev,cr 6' ~I'... r6" PROPOSED ,w. I '"'".::~j:':=::i 5• OR 8" PVC ACCESSHOL[ I I F I • (J 0.5% SLOPE \...;-r-4 (ACCESS HOLE COVER ~~+-~ NOTES: EXIST. ACCESSH~ '--EXIST. JO" VCP 1. ALL MANHOLES SHALL BE LINED BASE SHELF PER THE SPECIAL PROVISIONS. SECTION '11-A " 2. CHNNEL INVERTS SHALL BE TO TRUE TO GRADES AND ALIGNMENT AND FlNISHED SMOOTH. DETAIL: EXIST. ACCESSHOLE NO SCALE CONNECTION PRE,STON ft(EWIS, P.E. R.C.E. 45927 EXP. 12/02 ~h~~==+==~================~~==c=~==~==-iTr=;::::;:::;:::;-;:::;:;::;;::;:;::::::;====~:=:=====~:::::=:::::1 DATE f--t--t-----~----__jl---l--L-__J___j~7 CITY OF' CARLSBAD ~ , ~~===-==="=N=Gl=N=E=EF=<i=~l=G=~=E=P=A=R=T=M=E=N=I==::":~=:=~~ "AS BUILT" KELLY CORPORATE CENTER ~1t (fSCPli') &c/2C12 : DESCRIPTION: STD. IJ.S.C. &-G.S. "ROCK" RCE r ~"I' EXP It /JI! /tt>tb DATE APPROVED: LLOYD 8. HUBOS LOCATION: NAO 8J COORDINATE • ' /L.J': ~~ ~~ !.l/.1_ /~ RECORDED: Ns,J;~8;$o85~tJ Jrf;fcf76.1# RAVI WED BY: ~¼_ Jl\ -'rlTY ENGiNEE:f{pE~ EXPIRES: 12 31 01 DATE~ 'n C \.. -• 1 81)()1( PG. 124, 1991 _ './J,.j /J• • _A,'__J"'.,J.J.Z-.___ DATF INITIAL DA'fE DW~I BY: n~ . SDPPRQJE9C7T_N02•5 I DRAWING NO. v;,-IV\ , """'' flEVATION: 323.169 DATUM: IJ.S.L '"' /1, •1_11-,1/L REVISION DESCRIPTION INITIAL DATE i,~rTIA' CHKD BY-~"~ -1 ~ OF c~L 1,w·, ._IN_S_P_E_CT_O_R __________ _:D::.A::.TE:..._ _ _LE_Nc_iN_E_E_R _0_F_w_o_RK__L ________ :.__ _______ _1:._0.'.'._Tf:::_IER::_::A:_:PP_'.:R:"..O':_:IA:::_L..1.._:C~IT~Y.:_A:::r:::rR_:::O:_:V:AL:..l-=R='=IW=I'-) ·-=B=Y: 3 81 -6 i.........,; --------------------------==========-=-~==~~~~~~~=~==~~ 98-228 //'WO OCJ -057 I ... ' _\ :1 ~ ~ • ~ 0 ' • • " • • a ~ I ..,, I ij 0 • ~ " , ,i ~ • ·a ~ I I I I I I I I il· • 5 • ~ • a; • • ~ ~ . I T r - I I ! I ,, ~ D " D m " ~ z C < w ~ 0 ~ • TI TI m 0 TI 0 ~ ~ z C < w m " 0 " " • TI ~ D ~ ~ ~ z C < ~ " 0 " " • TI ' \; z I a r a 0 □ ~ ~ 0 z i '" " ~ ~ a ~ p ' ,; z I □ r a 0 a " ' 0 § 0 z ~ 2 '" 0 • !;; □ " z ► ~ a 0 II ~ z (j) z C s OJ m II 0 II ~ z (j) z C s OJ m II 0 II ~ z (j) z C s OJ m Il IL-___ _, 032701 0 \; z I (,I □ 0 r □ II 0 0 ~ " °' ' 0 " !a; z 0 (j) z I ' z C ~ ~ s z "' OJ 0 m j;, C cl " z ► I- V) Q_ z Q_ ~· (\J (\J OJ 20 10 0 20 40 60 ~ IW>umt;~1-nt.M&fiL1 Jml""A\W.iWih.i%l;?f.~/ co ru SCALE• 1'=20' I Q_ £ I \[) -0 0 / Q_ z ~ / (/) l.:J )< cCl / "T 0 I \[) -0 0 / Q_ w u WATER DATA NO. DELTA OR BRG. RADIUS(ft) LfNGTH(II) REMARKS 1'-I N86'J 1 '06"£ -----22.32 8" PVC CL 150 '<2" N75'16'06"£ 13.80 • ----- '<t:· 14'47'45" 250.00, 64.56 • * ' -4' N89'56'09"W 82.01 ., ----- 5 11'35'28" 250,00> 50.58 • * 6 N78'20'41 w -----12.42 8" PVC CL 150 * US£ HIGH DEFLECTION COUPLING IN ACCORDANCE: TO CITY OF CARLSBAD ENGINEERING STANDARDS -VOLUME: II, CHAPT[R 6, DIVISION 15, S[CTION 15064, PART J.5 ' ·~ .. ., I • ·i·· 1·-·· .••• , .•• r -· - - I ,I._ l ___ (,,. ~--_L_ ----------·-----~----·~------. . --•n., .-.• ,-•• ~ -· --~-•~~--· -~~~, \ if> \ • --, ----'i, \ ' ' I ' ENGINEER AT WORK r'I '7 CALLU ENGINEERING, INC. V -~ L CIVIL ENGINEERING CONSULTANS 338 !YEST LEXINGTON AYE. SUITE 216 EL CAJON, CA 92020 N (619) 937-2750 FAX (619) 937-2750 BY•-Wc~¼£~ DATE,J.o/0//«i <;l ,z. No,C5941 ~ . 12-31-2 >J . ' 20+42.86 CONST. 1-8" PJXPJ 11-1/4' B[ND &: TB L.~11· 15' 00" PLAN: WATERMAIN SCAL[:1"=20' 21+00 BUILDING -J PARCEL 4 OF PARCEL MAP No 19207 PER DOC.: 2003-0402795 R[C. OAT£: APRIL 9, 2003 ' t - -' NOTE: FOR ONSfT[ DEVELOPMENT OF PHASE 111, S[[ CITY DWC 381-68 BENCH MARK 11 AS BUIL T11 DESCRIPTION: STD. U.S.C. & G.S. "ROCK" LOCATION: NAD 63 COORDINATE N 1,955,685.284 E 6,240,676.744 RECORDED: SAN DIEGO COUNTY CONTROL BOOK PG 124, 1991. ELEVATION: 323.169 DATUM: M.S.L. ~Nd~-{f(fgeJJ P.E. £.''•"'~12 EXP. \'l,/"?>1 l:;,01?, AV E'w'ED BY1 't'd4/ d. (!/ic,; INSPECTOR - e/op:;12_ DATE tf /2I/21-DATE INITIAL ' DATE ENGINEER OF WORK --1 --- - • ! l I ~ CITY OF CARLSBAD ls293 1 8 ENGINEERING DEPARTMENT IMPROVEMENT PLANS FOR: KELLY CORPORATE CENTER WATER MAIN APPROVED GLENN T. PRUIM 6 r ,,2 ~ vr"~~ /~/o5 CITY ~NGINEl:'.R PE :ifz7 4 EXPIRES 9 /30 /07 DA TE fl\ NEW SHEF(, REPLACE PORTION OF SHEU 14 ,.,,;.,,;,.J ~ DWN BY: _ 4 PROJECT NO. DRAWING NO. DATE INITIAL 0/\IE "'ITIAL CHKD BY:_~ SOP 97-25 381-6 REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL RVWD BY: /n.. L------------------------------------------------------------------------------------------------------------------------;:-;--;:::-;-;;--;:::,;--;::~;:----NAiil:rn_-_-_-~-S.fL~_=_-._7-?~P~:_-:._-:_ NEW SHEET CMWD 98-228 CM WO -~0~0~0~3~7 __ I-- VJ Q.. :,: Q.. ()'> st r--- (\J (\J L() 0 0 (\J "' -(\J "' -- 0 " -o ()'> 7 20 10 0 20 40 60 f }www•la11•lvra ••=wJ~:miwlm,i:ifl.."@-Jr~I I '° -D D / Q.. :,: ~ / (/) ~ ); """ / st 0 I '° ~, 0 CJ / Q.. w u / SCALE, l '=20' WATER DATA NO. DELTA OR BRG. RADIUS(//) LENGTH(tt) REMARKS ' , N11'J9'19"E -----192.06 8' PVC CL-150 < ') N10'50'42"W 15.19 " -----, 5·14'34• 250.00 22.88 * • 4, N16'05'17"W -----18.88 8" PVC CL-150 * USE HIGH DEFLECTION COUPLING IN ACCORDANCE TO CITY OF CARLSBAD ENGINEERING STANDARDS -VOLUME II, CHAPTER ti. DIVISION 15, SECTION 15064, PART J.5 * ENGINEER AT WORK (1 ~ I CALLU E'NGINE'E'RJNG, INC. ·•v CIVIL ENGINEERING CONSULTANS 338 WEST LEXINGTON AYE. SUITE 216 EL CAJON, CA 92020 N (619) 937-2750 FAX (619) 937-2750 r----,,,,,._/ I I ' 23+27.37 23+00 2' WATER SERVICE/W 1 1/2' WATER METER & 2 1/2" WAT[R STUB & BACKFLOW PRE'IENT[R PER W-28 ofESS{o "' -i-8 No.C5941 f:; 0:: . 12-Jl-2 Al ' DATE,_1_fatks . j. .- 24+00 --- 24+44.44 N20.50 LT. FIRE SERVICE ASSY. --------,.,\ ~~~~ \ 8"X8'X8" PJXPJXFLG TEE / 1-fA 8" FLC.XPJ G.V. 8" DETECTOR CHECK VALVE ASSY. & T.B. BENCH MARK PLAN: WATERMAIN SCALE: 1 '=20' DESCRIPTION: STD. U.S.C. & G.S. ""ROCK" LOCATION: NAO 83 COORDINATE • N 1,985,685.284 E 6,240,676.744 RECORDED: SAN DIEGO COUNTY CONTROL BOOK PG 124, 1991. ELEVATION: 323.169 DATUM: M.S.L. 24+73.45 BC NOT[: 24+ .27 N 19.22 RT. CONST. 1-8 PJXPJ 22-1/2' BEND & TB "=22· JO' oo· FOR ONSITE DEVELOPMENT OF PHASE 111, SEE i,IY DWG 381-68 11 AS BUIL T 11 ~~.¢. (~ 8fof2c12 ;JO • C.b-1..L I ' P.E. o:1.~41.1,_ EXP. 11./11 7.0lb DATE , j RE~ED BY, It¼ , t//r,I, l,.. DATE INITIAL 'd,vJ II .6 e • INSPECTOR • I DATE ENGINEER OF WORK I s29T j CITY OF' CARLSBAD 1 529 5 1 ENGINEERING DEPARTMENT IMPROVEMENT PLANS FOR: KELLY CORPORATE CENTER WATER MAIN APPROVED GLENN T. PRIJIM dT d r:'.,., , y-~~~ 1,;,J,:,,JcS CITY ENGINE-PE 51~PIRES 9/30/07 DATE' /1\ NE/V :$/tT, /UiPU/U/ PCl(TION •" fJ/1 /5 ~/~l.• ~#Y DWN BY: -w PROJECT NO. DRAWING NO. DATE INITIAL DA"rE 1"1TIAL CHKD BY:_ REVISION DESCRIPTION SOP 97-25 381-6 OTHER APPROVAL CITY APPROVAL RVWD BY: Q..c__ ____________________________________________________________________________________________________________________________________________ ~=~~~~==-----~=~--~=--~~---' N E E ET CM WO -~9~8~22~8~- ATTACHMENT E POST DEVELOPED Q CALCULATIONS Steps Taken To Analyze This Condition The Rational Method as outlined in section 3 of the June 2003 San Diego County Hydrology Manual is followed here. The software that we are using is the “Rational Hydrology Method, San Diego County (2003 Manual)” module of the CIVILCADD/CIVIL DESIGN Engineering software version 9.0. Please see the subsequent pages for the calculations. These calculations are for the Q100. The results are outlined/summarized in Section 8. 1 2 San Diego County Rational Hydrology Program 3 4 CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2014 Version 9.0 5 6 Rational method hydrology program based on 7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date:03/29/23 9 ------------------------------------------------------------------------ 10 22081 NORTH COAST MEDICAL PLAZA -PHASE I AND II 11 POST-DEVELOPMENT CONDITION -OUTFALL 2 12 BASIN 2 NORTH 13 22081POST100YRNORTH.RD3 14 ------------------------------------------------------------------------ 15 *********Hydrology Study Control Information ********** 16 17 ------------------------------------------------------------------------ 18 19 20 Program License Serial Number 6332 21 22 ------------------------------------------------------------------------ 23 Rational hydrology study storm event year is 100.0 24 English (in-lb)input data Units used 25 26 Map data precipitation entered: 27 6 hour,precipitation(inches) =2.600 28 24 hour precipitation(inches) =4.500 29 P6/P24 =57.8% 30 San Diego hydrology manual 'C'values used 31 32 33 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 34 Process from Point/Station 301.000 to Point/Station 302.000 35 ****INITIAL AREA EVALUATION **** 36 ______________________________________________________________________ 37 Decimal fraction soil group A =0.000 38 Decimal fraction soil group B =0.000 39 Decimal fraction soil group C =1.000 40 Decimal fraction soil group D =0.000 41 [COMMERCIAL area type ] 42 (Office Professional ) 43 Impervious value,Ai =0.900 44 Sub-Area C Value =0.840 45 Initial subarea total flow distance =62.620(Ft.) 46 Highest elevation =76.610(Ft.) 47 Lowest elevation =75.580(Ft.) 48 Elevation difference =1.030(Ft.)Slope =1.645 % 49 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 50 The maximum overland flow distance is 70.00 (Ft) 51 for the top area slope value of 1.65 %,in a development type of 52 Office Professional 53 In Accordance With Figure 3-3 54 Initial Area Time of Concentration =3.32 minutes 55 TC =[1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] 56 TC =[1.8*(1.1-0.8400)*(70.000^.5)/(1.645^(1/3)]=3.32 57 Calculated TC of 3.317 minutes is less than 5 minutes, 58 resetting TC to 5.0 minutes for rainfall intensity calculations 59 Rainfall intensity (I) =6.850(In/Hr)for a 100.0 year storm 60 Effective runoff coefficient used for area (Q=KCIA)is C =0.840 61 Subarea runoff =0.293(CFS) 62 Total initial stream area =0.051(Ac.) 63 64 65 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 66 Process from Point/Station 302.000 to Point/Station 207.000 67 ****IRREGULAR CHANNEL FLOW TRAVEL TIME **** 68 ______________________________________________________________________ 69 Estimated mean flow rate at midpoint of channel =1.465(CFS) 70 Depth of flow =0.169(Ft.),Average velocity =1.875(Ft/s) 71 *******Irregular Channel Data *********** 72 ----------------------------------------------------------------- 73 Information entered for subchannel number 1 : 74 Point number 'X'coordinate 'Y'coordinate 75 1 0.00 0.41 76 2 16.50 0.08 77 3 18.00 0.00 78 4 19.50 0.08 79 5 62.00 0.93 80 Manning's 'N'friction factor =0.015 81 ----------------------------------------------------------------- 82 Sub-Channel flow =1.465(CFS) 83 ' 'flow top width =11.886(Ft.) 84 ' 'velocity=1.875(Ft/s) 85 ' 'area =0.781(Sq.Ft) 86 ' 'Froude number =1.289 87 88 Upstream point elevation =75.580(Ft.) 89 Downstream point elevation =74.140(Ft.) 90 Flow length =106.620(Ft.) 91 Travel time =0.95 min. 92 Time of concentration =4.26 min. 93 Depth of flow =0.169(Ft.) 94 Average velocity =1.875(Ft/s) 95 Total irregular channel flow =1.465(CFS) 96 Irregular channel normal depth above invert elev. =0.169(Ft.) 97 Average velocity of channel(s) =1.875(Ft/s) 98 Adding area flow to channel 99 Calculated TC of 4.265 minutes is less than 5 minutes, 100 resetting TC to 5.0 minutes for rainfall intensity calculations 101 Rainfall intensity (I) =6.850(In/Hr)for a 100.0 year storm 102 User specified 'C'value of 0.720 given for subarea 103 Rainfall intensity =6.850(In/Hr)for a 100.0 year storm 104 Effective runoff coefficient used for total area 105 (Q=KCIA)is C =0.732 CA =0.371 106 Subarea runoff =2.249(CFS)for 0.456(Ac.) 107 Total runoff =2.543(CFS)Total area =0.507(Ac.) 108 Depth of flow =0.199(Ft.),Average velocity =2.133(Ft/s) 109 110 111 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 112 Process from Point/Station 207.000 to Point/Station 207.000 113 ****CONFLUENCE OF MINOR STREAMS **** 114 ______________________________________________________________________ 115 Along Main Stream number:1 in normal stream number 1 116 Stream flow area =0.507(Ac.) 117 Runoff from this stream =2.543(CFS) 118 Time of concentration =4.26 min. 119 Rainfall intensity =6.850(In/Hr) 120 121 122 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 123 Process from Point/Station 201.000 to Point/Station 202.000 124 ****INITIAL AREA EVALUATION **** 125 ______________________________________________________________________ 126 Decimal fraction soil group A =0.000 127 Decimal fraction soil group B =0.000 128 Decimal fraction soil group C =1.000 129 Decimal fraction soil group D =0.000 130 [INDUSTRIAL area type ] 131 (General Industrial ) 132 Impervious value,Ai =0.950 133 Sub-Area C Value =0.870 134 Initial subarea total flow distance =50.000(Ft.) 135 Highest elevation =118.540(Ft.) 136 Lowest elevation =118.290(Ft.) 137 Elevation difference =0.250(Ft.)Slope =0.500 % 138 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 139 The maximum overland flow distance is 50.00 (Ft) 140 for the top area slope value of 0.50 %,in a development type of 141 General Industrial 142 In Accordance With Figure 3-3 143 Initial Area Time of Concentration =3.69 minutes 144 TC =[1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] 145 TC =[1.8*(1.1-0.8700)*(50.000^.5)/(0.500^(1/3)]=3.69 146 Calculated TC of 3.688 minutes is less than 5 minutes, 147 resetting TC to 5.0 minutes for rainfall intensity calculations 148 Rainfall intensity (I) =6.850(In/Hr)for a 100.0 year storm 149 Effective runoff coefficient used for area (Q=KCIA)is C =0.870 150 Subarea runoff =0.370(CFS) 151 Total initial stream area =0.062(Ac.) 152 153 154 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 155 Process from Point/Station 202.000 to Point/Station 203.000 156 ****IRREGULAR CHANNEL FLOW TRAVEL TIME **** 157 ______________________________________________________________________ 158 Estimated mean flow rate at midpoint of channel =0.998(CFS) 159 Depth of flow =0.053(Ft.),Average velocity =0.583(Ft/s) 160 *******Irregular Channel Data *********** 161 ----------------------------------------------------------------- 162 Information entered for subchannel number 1 : 163 Point number 'X'coordinate 'Y'coordinate 164 1 0.00 0.10 165 2 61.00 0.00 166 3 122.00 0.10 167 Manning's 'N'friction factor =0.016 168 ----------------------------------------------------------------- 169 Sub-Channel flow =0.998(CFS) 170 ' 'flow top width =64.619(Ft.) 171 ' 'velocity=0.583(Ft/s) 172 ' 'area =1.711(Sq.Ft) 173 ' 'Froude number =0.632 174 175 Upstream point elevation =118.290(Ft.) 176 Downstream point elevation =117.930(Ft.) 177 Flow length =72.020(Ft.) 178 Travel time =2.06 min. 179 Time of concentration =5.75 min. 180 Depth of flow =0.053(Ft.) 181 Average velocity =0.583(Ft/s) 182 Total irregular channel flow =0.998(CFS) 183 Irregular channel normal depth above invert elev. =0.053(Ft.) 184 Average velocity of channel(s) =0.583(Ft/s) 185 Adding area flow to channel 186 Rainfall intensity (I) =6.263(In/Hr)for a 100.0 year storm 187 Decimal fraction soil group A =0.000 188 Decimal fraction soil group B =0.000 189 Decimal fraction soil group C =1.000 190 Decimal fraction soil group D =0.000 191 [INDUSTRIAL area type ] 192 (General Industrial ) 193 Impervious value,Ai =0.950 194 Sub-Area C Value =0.870 195 Rainfall intensity =6.263(In/Hr)for a 100.0 year storm 196 Effective runoff coefficient used for total area 197 (Q=KCIA)is C =0.870 CA =0.248 198 Subarea runoff =1.183(CFS)for 0.223(Ac.) 199 Total runoff =1.553(CFS)Total area =0.285(Ac.) 200 Depth of flow =0.063(Ft.),Average velocity =0.651(Ft/s) 201 202 203 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 204 Process from Point/Station 203.000 to Point/Station 204.000 205 ****IRREGULAR CHANNEL FLOW TRAVEL TIME **** 206 ______________________________________________________________________ 207 Estimated mean flow rate at midpoint of channel =2.554(CFS) 208 Depth of flow =0.336(Ft.),Average velocity =1.735(Ft/s) 209 *******Irregular Channel Data *********** 210 ----------------------------------------------------------------- 211 Information entered for subchannel number 1 : 212 Point number 'X'coordinate 'Y'coordinate 213 1 0.00 1.32 214 2 59.50 0.13 215 3 61.00 0.00 216 4 61.00 0.50 217 5 61.50 0.50 218 Manning's 'N'friction factor =0.015 219 ----------------------------------------------------------------- 220 Sub-Channel flow =2.554(CFS) 221 ' 'flow top width =11.821(Ft.) 222 ' 'velocity=1.735(Ft/s) 223 ' 'area =1.472(Sq.Ft) 224 ' 'Froude number =0.866 225 226 Upstream point elevation =76.800(Ft.) 227 Downstream point elevation =76.130(Ft.) 228 Flow length =130.770(Ft.) 229 Travel time =1.26 min. 230 Time of concentration =7.00 min. 231 Depth of flow =0.336(Ft.) 232 Average velocity =1.735(Ft/s) 233 Total irregular channel flow =2.554(CFS) 234 Irregular channel normal depth above invert elev. =0.336(Ft.) 235 Average velocity of channel(s) =1.735(Ft/s) 236 Adding area flow to channel 237 Rainfall intensity (I) =5.513(In/Hr)for a 100.0 year storm 238 Decimal fraction soil group A =0.000 239 Decimal fraction soil group B =0.000 240 Decimal fraction soil group C =1.000 241 Decimal fraction soil group D =0.000 242 [COMMERCIAL area type ] 243 (Office Professional ) 244 Impervious value,Ai =0.900 245 Sub-Area C Value =0.840 246 Rainfall intensity =5.513(In/Hr)for a 100.0 year storm 247 Effective runoff coefficient used for total area 248 (Q=KCIA)is C =0.852 CA =0.632 249 Subarea runoff =1.930(CFS)for 0.457(Ac.) 250 Total runoff =3.483(CFS)Total area =0.742(Ac.) 251 Depth of flow =0.367(Ft.),Average velocity =1.871(Ft/s) 252 253 254 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 255 Process from Point/Station 204.000 to Point/Station 204.000 256 ****SUBAREA FLOW ADDITION **** 257 ______________________________________________________________________ 258 Rainfall intensity (I) =5.513(In/Hr)for a 100.0 year storm 259 Decimal fraction soil group A =0.000 260 Decimal fraction soil group B =0.000 261 Decimal fraction soil group C =1.000 262 Decimal fraction soil group D =0.000 263 [LOW DENSITY RESIDENTIAL ] 264 (1.0 DU/A or Less ) 265 Impervious value,Ai =0.100 266 Sub-Area C Value =0.360 267 Time of concentration =7.00 min. 268 Rainfall intensity =5.513(In/Hr)for a 100.0 year storm 269 Effective runoff coefficient used for total area 270 (Q=KCIA)is C =0.822 CA =0.649 271 Subarea runoff =0.093(CFS)for 0.047(Ac.) 272 Total runoff =3.576(CFS)Total area =0.789(Ac.) 273 274 275 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 276 Process from Point/Station 204.000 to Point/Station 205.000 277 ****PIPEFLOW TRAVEL TIME (User specified size) **** 278 ______________________________________________________________________ 279 Upstream point/station elevation =72.450(Ft.) 280 Downstream point/station elevation =71.320(Ft.) 281 Pipe length =226.63(Ft.)Slope =0.0050 Manning's N =0.013 282 No.of pipes =1 Required pipe flow =3.576(CFS) 283 Given pipe size =18.00(In.) 284 Calculated individual pipe flow =3.576(CFS) 285 Normal flow depth in pipe =8.81(In.) 286 Flow top width inside pipe =18.00(In.) 287 Critical Depth =8.66(In.) 288 Pipe flow velocity =4.16(Ft/s) 289 Travel time through pipe =0.91 min. 290 Time of concentration (TC) =7.91 min. 291 292 293 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 294 Process from Point/Station 205.000 to Point/Station 205.000 295 ****SUBAREA FLOW ADDITION **** 296 ______________________________________________________________________ 297 Rainfall intensity (I) =5.096(In/Hr)for a 100.0 year storm 298 User specified 'C'value of 0.753 given for subarea 299 Time of concentration =7.91 min. 300 Rainfall intensity =5.096(In/Hr)for a 100.0 year storm 301 Effective runoff coefficient used for total area 302 (Q=KCIA)is C =0.811 CA =0.769 303 Subarea runoff =0.343(CFS)for 0.160(Ac.) 304 Total runoff =3.920(CFS)Total area =0.949(Ac.) 305 306 307 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 308 Process from Point/Station 205.000 to Point/Station 206.000 309 ****PIPEFLOW TRAVEL TIME (User specified size) **** 310 ______________________________________________________________________ 311 Upstream point/station elevation =69.780(Ft.) 312 Downstream point/station elevation =69.750(Ft.) 313 Pipe length =6.40(Ft.)Slope =0.0047 Manning's N =0.013 314 No.of pipes =1 Required pipe flow =3.920(CFS) 315 Given pipe size =18.00(In.) 316 Calculated individual pipe flow =3.920(CFS) 317 Normal flow depth in pipe =9.48(In.) 318 Flow top width inside pipe =17.97(In.) 319 Critical Depth =9.09(In.) 320 Pipe flow velocity =4.16(Ft/s) 321 Travel time through pipe =0.03 min. 322 Time of concentration (TC) =7.94 min. 323 324 325 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 326 Process from Point/Station 206.000 to Point/Station 206.000 327 ****SUBAREA FLOW ADDITION **** 328 ______________________________________________________________________ 329 Rainfall intensity (I) =5.085(In/Hr)for a 100.0 year storm 330 Decimal fraction soil group A =0.000 331 Decimal fraction soil group B =0.000 332 Decimal fraction soil group C =1.000 333 Decimal fraction soil group D =0.000 334 [COMMERCIAL area type ] 335 (General Commercial ) 336 Impervious value,Ai =0.850 337 Sub-Area C Value =0.810 338 Time of concentration =7.94 min. 339 Rainfall intensity =5.085(In/Hr)for a 100.0 year storm 340 Effective runoff coefficient used for total area 341 (Q=KCIA)is C =0.811 CA =0.864 342 Subarea runoff =0.474(CFS)for 0.117(Ac.) 343 Total runoff =4.394(CFS)Total area =1.066(Ac.) 344 345 346 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 347 Process from Point/Station 206.000 to Point/Station 207.000 348 ****PIPEFLOW TRAVEL TIME (User specified size) **** 349 ______________________________________________________________________ 350 Upstream point/station elevation =69.740(Ft.) 351 Downstream point/station elevation =69.520(Ft.) 352 Pipe length =43.00(Ft.)Slope =0.0051 Manning's N =0.013 353 No.of pipes =1 Required pipe flow =4.394(CFS) 354 Given pipe size =18.00(In.) 355 Calculated individual pipe flow =4.394(CFS) 356 Normal flow depth in pipe =9.89(In.) 357 Flow top width inside pipe =17.91(In.) 358 Critical Depth =9.65(In.) 359 Pipe flow velocity =4.42(Ft/s) 360 Travel time through pipe =0.16 min. 361 Time of concentration (TC) =8.10 min. 362 363 364 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 365 Process from Point/Station 207.000 to Point/Station 207.000 366 ****CONFLUENCE OF MINOR STREAMS **** 367 ______________________________________________________________________ 368 Along Main Stream number:1 in normal stream number 2 369 Stream flow area =1.066(Ac.) 370 Runoff from this stream =4.394(CFS) 371 Time of concentration =8.10 min. 372 Rainfall intensity =5.019(In/Hr) 373 Summary of stream data: 374 375 Stream Flow rate TC Rainfall Intensity 376 No. (CFS) (min) (In/Hr) 377 378 379 1 2.543 4.26 6.850 380 2 4.394 8.10 5.019 381 Qmax(1) = 382 1.000 *1.000 *2.543) + 383 1.000 *0.527 *4.394) + =4.857 384 Qmax(2) = 385 0.733 *1.000 *2.543) + 386 1.000 *1.000 *4.394) + =6.257 387 388 Total of 2 streams to confluence: 389 Flow rates before confluence point: 390 2.543 4.394 391 Maximum flow rates at confluence using above data: 392 4.857 6.257 393 Area of streams before confluence: 394 0.507 1.066 395 Results of confluence: 396 Total flow rate =6.257(CFS) 397 Time of concentration =8.098 min. 398 Effective stream area after confluence =1.573(Ac.) 399 End of computations,total study area =1.573 (Ac.) 400 401 402 1 2 San Diego County Rational Hydrology Program 3 4 CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2014 Version 9.0 5 6 Rational method hydrology program based on 7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date:03/29/23 9 ------------------------------------------------------------------------ 10 22081 NORTH COAST MEDICAL PLAZA -PHASE I AND II 11 POST-DEVELOPMENT CONDITION -OUTFALL 1 12 BASIN 1 SOUTH 13 22081POST100YRSOUTH.RD3 14 ------------------------------------------------------------------------ 15 *********Hydrology Study Control Information ********** 16 17 ------------------------------------------------------------------------ 18 19 20 Program License Serial Number 6332 21 22 ------------------------------------------------------------------------ 23 Rational hydrology study storm event year is 100.0 24 English (in-lb)input data Units used 25 26 Map data precipitation entered: 27 6 hour,precipitation(inches) =2.600 28 24 hour precipitation(inches) =4.500 29 P6/P24 =57.8% 30 San Diego hydrology manual 'C'values used 31 32 33 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 34 Process from Point/Station 101.000 to Point/Station 102.000 35 ****INITIAL AREA EVALUATION **** 36 ______________________________________________________________________ 37 Decimal fraction soil group A =0.000 38 Decimal fraction soil group B =0.000 39 Decimal fraction soil group C =1.000 40 Decimal fraction soil group D =0.000 41 [HIGH DENSITY RESIDENTIAL ] 42 (24.0 DU/A or Less ) 43 Impervious value,Ai =0.650 44 Sub-Area C Value =0.690 45 Initial subarea total flow distance =66.930(Ft.) 46 Highest elevation =78.200(Ft.) 47 Lowest elevation =76.800(Ft.) 48 Elevation difference =1.400(Ft.)Slope =2.092 % 49 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 50 The maximum overland flow distance is 75.00 (Ft) 51 for the top area slope value of 2.09 %,in a development type of 52 24.0 DU/A or Less 53 In Accordance With Figure 3-3 54 Initial Area Time of Concentration =5.00 minutes 55 TC =[1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] 56 TC =[1.8*(1.1-0.6900)*(75.000^.5)/(2.092^(1/3)]=5.00 57 Calculated TC of 4.997 minutes is less than 5 minutes, 58 resetting TC to 5.0 minutes for rainfall intensity calculations 59 Rainfall intensity (I) =6.850(In/Hr)for a 100.0 year storm 60 Effective runoff coefficient used for area (Q=KCIA)is C =0.690 61 Subarea runoff =0.222(CFS) 62 Total initial stream area =0.047(Ac.) 63 64 65 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 66 Process from Point/Station 102.000 to Point/Station 108.000 67 ****IRREGULAR CHANNEL FLOW TRAVEL TIME **** 68 ______________________________________________________________________ 69 Estimated mean flow rate at midpoint of channel =1.802(CFS) 70 Depth of flow =0.181(Ft.),Average velocity =2.101(Ft/s) 71 *******Irregular Channel Data *********** 72 ----------------------------------------------------------------- 73 Information entered for subchannel number 1 : 74 Point number 'X'coordinate 'Y'coordinate 75 1 0.00 0.33 76 2 5.00 0.07 77 3 6.50 0.00 78 4 8.00 0.07 79 5 13.00 0.17 80 Manning's 'N'friction factor =0.015 81 ----------------------------------------------------------------- 82 Sub-Channel flow =1.802(CFS) 83 ' 'flow top width =10.128(Ft.) 84 ' 'velocity=2.101(Ft/s) 85 ' 'area =0.858(Sq.Ft) 86 ' 'Froude number =1.272 87 88 Upstream point elevation =76.800(Ft.) 89 Downstream point elevation =74.000(Ft.) 90 Flow length =231.430(Ft.) 91 Travel time =1.84 min. 92 Time of concentration =6.83 min. 93 Depth of flow =0.181(Ft.) 94 Average velocity =2.101(Ft/s) 95 Total irregular channel flow =1.802(CFS) 96 Irregular channel normal depth above invert elev. =0.181(Ft.) 97 Average velocity of channel(s) =2.101(Ft/s) 98 Adding area flow to channel 99 Rainfall intensity (I) =5.600(In/Hr)for a 100.0 year storm 100 Decimal fraction soil group A =0.000 101 Decimal fraction soil group B =0.000 102 Decimal fraction soil group C =1.000 103 Decimal fraction soil group D =0.000 104 [HIGH DENSITY RESIDENTIAL ] 105 (24.0 DU/A or Less ) 106 Impervious value,Ai =0.650 107 Sub-Area C Value =0.690 108 Rainfall intensity =5.600(In/Hr)for a 100.0 year storm 109 Effective runoff coefficient used for total area 110 (Q=KCIA)is C =0.690 CA =0.594 111 Subarea runoff =3.105(CFS)for 0.814(Ac.) 112 Total runoff =3.327(CFS)Total area =0.861(Ac.) 113 Depth of flow =0.220(Ft.),Average velocity =2.607(Ft/s) 114 115 116 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 117 Process from Point/Station 108.000 to Point/Station 108.000 118 ****CONFLUENCE OF MINOR STREAMS **** 119 ______________________________________________________________________ 120 Along Main Stream number:1 in normal stream number 1 121 Stream flow area =0.861(Ac.) 122 Runoff from this stream =3.327(CFS) 123 Time of concentration =6.83 min. 124 Rainfall intensity =5.600(In/Hr) 125 126 127 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 128 Process from Point/Station 103.000 to Point/Station 104.000 129 ****INITIAL AREA EVALUATION **** 130 ______________________________________________________________________ 131 Decimal fraction soil group A =0.000 132 Decimal fraction soil group B =0.000 133 Decimal fraction soil group C =1.000 134 Decimal fraction soil group D =0.000 135 [HIGH DENSITY RESIDENTIAL ] 136 (24.0 DU/A or Less ) 137 Impervious value,Ai =0.650 138 Sub-Area C Value =0.690 139 Initial subarea total flow distance =54.530(Ft.) 140 Highest elevation =77.140(Ft.) 141 Lowest elevation =76.270(Ft.) 142 Elevation difference =0.870(Ft.)Slope =1.595 % 143 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 144 The maximum overland flow distance is 75.00 (Ft) 145 for the top area slope value of 1.60 %,in a development type of 146 24.0 DU/A or Less 147 In Accordance With Figure 3-3 148 Initial Area Time of Concentration =5.47 minutes 149 TC =[1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] 150 TC =[1.8*(1.1-0.6900)*(75.000^.5)/(1.595^(1/3)]=5.47 151 Rainfall intensity (I) =6.465(In/Hr)for a 100.0 year storm 152 Effective runoff coefficient used for area (Q=KCIA)is C =0.690 153 Subarea runoff =0.575(CFS) 154 Total initial stream area =0.129(Ac.) 155 156 157 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 158 Process from Point/Station 104.000 to Point/Station 105.000 159 ****IRREGULAR CHANNEL FLOW TRAVEL TIME **** 160 ______________________________________________________________________ 161 Estimated mean flow rate at midpoint of channel =0.875(CFS) 162 Depth of flow =0.288(Ft.),Average velocity =1.626(Ft/s) 163 *******Irregular Channel Data *********** 164 ----------------------------------------------------------------- 165 Information entered for subchannel number 1 : 166 Point number 'X'coordinate 'Y'coordinate 167 1 0.00 1.00 168 2 3.00 0.00 169 3 4.00 0.00 170 4 7.00 1.00 171 Manning's 'N'friction factor =0.025 172 ----------------------------------------------------------------- 173 Sub-Channel flow =0.875(CFS) 174 ' 'flow top width =2.730(Ft.) 175 ' 'velocity=1.626(Ft/s) 176 ' 'area =0.538(Sq.Ft) 177 ' 'Froude number =0.646 178 179 Upstream point elevation =76.270(Ft.) 180 Downstream point elevation =75.700(Ft.) 181 Flow length =83.420(Ft.) 182 Travel time =0.85 min. 183 Time of concentration =6.33 min. 184 Depth of flow =0.288(Ft.) 185 Average velocity =1.626(Ft/s) 186 Total irregular channel flow =0.875(CFS) 187 Irregular channel normal depth above invert elev. =0.288(Ft.) 188 Average velocity of channel(s) =1.626(Ft/s) 189 Adding area flow to channel 190 Rainfall intensity (I) =5.887(In/Hr)for a 100.0 year storm 191 Decimal fraction soil group A =0.000 192 Decimal fraction soil group B =0.000 193 Decimal fraction soil group C =1.000 194 Decimal fraction soil group D =0.000 195 [MEDIUM DENSITY RESIDENTIAL ] 196 (14.5 DU/A or Less ) 197 Impervious value,Ai =0.500 198 Sub-Area C Value =0.600 199 Rainfall intensity =5.887(In/Hr)for a 100.0 year storm 200 Effective runoff coefficient used for total area 201 (Q=KCIA)is C =0.641 CA =0.183 202 Subarea runoff =0.500(CFS)for 0.156(Ac.) 203 Total runoff =1.075(CFS)Total area =0.285(Ac.) 204 Depth of flow =0.319(Ft.),Average velocity =1.720(Ft/s) 205 206 207 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 208 Process from Point/Station 105.000 to Point/Station 105.000 209 ****SUBAREA FLOW ADDITION **** 210 ______________________________________________________________________ 211 Rainfall intensity (I) =5.887(In/Hr)for a 100.0 year storm 212 Decimal fraction soil group A =0.000 213 Decimal fraction soil group B =0.000 214 Decimal fraction soil group C =1.000 215 Decimal fraction soil group D =0.000 216 [INDUSTRIAL area type ] 217 (General Industrial ) 218 Impervious value,Ai =0.950 219 Sub-Area C Value =0.870 220 Time of concentration =6.33 min. 221 Rainfall intensity =5.887(In/Hr)for a 100.0 year storm 222 Effective runoff coefficient used for total area 223 (Q=KCIA)is C =0.755 CA =0.431 224 Subarea runoff =1.460(CFS)for 0.285(Ac.) 225 Total runoff =2.535(CFS)Total area =0.570(Ac.) 226 227 228 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 229 Process from Point/Station 105.000 to Point/Station 106.000 230 ****PIPEFLOW TRAVEL TIME (User specified size) **** 231 ______________________________________________________________________ 232 Upstream point/station elevation =69.990(Ft.) 233 Downstream point/station elevation =69.560(Ft.) 234 Pipe length =86.93(Ft.)Slope =0.0049 Manning's N =0.013 235 No.of pipes =1 Required pipe flow =2.535(CFS) 236 Given pipe size =18.00(In.) 237 Calculated individual pipe flow =2.535(CFS) 238 Normal flow depth in pipe =7.27(In.) 239 Flow top width inside pipe =17.66(In.) 240 Critical Depth =7.23(In.) 241 Pipe flow velocity =3.79(Ft/s) 242 Travel time through pipe =0.38 min. 243 Time of concentration (TC) =6.71 min. 244 245 246 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 247 Process from Point/Station 106.000 to Point/Station 107.000 248 ****PIPEFLOW TRAVEL TIME (User specified size) **** 249 ______________________________________________________________________ 250 Upstream point/station elevation =69.460(Ft.) 251 Downstream point/station elevation =68.570(Ft.) 252 Pipe length =178.42(Ft.)Slope =0.0050 Manning's N =0.013 253 No.of pipes =1 Required pipe flow =2.535(CFS) 254 Given pipe size =18.00(In.) 255 Calculated individual pipe flow =2.535(CFS) 256 Normal flow depth in pipe =7.25(In.) 257 Flow top width inside pipe =17.66(In.) 258 Critical Depth =7.23(In.) 259 Pipe flow velocity =3.80(Ft/s) 260 Travel time through pipe =0.78 min. 261 Time of concentration (TC) =7.49 min. 262 263 264 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 265 Process from Point/Station 107.000 to Point/Station 107.000 266 ****SUBAREA FLOW ADDITION **** 267 ______________________________________________________________________ 268 Rainfall intensity (I) =5.279(In/Hr)for a 100.0 year storm 269 User specified 'C'value of 0.750 given for subarea 270 Time of concentration =7.49 min. 271 Rainfall intensity =5.279(In/Hr)for a 100.0 year storm 272 Effective runoff coefficient used for total area 273 (Q=KCIA)is C =0.754 CA =0.569 274 Subarea runoff =0.467(CFS)for 0.184(Ac.) 275 Total runoff =3.001(CFS)Total area =0.754(Ac.) 276 277 278 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 279 Process from Point/Station 107.000 to Point/Station 108.000 280 ****PIPEFLOW TRAVEL TIME (User specified size) **** 281 ______________________________________________________________________ 282 Upstream point/station elevation =68.470(Ft.) 283 Downstream point/station elevation =68.160(Ft.) 284 Pipe length =62.30(Ft.)Slope =0.0050 Manning's N =0.013 285 No.of pipes =1 Required pipe flow =3.001(CFS) 286 Given pipe size =18.00(In.) 287 Calculated individual pipe flow =3.001(CFS) 288 Normal flow depth in pipe =7.97(In.) 289 Flow top width inside pipe =17.88(In.) 290 Critical Depth =7.90(In.) 291 Pipe flow velocity =3.97(Ft/s) 292 Travel time through pipe =0.26 min. 293 Time of concentration (TC) =7.75 min. 294 295 296 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 297 Process from Point/Station 18.000 to Point/Station 298 ****CONFLUENCE OF MINOR STREAMS **** 299 ______________________________________________________________________ 300 Along Main Stream number:1 in normal stream number 2 301 Stream flow area =0.754(Ac.) 302 Runoff from this stream =3.001(CFS) 303 Time of concentration =7.75 min. 304 Rainfall intensity =5.163(In/Hr) 305 Summary of stream data: 306 307 Stream Flow rate TC Rainfall Intensity 308 No. (CFS) (min) (In/Hr) 309 310 311 1 3.327 6.83 5.600 312 2 3.001 7.75 5.163 313 Qmax(1) = 314 1.000 *1.000 *3.327) + 315 1.000 *0.882 *3.001) + =5.973 316 Qmax(2) = 317 0.922 *1.000 *3.327) + 318 1.000 *1.000 *3.001) + =6.069 319 320 Total of 2 streams to confluence: 321 Flow rates before confluence point: 322 3.327 3.001 323 Maximum flow rates at confluence using above data: 324 5.973 6.069 325 Area of streams before confluence: 326 0.861 0.754 327 Results of confluence: 328 Total flow rate =6.069(CFS) 329 Time of concentration =7.751 min. 330 Effective stream area after confluence =1.615(Ac.) 331 End of computations,total study area =1.615 (Ac.) 332 333 334 108.000108.000 1 2 San Diego County Rational Hydrology Program 3 4 CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2014 Version 9.0 5 6 Rational method hydrology program based on 7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date:03/29/23 9 ------------------------------------------------------------------------ 10 22081 NORTH COAST MEDICAL PLAZA -PHASE I AND II 11 POST-DEVELOPMENT CONDITION -OUTFALL 3 12 BASIN 3 WEST 13 22081POST100YRWEST.RD3 14 ------------------------------------------------------------------------ 15 *********Hydrology Study Control Information ********** 16 17 ------------------------------------------------------------------------ 18 19 20 Program License Serial Number 6332 21 22 ------------------------------------------------------------------------ 23 Rational hydrology study storm event year is 100.0 24 English (in-lb)input data Units used 25 26 Map data precipitation entered: 27 6 hour,precipitation(inches) =2.600 28 24 hour precipitation(inches) =4.500 29 P6/P24 =57.8% 30 San Diego hydrology manual 'C'values used 31 32 33 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 34 Process from Point/Station 401.000 to Point/Station 402.000 35 ****INITIAL AREA EVALUATION **** 36 ______________________________________________________________________ 37 Decimal fraction soil group A =0.000 38 Decimal fraction soil group B =0.000 39 Decimal fraction soil group C =1.000 40 Decimal fraction soil group D =0.000 41 [HIGH DENSITY RESIDENTIAL ] 42 (43.0 DU/A or Less ) 43 Impervious value,Ai =0.800 44 Sub-Area C Value =0.780 45 Initial subarea total flow distance =50.470(Ft.) 46 Highest elevation =79.190(Ft.) 47 Lowest elevation =77.540(Ft.) 48 Elevation difference =1.650(Ft.)Slope =3.269 % 49 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 50 The maximum overland flow distance is 85.00 (Ft) 51 for the top area slope value of 3.27 %,in a development type of 52 43.0 DU/A or Less 53 In Accordance With Figure 3-3 54 Initial Area Time of Concentration =3.58 minutes 55 TC =[1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] 56 TC =[1.8*(1.1-0.7800)*(85.000^.5)/(3.269^(1/3)]=3.58 57 Calculated TC of 3.578 minutes is less than 5 minutes, 58 resetting TC to 5.0 minutes for rainfall intensity calculations 59 Rainfall intensity (I) =6.850(In/Hr)for a 100.0 year storm 60 Effective runoff coefficient used for area (Q=KCIA)is C =0.780 61 Subarea runoff =0.203(CFS) 62 Total initial stream area =0.038(Ac.) 63 64 65 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 66 Process from Point/Station 402.000 to Point/Station 503.000 67 ****IRREGULAR CHANNEL FLOW TRAVEL TIME **** 68 ______________________________________________________________________ 69 Estimated mean flow rate at midpoint of channel =0.664(CFS) 70 Depth of flow =0.177(Ft.),Average velocity =2.982(Ft/s) 71 *******Irregular Channel Data *********** 72 ----------------------------------------------------------------- 73 Information entered for subchannel number 1 : 74 Point number 'X'coordinate 'Y'coordinate 75 1 0.00 0.60 76 2 5.00 0.50 77 3 5.00 0.00 78 4 6.50 0.13 79 5 30.00 0.60 80 Manning's 'N'friction factor =0.015 81 ----------------------------------------------------------------- 82 Sub-Channel flow =0.664(CFS) 83 ' 'flow top width =3.842(Ft.) 84 ' 'velocity=2.982(Ft/s) 85 ' 'area =0.223(Sq.Ft) 86 ' 'Froude number =2.183 87 88 Upstream point elevation =77.540(Ft.) 89 Downstream point elevation =72.480(Ft.) 90 Flow length =117.720(Ft.) 91 Travel time =0.66 min. 92 Time of concentration =4.24 min. 93 Depth of flow =0.177(Ft.) 94 Average velocity =2.982(Ft/s) 95 Total irregular channel flow =0.664(CFS) 96 Irregular channel normal depth above invert elev. =0.177(Ft.) 97 Average velocity of channel(s) =2.982(Ft/s) 98 Adding area flow to channel 99 Calculated TC of 4.236 minutes is less than 5 minutes, 100 resetting TC to 5.0 minutes for rainfall intensity calculations 101 Rainfall intensity (I) =6.850(In/Hr)for a 100.0 year storm 102 Decimal fraction soil group A =0.000 103 Decimal fraction soil group B =0.000 104 Decimal fraction soil group C =1.000 105 Decimal fraction soil group D =0.000 106 [HIGH DENSITY RESIDENTIAL ] 107 (24.0 DU/A or Less ) 108 Impervious value,Ai =0.650 109 Sub-Area C Value =0.690 110 Rainfall intensity =6.850(In/Hr)for a 100.0 year storm 111 Effective runoff coefficient used for total area 112 (Q=KCIA)is C =0.705 CA =0.156 113 Subarea runoff =0.865(CFS)for 0.183(Ac.) 114 Total runoff =1.068(CFS)Total area =0.221(Ac.) 115 Depth of flow =0.201(Ft.),Average velocity =3.243(Ft/s) 116 117 118 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 119 Process from Point/Station 503.000 to Point/Station 503.000 120 ****CONFLUENCE OF MINOR STREAMS **** 121 ______________________________________________________________________ 122 Along Main Stream number:1 in normal stream number 1 123 Stream flow area =0.221(Ac.) 124 Runoff from this stream =1.068(CFS) 125 Time of concentration =4.24 min. 126 Rainfall intensity =6.850(In/Hr) 127 128 129 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 130 Process from Point/Station 501.000 to Point/Station 502.000 131 ****INITIAL AREA EVALUATION **** 132 ______________________________________________________________________ 133 Decimal fraction soil group A =0.000 134 Decimal fraction soil group B =0.000 135 Decimal fraction soil group C =1.000 136 Decimal fraction soil group D =0.000 137 [COMMERCIAL area type ] 138 (General Commercial ) 139 Impervious value,Ai =0.850 140 Sub-Area C Value =0.810 141 Initial subarea total flow distance =69.540(Ft.) 142 Highest elevation =75.500(Ft.) 143 Lowest elevation =75.160(Ft.) 144 Elevation difference =0.340(Ft.)Slope =0.489 % 145 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: 146 The maximum overland flow distance is 50.00 (Ft) 147 for the top area slope value of 0.49 %,in a development type of 148 General Commercial 149 In Accordance With Figure 3-3 150 Initial Area Time of Concentration =4.69 minutes 151 TC =[1.8*(1.1-C)*distance(Ft.)^.5)/(% slope^(1/3)] 152 TC =[1.8*(1.1-0.8100)*(50.000^.5)/(0.489^(1/3)]=4.69 153 Calculated TC of 4.685 minutes is less than 5 minutes, 154 resetting TC to 5.0 minutes for rainfall intensity calculations 155 Rainfall intensity (I) =6.850(In/Hr)for a 100.0 year storm 156 Effective runoff coefficient used for area (Q=KCIA)is C =0.810 157 Subarea runoff =0.505(CFS) 158 Total initial stream area =0.091(Ac.) 159 160 161 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 162 Process from Point/Station 502.000 to Point/Station 503.000 163 ****IRREGULAR CHANNEL FLOW TRAVEL TIME **** 164 ______________________________________________________________________ 165 Estimated mean flow rate at midpoint of channel =1.894(CFS) 166 Depth of flow =0.183(Ft.),Average velocity =1.983(Ft/s) 167 *******Irregular Channel Data *********** 168 ----------------------------------------------------------------- 169 Information entered for subchannel number 1 : 170 Point number 'X'coordinate 'Y'coordinate 171 1 0.00 0.54 172 2 23.00 0.08 173 3 24.50 0.00 174 4 26.00 0.08 175 5 42.00 0.40 176 Manning's 'N'friction factor =0.015 177 ----------------------------------------------------------------- 178 Sub-Channel flow =1.894(CFS) 179 ' 'flow top width =13.268(Ft.) 180 ' 'velocity=1.983(Ft/s) 181 ' 'area =0.955(Sq.Ft) 182 ' 'Froude number =1.302 183 184 Upstream point elevation =75.160(Ft.) 185 Downstream point elevation =72.680(Ft.) 186 Flow length =185.310(Ft.) 187 Travel time =1.56 min. 188 Time of concentration =6.24 min. 189 Depth of flow =0.183(Ft.) 190 Average velocity =1.983(Ft/s) 191 Total irregular channel flow =1.894(CFS) 192 Irregular channel normal depth above invert elev. =0.183(Ft.) 193 Average velocity of channel(s) =1.983(Ft/s) 194 Adding area flow to channel 195 Rainfall intensity (I) =5.936(In/Hr)for a 100.0 year storm 196 Decimal fraction soil group A =0.000 197 Decimal fraction soil group B =0.000 198 Decimal fraction soil group C =1.000 199 Decimal fraction soil group D =0.000 200 [HIGH DENSITY RESIDENTIAL ] 201 (24.0 DU/A or Less ) 202 Impervious value,Ai =0.650 203 Sub-Area C Value =0.690 204 Rainfall intensity =5.936(In/Hr)for a 100.0 year storm 205 Effective runoff coefficient used for total area 206 (Q=KCIA)is C =0.704 CA =0.541 207 Subarea runoff =2.706(CFS)for 0.677(Ac.) 208 Total runoff =3.211(CFS)Total area =0.768(Ac.) 209 Depth of flow =0.215(Ft.),Average velocity =2.247(Ft/s) 210 211 212 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 213 Process from Point/Station 503.000 to Point/Station 503.000 214 ****CONFLUENCE OF MINOR STREAMS **** 215 ______________________________________________________________________ 216 Along Main Stream number:1 in normal stream number 2 217 Stream flow area =0.768(Ac.) 218 Runoff from this stream =3.211(CFS) 219 Time of concentration =6.24 min. 220 Rainfall intensity =5.936(In/Hr) 221 Summary of stream data: 222 223 Stream Flow rate TC Rainfall Intensity 224 No. (CFS) (min) (In/Hr) 225 226 227 1 1.068 4.24 6.850 228 2 3.211 6.24 5.936 229 Qmax(1) = 230 1.000 *1.000 *1.068) + 231 1.000 *0.679 *3.211) + =3.247 232 Qmax(2) = 233 0.867 *1.000 *1.068) + 234 1.000 *1.000 *3.211) + =4.136 235 236 Total of 2 streams to confluence: 237 Flow rates before confluence point: 238 1.068 3.211 239 Maximum flow rates at confluence using above data: 240 3.247 4.136 241 Area of streams before confluence: 242 0.221 0.768 243 Results of confluence: 244 Total flow rate =4.136(CFS) 245 Time of concentration =6.243 min. 246 Effective stream area after confluence =0.989(Ac.) 247 End of computations,total study area =0.989 (Ac.) 248 249 250 ATTACHMENT F POST DEVELOPED HYDROLOGY MAP NORTH COAST MEDICAL - PHASE II POST-DEVELOPMENT HYDROLOGY MAP FH FH V V V s s s s V V ◊ V V V V MA T C H L I N E S E E S H E E T 2 SHEET 1 OF 2 NORTH COAST MEDICAL - PHASE II POST-DEVELOPMENT HYDROLOGY MAP FH FH V FH V s s s s s V V V V V V V V V ◊ ◊ ◊ ◊ V V V SHEET 2 OF 2 MA T C H L I N E S E E S H E E T 1 ATTACHMENT G HYDRAULIC CALCULATIONS G1. Purpose of Hydraulic Calculations The purpose of the Hydraulic calculations in this section is to show the HGL and flowlines of the proposed detention pipes used in the development of this project. G2. Methodology of Hydraulic Calculation  Pipe Flow o Hydraflow Storm Sewers Extension computes the hydraulic grade line using a method that is similar to the method used for computing open channels. The application begins computing at the most downstream line and works in a standard step procedure in an upstream direction. This method assumes the starting hydraulic grade line elevation, HGL, is known. For more information, see Computing the System. Hydraflow Storm Sewers Extension assumes an upstream HGL for a given line and then checks the energy equation. If the energy equation does not balance, another HGL is assumed and the iterative process continues until the assumed HGL equals the computed HGL. The starting downstream HGL for the next upstream line is based on the computed HGL plus any junction (minor) loss. o If the starting HGL at the downstream end of any line (except outfalls) is below the Minimum Starting Depth that was set in the Design Codes, Hydraflow Storm Sewers Extension automatically change the HGL to the Minimum Starting Depth. o Hydraflow Storm Sewers Extension computes the HGL for any given line at three places: HGL Down Represents the downstream end of the line. At the beginning of an outfall there is a user-defined elevation which can be a known elevation, Crown, Normal Depth (dc + D)/2, or Critical Depth. At all other lines it is equal to the HGL Junct of its downstream line. However, if the energy grade line (EGL Dn) is less than the energy grade line (EGL) in the downstream junction (EGL Junct), the HGL Down is reset to the EGL Junct minus the velocity head. This prevents an increase of energy in the downstream direction if you have selected Correct EGL Discrepancies in the Design Codes dialog box. If the starting HGL is below the Minimum Starting Depth that you specified in the Design Codes, Hydraflow Storm Sewers Extension automatically changes the HGL to the Minimum Starting Depth. HGL Up Represents the upstream end of the pipe and is computed using the Standard Step Method. If you select the option Check For Inlet Control on the Calculations tab in the Design Codes dialog box, and the line is flowing under inlet control, the HGL Up is equal to the HGL Junct minus the upstream velocity head. HGL Junct Represents the junction at the upstream end of each Line, and is equal to the HGL Up plus any minor or junction loss. If you select the option Check For Inlet Control on the Calculations tab in the Design Codes dialog box, and the line is flowing under inlet control, the HGL Junct is equal to the depth determined by the Inlet Control procedure. The energy grade line (EGL) is computed as the HGL plus velocity head. If the line is flowing under inlet control, velocity at this point is zero and the EGL equals HGL.  Critical Depth Critical depth is computed using the following equation: Where: Dc = Critical depth D = Pipe diameter Q = Flow rate Note If Dc is greater than 85% of D, then a trial-and-error method is used to find the minimum specific energy, for example the critical depth. For more information please refer to Open Channel Hydraulics, McGraw - Hill, 1985, by Richard H. French.  Junction Losses Junction losses are computed using the following equation: ( Where: k = Coefficient V = Velocity of flow exiting the junction Junction losses are not computed for lines at critical depth or lines that flow under inlet control.  Junction Loss Coefficients Hydraflow Storm Sewers Extension automatically computes and assigns junction loss coefficients based on the junction configuration when you specify Automatic in the Design Codes - Calculations tab. Coefficients are selected based on data adapted from FHWA HEC No. 22. These selected coefficients are based on the angle of the lines entering the junction at its upstream end. For angles less than 90 degrees, Hydraflow Storm Sewers Extension uses the following equation to compute junction loss coefficients K: If the junction is an inlet, K is multiplied by 1.5. K is never less than 0.15 for Manholes, or 0.50 for Inlets. For angles greater than or equal to 90, Inlets K = 1.5, and Manholes K = 1.00. For Lines at ends of a branch, K = 1.00 A conservative value for this coefficient is 1.0, which assumes all of the velocity head is lost at the manhole, and the junction is simply a reservoir being fed by any incoming lines. The incoming velocity is lost and converted to static head.  Supercritical Flow Hydraflow Storm Sewers Extension can automatically compute supercritical flow profiles with hydraulic jumps. If the energy equation does not balance, Hydraflow Storm Sewers Extension initially assumes critical depth and proceeds to the next upstream line. When the subcritical profile is finished, the calculation procedure is reversed for any lines with critical depth assumed at their upstream ends, (from upstream to downstream), and computes the supercritical profile.  Hydraulic Jump The Momentum Principle is used to determine the depths and locations of hydraulic jumps. At each step (one tenth of the line length) during supercritical flow calculations, the momentum is computed and compared to the momentum developed during the subcritical profile calculations. If the two momentums are equal, then a hydraulic jump must occur. Note There are some situations when a hydraulic jump does not exist or when it is submerged. The following condition must be satisfied to determine a hydraulic jump: Momentum (M) of the subcritical profile equals the momentum of the supercritical profile. Where: Q = Flow rate A = Cross-sectional area of flow Y = Distance from the water surface to the centroid of A The location of the jump is the point along the line when M1 = M2, and is reported as the distance from the downstream end of the line. The length of the jump is difficult to determine, especially in circular sections. A generally acceptable jump length is between 4 and 6 times the sequent depth. Hydraflow Storm Sewers Extension assumes 5 for the jump length. The following illustration shows the computation of supercritical flow profiles with hydraulic jumps. The dotted line represents the energy grade line (EGL).  Inlet Control Inlet and outlet control is often a misunderstood concept in storm sewer hydraulics. Inlet control occurs when it is more difficult for the flow to enter the pipe than to move through the pipe. The critical factors during inlet control are the cross-sectional area of the pipe and the inlet geometry. The roughness coefficient, pipe length, and slope are not necessary. Outlet control occurs when it is more difficult for the flow to move through the pipe than to enter the pipe. The solution is to compute the HGL assuming both exist, and then selecting the larger of the two. You can check HGL calculations for inlet control on all junctions except for No Junction types. One calculation method is derived from HDS-5 Hydraulic design of Highway Culverts, and the other is the standard orifice equation. If the computed HGL for inlet control is greater than the computed HGL (outlet control), then the HGL Junct is set equal to the inlet control value. When inlet control is used, the minor loss (junction loss) is not computed. The standard orifice equation used is: Where: Co = Orifice coefficient = 0.62 A = Cross-sectional area of flow in sqft (sqm) h = Headwater depth to the center of A in ft (m) Note This is the default equation used when working in SI units.  Flow Under Inlet Control The HDS-5 method uses the following inlet control equation: Where: Hdi = Headwater depth above invert D = Line Rise, ft c = 0.0398 (Coeff. for square edged circular section) Q = Flow rate, cfs A = Full cross-sectional area of pipe, sqft Y = Coeff. 0.67 S = Line slope, ft/ft This equation only applies when Q/AD0.5 is greater than or equal to 4.0. Note Inlet control is only considered when you select the Check for Inlet Control option on the Calculations tab in the Design Codes dialog box. If this option is not selected then inlet control is not evaluated. G3. Calculations from Hydraulics Software 207 206 205 204 Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan 0 Outfall Project File: Northern 18inch line (UPDATED).stm Number of lines: 3 Date: 3/29/2023 Storm Sewers v2023.00 206207 205 204 Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl June Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/ Line Length angle Type Q Area Coeff Time EIDn Slope El Up Size Shape Value Coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft) 1 End 43.000 -6.846 MH 4.39 0.00 0.00 0.0 69.52 0.51 69.74 18 Cir 0.013 0.72 74.72 2 1 6.404 42.096 MH 3.92 0.00 0.00 0.0 69.75 0.50 69.78 18 Cir 0.013 0.79 75.25 3 2 223.633 -48.394 MH 3.58 0.00 0.00 0.0 71.32 0.51 72.45 18 Cir 0.013 1.00 76.20 Project File: Northern 18inch line (UPDATED).stm Number of lines: 3 Date: 10/19/2023 Storm Sewers v2021. 00 Structure Report Page 1 Struct Structure ID Junction Rim Structure Line Out Line In No. Type Elev Shape Length Width Size Shape Invert Size Shape Invert (ft) (ft) (ft) (in) (ft) (in) (ft) 1 Manhole 74.72 Rect 4.00 4.00 18 Cir 69.74 18 Cir 69.75 2 Manhole 75.25 Rect 4.00 4.00 18 Cir 69.78 18 Cir 71.32 3 Manhole 76.20 Rect 3.00 3.00 18 Cir 72.45 Project File: Northern 18inch line (UPDATED).stm I Number of Structures: 3 I Run Date: 10/19/2023 Storm Sewers v2021. 00 MyReport Page 1 Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Defl Depth Depth DnStm Drng Easting EGL EGL Energy No. Dn Up Ln No C1 C2 C3 Full Depth Sl,Sw Sl,Sx Len Ang Dn Up Ln No Area X Dn Up Loss (sqft) (sqft) (C) (C) (C) (cfs) (ft) (ft/ft) (ft/ft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft) 1 1.77 1.77 n/a 0.20 0.50 0.90 7.51 0.80 .... .... .... -6.846 1.50 1.50 Outfall 0.00 5407.94 74.30 74.37 0.075 2 1.77 1.77 n/a 0.20 0.50 0.90 7.45 0.76 .... .... .... 42.096 1.50 1.50 1 0.00 5413.17 74.42 74.43 0.009 3 1.77 1.77 n/a 0.20 0.50 0.90 7.46 0.72 .... .... .... -48.394 1.50 1.50 2 0.00 5630.94 74.48 74.74 0.260 Project File: Northern 18inch line (UPDATED).stm I Number of lines: 3 I Date: 10/19/2023 NOTES: ** Critical depth Storm Sewers MyReport Page2 Flow Sf Sf Grate Grate Grate Gnd/Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Iner Iner Inlet Inlet Rate Ave Dn Area Len Width EIDn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn JmpUp CxA Q Depth Eff (cfs) (ft/ft) (ft/ft) (sqft) (ft) (ft) (ft) (ft) (ft) (ft/ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) (%) 4.39 0.175 0.175 .... .... .... 74.14 74.72 .... .... .... .... 74.20 74.28 74.34 .... .... 0.00 4.39 .... .... 3.92 0.139 0.139 .... .... .... 74.72 75.25 .... .... .... .... 74.34 74.35 74.41 .... .... 0.00 3.92 .... .... 3.58 0.116 0.116 .... .... .... 75.25 76.20 .... .... .... .... 74.41 74.67 74.74 .... .... 0.00 3.58 .... .... Project File: Northern 18inch line (UPDATED).stm I Number of lines: 3 I Date: 10/19/2023 NOTES: ** Critical depth Storm Sewers MyReport Page3 Inlet Inlet Inlet i i Invert Invert Jump Jump VelHd VelHd J-Loss Junct Known Cost Cost Cost Line ID Loe Time Sys Inlet Dn Up Loe Len Jmp Dn JmpUp Coeff Type Q RCP CMP PVC ID (ft) (min) (in/hr) (in/hr) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) Sag 0.0 0.00 0.00 69.52 69.74 .... .... 0.00 0.00 0.72 MH 4.39 1,840 1,656 1,564 Sag 0.0 0.00 0.00 69.75 69.78 .... .... 0.00 0.00 0.79 MH 3.92 360 324 306 Sag 0.0 0.00 0.00 71.32 72.45 .... .... 0.00 0.00 1.00 MH 3.58 7,252 6,527 6,164 Project File: Northern 18inch line (UPDATED).stm I Number of lines: 3 I Date: 10/19/2023 NOTES: Intensity= 127.16 / (Inlet time + 17.80)" 0.82 --Return period = 100 Yrs. ; ** Critical depth Storm Sewers MyReport Page4 Line Line Line Line Local n-val n-val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc Throat Total Total Length Size Slope Type Depr Gutter Pipe Loss y Travel Byp Capt Carry Rise Coeff Span A1 A2 A3 Ht Area CxA (ft) (in) (%) (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min) (in) (ac) 43.000 18 0.51 Cir .... .... 0.013 0.07 5028.14 0.29 .... .... .... 18 0.00 18 0.00 0.00 0.00 1.9 .... 0.00 0.00 6.404 18 0.50 Cir .... .... 0.013 0.06 5024.45 0.05 .... .... .... 18 0.00 18 0.00 0.00 0.00 1.8 .... 0.00 0.00 223.633 18 0.51 Cir .... .... 0.013 0.06 5075.30 1.84 .... .... .... 18 0.00 18 0.00 0.00 0.00 0.0 .... 0.00 0.00 Project File: Northern 18inch line (UPDATED).stm I Number of lines: 3 I Date: 10/19/2023 NOTES: ** Critical depth Storm Sewers MyReport Pages Total Vel Vel Vel Vel Vel Cover Cover Storage Runoff Ave Dn Hd Dn Hd Up Up Dn Up (cfs) (ft/s) (ft/s) (ft) (ft) (ft/s) (ft) (ft) (cft) 0.00 2.48 2.48 0.10 0.10 2.48 3.12 3.48 75.97 0.00 2.22 2.22 0.08 0.08 2.22 3.47 3.97 11.31 0.00 2.03 2.03 0.06 0.06 2.03 2.43 2.25 395.11 Project File: Northern 18inch line (UPDATED).stm I Number of lines: 3 I Date: 10/19/2023 NOTES: ** Critical depth Storm Sewers Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 18 4.39 69.52 74.20 1.50 1.77 2.48 0.10 74.30 0.175 43.000 69.74 74.28 1.50 1.77 2.48 0.10 74.37 0.175 0.175 0.075 0.72 0.07 2 18 3.92 69.75 74.34 1.50 1.77 2.22 0.08 74.42 0.139 6.404 69.78 74.35 1.50 1.77 2.22 0.08 74.43 0.139 0.139 0.009 0.79 0.06 3 18 3.58 71.32 74.41 1.50 1.77 2.03 0.06 74.48 0.116 223.63 ~72.45 74.67 1.50 1.77 2.03 0.06 74.74 0.116 0.116 0.260 1.00 0.06 Project File: Northern 18inch line (UPDATED).stm I Number of lines: 3 I Run Date: 10/19/2023 ; c = cir e = ellip b = box Storm Sewers v2021. 00 108 107 106 105 Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan 0 3 0 Outfall Project File: Southern 18inch line (UPDATED).stm Number of lines: 3 Date: 3/29/2023 Storm Sewers v2023.00 108 107 106 105 Storm Sewer Inventory Report Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl June Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/ Line Length angle Type Q Area Coeff Time EIDn Slope El Up Size Shape Value Coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) (%) (ft) (in) (n) (K) (ft) 1 End 62.303 -43.015 MH 3.00 0.00 0.00 0.0 68.16 0.50 68.47 18 Cir 0.013 0.54 76.11 2 1 178.424 28.853 MH 2.54 0.00 0.00 0.0 68.57 0.50 69.46 18 Cir 0.013 0.96 76.90 3 2 86.926 -72.893 MH 2.54 0.00 0.00 0.0 69.56 0.49 69.99 18 Cir 0.013 1.00 76.20 Project File: Southern 18inch line (UPDATED).stm Number of lines: 3 Date: 10/19/2023 Storm Sewers v2021. 00 Structure Report Page 1 Struct Structure ID Junction Rim Structure Line Out Line In No. Type Elev Shape Length Width Size Shape Invert Size Shape Invert (ft) (ft) (ft) (in) (ft) (in) (ft) 1 Manhole 76.11 Rect 4.00 4.00 18 Cir 68.47 18 Cir 68.57 2 Manhole 76.90 Rect 4.00 4.00 18 Cir 69.46 18 Cir 69.56 3 Manhole 76.20 Rect 4.00 3.00 18 Cir 69.99 Project File: Southern 18inch line (UPDATED).stm I Number of Structures: 3 I Run Date: 10/19/2023 Storm Sewers v2021. 00 MyReport Page 1 Line Area Area Byp Coeff Coeff Coeff Capac Crit Cross Cross Curb Defl Depth Depth DnStm Drng Easting EGL EGL Energy No. Dn Up Ln No C1 C2 C3 Full Depth Sl,Sw Sl,Sx Len Ang Dn Up Ln No Area X Dn Up Loss (sqft) (sqft) (C) (C) (C) (cfs) (ft) (ft/ft) (ft/ft) (ft) (Deg) (ft) (ft) (ac) (ft) (ft) (ft) (ft) 1 1.77 1.77 n/a 0.20 0.50 0.90 7.41 0.66 .... .... .... -43.015 1.50 1.50 Outfall 0.00 5492.23 73.84 73.90 0.051 2 1.77 1.77 1 0.20 0.50 0.90 7.42 0.60 .... .... .... 28.853 1.50 1.50 1 0.00 5665.23 73.91 74.01 0.104 3 1.77 1.77 2 0.20 0.50 0.90 7.39 0.60 .... .... .... -72.893 1.50 1.50 2 0.00 5669.70 74.04 74.09 0.051 Project File: Southern 18inch line (UPDATED).stm I Number of lines: 3 I Date: 10/19/2023 NOTES: ** Critical depth Storm Sewers MyReport Page2 Flow Sf Sf Grate Grate Grate Gnd/Rim Gnd/Rim Gutter Gutter Gutter Gutter HGL HGL HGL HGL HGL Iner Iner Inlet Inlet Rate Ave Dn Area Len Width EIDn El Up Depth Slope Spread Width Dn Up Jnct Jmp Dn JmpUp CxA Q Depth Eff (cfs) (ft/ft) (ft/ft) (sqft) (ft) (ft) (ft) (ft) (ft) (ft/ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) (ft) (%) 3.00 0.082 0.082 .... .... .... 74.00 76.11 .... .... .... .... 73.80 73.85 73.88 .... .... 0.00 3.00 .... .... 2.54 0.059 0.059 .... .... .... 76.11 76.90 .... .... .... .... 73.88 73.98 74.01 .... .... 0.00 2.54 .... .... 2.54 0.059 0.059 .... .... .... 76.90 76.20 .... .... .... .... 74.01 74.06 74.09 .... .... 0.00 2.54 .... .... Project File: Southern 18inch line (UPDATED).stm I Number of lines: 3 I Date: 10/19/2023 NOTES: ** Critical depth Storm Sewers MyReport Page3 Inlet Inlet Inlet i i Invert Invert Jump Jump VelHd VelHd J-Loss Junct Known Cost Cost Cost Line ID Loe Time Sys Inlet Dn Up Loe Len Jmp Dn JmpUp Coeff Type Q RCP CMP PVC ID (ft) (min) (in/hr) (in/hr) (ft) (ft) (ft) (ft) (ft) (ft) (cfs) Sag 0.0 0.00 0.00 68.16 68.47 .... .... 0.00 0.00 0.54 MH 3.00 2,893 2,603 2,459 Sag 0.0 0.00 0.00 68.57 69.46 .... .... 0.00 0.00 0.96 MH 2.54 8,140 7,326 6,919 Sag 0.0 0.00 0.00 69.56 69.99 .... .... 0.00 0.00 1.00 MH 2.54 4,023 3,620 3,419 Project File: Southern 18inch line (UPDATED).stm I Number of lines: 3 I Date: 10/19/2023 NOTES: Intensity= 127.16 / (Inlet time + 17.80)" 0.82 --Return period = 100 Yrs. ; ** Critical depth Storm Sewers MyReport Page4 Line Line Line Line Local n-val n-val Minor Northing Pipe Q Q Q Line Runoff Line Area Area Area Tc Throat Total Total Length Size Slope Type Depr Gutter Pipe Loss y Travel Byp Capt Carry Rise Coeff Span A1 A2 A3 Ht Area CxA (ft) (in) (%) (in) (ft) (ft) (min) (cfs) (cfs) (cfs) (in) (C) (in) (ac) (ac) (ac) (min) (in) (ac) 62.303 18 0.50 Cir .... .... 0.013 0.02 4794.46 0.61 .... .... .... 18 0.00 18 0.00 0.00 0.00 3.1 .... 0.00 0.00 178.424 18 0.50 Cir .... .... 0.013 0.03 4838.11 2.07 .... .... .... 18 0.00 18 0.00 0.00 0.00 1.0 .... 0.00 0.00 86.926 18 0.49 Cir .... .... 0.013 0.03 4924.92 1.01 .... .... .... 18 0.00 18 0.00 0.00 0.00 0.0 .... 0.00 0.00 Project File: Southern 18inch line (UPDATED).stm I Number of lines: 3 I Date: 10/19/2023 NOTES: ** Critical depth Storm Sewers MyReport Pages Total Vel Vel Vel Vel Vel Cover Cover Storage Runoff Ave Dn Hd Dn Hd Up Up Dn Up (cfs) (ft/s) (ft/s) (ft) (ft) (ft/s) (ft) (ft) (cft) 0.00 1.70 1.70 0.04 0.04 1.70 4.34 6.14 110.08 0.00 1.44 1.44 0.03 0.03 1.44 6.04 5.94 315.24 0.00 1.44 1.44 0.03 0.03 1.44 5.84 4.71 153.58 Project File: Southern 18inch line (UPDATED).stm I Number of lines: 3 I Date: 10/19/2023 NOTES: ** Critical depth Storm Sewers Hydraulic Grade Line Computations Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 18 3.00 68.16 73.80 1.50 1.77 1.70 0.04 73.84 0.082 62.303 68.47 73.85 1.50 1.77 1.70 0.04 73.90 0.082 0.082 0.051 0.54 0.02 2 18 2.54 68.57 73.88 1.50 1.77 1.44 0.03 73.91 0.059 178.42 ~69.46 73.98 1.50 1.77 1.44 0.03 74.01 0.059 0.059 0.104 0.96 0.03 3 18 2.54 69.56 74.01 1.50 1.77 1.44 0.03 74.04 0.059 86.926 69.99 74.06 1.50 1.77 1.44 0.03 74.09 0.059 0.059 0.051 1.00 0.03 Project File: Southern 18inch line (UPDATED).stm I Number of lines: 3 I Run Date: 10/19/2023 ; c = cir e = ellip b = box Storm Sewers v2021. 00 Hydraflow HGL Computation Procedure General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction . In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream. Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL -Invert elevation) but not greater than the line size. Col. 7 Cross-sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end , (Col. 3 / Col. 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL -Invert elevation) but not greater than the line size. Col. 16 Cross-sectional area of the flow at the upstream end . Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g). Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18) . Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes. Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream -EGL downstream)+/-tolerance. Col. 23 The junction loss coefficient (K). Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s). Page 1 G4. Summary of results The results of the analysis show that for the detention pipes from the calculation analysis shows the HGL of the storm water for the Q100. The HGL shows under a high storm even the system will be under pressure, but will not exit the system. Due to the already high HGL on the existing system the HGL cannot be lowered to adjust for this.