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Home My WebLink About3528; Vista/Carlsbad Interceptor Sewer; Vista/Carlsbad Interceptor Sewer/Village St Dr; 1998-04-030) 0>D5rcc TO E CD "ro+-•o o (0coo 08 U)c. 0)CD C o HYDROLOGIC/HYDRAULIC COMPUTATION REPORT South Carlsbad Village Storm Drain and Vista/Carlsbad Interceptor Sewer (VC5B to VC11 A) Project No. 3528 O toa<ncn co Prepared for: City of Carlsbad 2075 Las Palmas Carlsbad, CA 92009 Prepared by: Earth Tech 9675 Business Park Avenue San Diego, CA 92129 Job No.: 24694.05 April 3, 1998 (70%) Revised September 4, 1998 (90%) Revised September 10, 1999 1- CITY OF CARLSBAD STORM DRAIN DESIGN CRITERIA 2- HYDROLOGIC COMPUTATION OFFSITE DRAINAGE EAST OF INTERSTATE 5 ONSITE DRAINAGE WEST OF INTERSTATE 5 3- HYDRAULIC COMPUTATION 4- CURB OPENING INLET DESIGN 5- ENERGY DISSIPATER/OUTFALL DESIGN 6- SILTATION BASIN 7- D - LOAD DESIGN 8- LOW FLOW EARTHEN SWALE CITY OF CARLSBAD STORM DRAIN DESIGN CRITERIA City of Carlsbad South Carlsbad Village Storm Drain/Interceptor Sewer 1. INTRODUCTION • /:...<•'' \] -^ \ \ ^ This report is to '> provide recommendations for the design and preparation of construction contract documents ; for the South Carlsbad Village Storm Drain (Project No. 3528) and Reaches ~P and W Vista/Carlsbad Interceptor Sewer Replacement ffV-ftjggt=£ftE=£I^ The project area extends from Interstate 5 to the San Diego Northern Railroad (SDNR) right-of- way and from Oak Avenue to the Agua Hedionda Lagoon. The original project scope included the design of approximately 11,500 lineal feet of storm drain varying in size from 30 inches to 72 inches in diameter. The storm drain master plan identified storm drain facilities in Oak Street between Roosevelt Street and the SDNR right-of- way, Harding Street between Oak Street and Magnolia Avenue, Palm Avenue between Interstate 5 and Madison Street, Madison Street between Palm Avenue and Chestnut Avenue, Chestnut Avenue between Harding Street and the SDNR right-of-way, and Chinquapin Avenue between Canario Street and the SDNR right-of-way. In addition, the existing storm drain facilities in the SDNR right-of-way between Oak Street and the Agua Hedionda Lagoon were identified to be upgraded. The storm drain analysis will verify the master plan facilities, note any deficiencies and provide recommendations for alternative and additional facilities. For the sewer portion of this project, the original project scope identified the design of approximately 6,400 lineal feet of interceptor sewer ranging in size from 42 inches to 54 inches in diameter and an additional 1,750 lineal feet of 12-inch sewer main. The sewer master plan showed sewer facilities in Oak Avenue between Roosevelt Street and the SDNR right-of-way, Chestnut Avenue between Harding Street and the SDNR right-of-way, and along the SDNR right-of-way from Oak Avenue to the Agua Hedionda Lagoon. Key issues concerning this project are the diversion of existing sewer flows during the construction of the proposed sewer, joint trenching of the sewer and storm drain pipelines along the SDNR right-of-way, jacking and boring of pipelines beneath Tamarack Avenue and the railroad tracks, dewatering of the trench excavation during construction, and water quality issues concerning the outlet of flows to Agua Hedionda Lagoon. 2. STORM DRAIN BASIS OF DESIGN 2.1 Storm Drain Master Plan Analysis The Master Drainage and Stormwater Quality Management Plan, March, 1994, was reviewed to verify drainage basins, peak discharges, hydrologic parameters and recommended pipe sizes. The results of our review are described in the following sections. 2.1.1 Drainage Basins and Flows The drainage basins and flows for the master plan recommended trunk facilities were compared to the drainage basins and flows derived at by our own independent study. In general, the drainage basin delineation shown in the master plan study coincides with the drainage basins that were delineated using the City of Carlsbad 1" = 100' orthophoto topographic maps (Sept. -Oct., 1988). City of Carlsbad South Carlsbad Village Storm Drain/Interceptor Sewer The master plan flows were determined based on the 100-year peak storm discharge. Our independent study flows were also based on the 100-year storm. A comparison of the flows between the master plan study and our independent study indicate that our flows are generally about 25 percent higher than the master plan study. Our justification for this difference is based on the difference in hydrologic parameters as discussed in the following section. 2.1.2 Hydrologic Parameters The runoff coefficient "C" and the time of concentration for selected drainage basins were compared between the master plan study and our own independent study. The following conclusions can be drawn: a. An average runoff coefficient over the entire drainage basin is in the range of 0.42 for the master plan study versus 0.50 for our study. This can account for a 20 percent increase in the peak discharges. We feel that the master plan average "C" value of 0.42 is low. A "C" value of 0.4 is typically used for single-family residential development, and the drainage basins west of Interstate 5 contain a fair percentage of commercial, industrial, schools and multi-family development. b. The times of concentration for the drainage basins east of Interstate 5 listed in the master plan study are generally longer than the ones derived at by our own independent study. Our observation is that the master plan time of concentration for these areas is based on an unreasonably long overland flow distance at the upper reaches of the drainage basin. This results in a longer time of concentration, a lower rainfall intensity "I" and a reduced peak flow "Q". 2.1.3 Recommended Pipe Sizes The pipe sizes as recommended by the master plan were also compared to the sizes recommended in our own independent study. Due to the larger flows generated in our independent hydrology study, our proposed pipe sizes are generally one pipe size (6 inches) larger than the pipe sizes identified in the master plan. The comparison of pipe sizes is shown in Table 2.1. 2.2 Design Criteria The design criteria for storm drain facilities is based on the Drainage Section of the 1993 Standards for Design and Construction of Public Works Improvements in the City of Carlsbad. 2.2.1 Street Capacity Street capacities were analyzed on the basis of keeping the 50-year peak storm discharge below the existing top of curb. The 100-year peak storm discharge was not allowed to extend beyond the elevation at the street right-of-way. Since all properties west of Interstate 5 drain from the right-of-way towards the street, this will prevent flooding of homes and buildings. In addition, flow depths greater than 0.3 feet were not allowed to pass through the intersections of Harding Street and Roosevelt Street, the major north-south thoroughfares within the project limits. City of Carlsbad South Carlsbad Village Storm Drain/Interceptor Sewer 2.2.2 Curb Inlet Capacity Curb inlets will be designed to intercept the 100-year peak storm discharge and were placed at key locations to ensure that the street capacity criteria as described above was not violated. In general, sump inlet capacity is based on two (2) cubic feet per second (cfs) per foot of opening, and inlets on grade are designed based on approximately one-half (0.5) cfs per foot of opening for streets with flat grades (0.5 - 1%). 2.2.3 Pipe Capacity For preliminary design purposes, pipe sizes were determined based on Manning's formula for open channel flow, and were based on full flow capacity with an "n" value of 0.012 for reinforced concrete pipe. Pipe capacities were analyzed to convey the 100-year peak storm discharge at full flow depth. Pipe slopes vary from 0.5 to 1.0 percent, generally paralleling the existing street grades and the ground elevations within the SDNR right-of-way. For final design, pipe sizes will be determined by computing the hydraulic grade line of the storm drain system based on the 100-year peak storm discharge. The hydraulic grade line will be designed to remain below the gutter level of the existing streets to prevent flows from discharging through curb inlets and junction structures. 2.3 Existing Problem Flooding Areas There are numerous existing problem flooding areas within the drainage basin. The primary focus of the drainage study for this project is to alleviate the flooding in these problem areas by identifying solutions concurrent with or in addition to the master plan recommended facilities. The most significant problem flooding areas are described in the following sections: 2.3.1 Cul-de-Sacs at West Side of Interstate 5 The street cul-de-sacs at the east ends of Oak Avenue, Pine Avenue, Palm Avenue and Magnolia Avenue have two 24-inch reinforced concrete pipes discharging storm flows into them. These storm flows originate from the east side of Interstate 5. The 100-year peak discharge from these drainage basins vary from 25 cfs to 35 cfs and cause a significant amount of flooding in these cul-de-sacs. Chestnut Avenue has a large drainage basin east of Interstate 5 which surface flows beneath the freeway and causes flooding west of the freeway. The flow from this drainage basin is estimated at 65 cfs. The flows from the east side of the freeway should be collected at their point of discharge on the west side of the freeway, and conveyed through pipes to the pipe collection system as identified in the master plan and in future sections of this report. If these flows are not picked up at their point of discharge, the entire flow will need to be collected in inlets at the intersection of these cul-de-sacs with Harding Street to prevent flooding of the intersections at Harding Street. Due to the large volume of flow coming from the east side of Interstate 5, along with the flows between the ends of the cul-de-sacs and Harding Street, excessively large inlets would need to be placed in order to pickup the storm flows. MODIFIED RATIONAL METHOD CITY/COUNTY OF SAN DIEGO The purpose of this section is to provide a description of the steps in the process of developing a hydrology report for a small watershed. The process is based on the design manuals of the City/County of San Diego. An example application is also included. 1. Divide drainage area into sub areas of from 20 to 100 acres. These divisions should, if possible, be based on the topography, soil type, and the land development. The size of the initial area should be chosen such that the length of travel for. the water from the most remote point to the point ^^ of concentration typically should not exceed 1,000 feet in HB rural areas, and 500 feet in urban areas. 2. Determine the quantity of flow for poin^"; of concentration in' the watershed. Frequency of the design storm shall be in accordance with City of San Diego Drainage Design Manual, Section 1-13>2.2 or County of San Diego Design and Procedure Manual (CM), Section V-A. r i (a) In the initial upstream area, estimate the initial time of concentration (TJ using CM Appendix X-A and X-B (pages 34 and 85 in City manual) for natural and rural areas, and CM Appendix X-C (page 86 in City manual) for overland flow plus concentrated flow travel time for urban areas. (b) Obtain the intensity from CM Apra.dix XI (page 83 in City ^_ manual) . (c) Determine coefficient C for the sub-basin from CM Appendix IX (page 82 in City manual). (d) Determine Area A in acres and CA for the sub-basin. Obtain "the value for E(CA) for the sub-basins upstream of the concentration point. (e) Calculate the discharge (Q) using rational formula Q = £(CA)I. (f) Estimate the travel time to the next point of concentration. Add this time to the previous Tc to obtain a new time of concentration and continuing with 2.(b) above. H 4 3. When a junction is reached, start at the upper end of the tributary area and calculate its Q as was done before, down to the junction. (a) Compute the peak Q at each junction. Let QA, TA, IA correspond to the tributary area with the longer time of concentration. Let QB, TB IB correspond to the tributary area with the shorter time of concentration, and Qp, Tp correspond to the peak Q and time of concentration when the peak flow occurs at the downstream side of the junction. (b) If the tributary areas have the same time of concentration, the tributary flows are added to obtain the peak Q. — O-4-O rri — rp — mP ~ ^A T V!B -"-p -'-A ^B (c) If the tributary areas have- different times of concentration, the flow at the downstream end of the junction is computed as follows: (1) In the usual case, the tributary area with the longer time of concentration has the larger Q. The flow downstream of the junction can be computed QP = (CAAA + C;,AB) IA where CAAA and C^A,, are the values of the average C and the area for each basin. The following equation >J11 produce the same flow Q = O 4- (~) T /T T = TP WA ^ VB J-A/ J-D J-p IA Flow routing is then continued downstream using the longer time of concentration. (2) In some cases, the tributary area with the shorter time of concentration has the larger Q. In this case, the smaller Q is corrected by a ratio of the times of concentration and added to the larger Q to obtain the peak Q. QP = QB + QA TB/TA Tp = 22 . 44 (P6ECA/Q,,) ' " Flow routing is then continued downstream using an adjusted time of concentration (T,,) . The following example demonstrates the process for this case. 2 9 I a t JUNCTION EXAMPLE The objective of this example is to show how the peak discharge and time to peak is obtained for a two sub basin confluence when the tributary area with the shorter time of concentration has the larger of the two flows. From Figure 1, it is assumed that basin A is 178.6 acres of agricultural land with a runoff coefficient of 0.30, a peak discharge of 100 cfs, and a time of concentration of 30 minutes. Basin B is 85.7 acres of commercial with a runoff coefficient of 0.80, a peak discharge of 200 cfs, and a time of concentration of 15 minutes. The 6 hour-50 year precipitation for both basins is 2.25 inches. Both basin outflow hydrographs are simplified by triangles. The total outflow distribution at confluence is represented by the sum of the two hydrographs (see long dash line) . The peak discharge of the two superimposed outflow hydrographs occurs at time equal to 15 minutes, and from similar triangles the peak discharge can be represented by the following equation: QP = QB + QA TB/TA Qp = 200 + 100(15/30) = 250 A more realistic combined hydrograph of the two sub basins will peak between 15 and 30 minutes (see short dashed line). The time of concentration to use downstream from the confluence point is represented by the following equation: TD = 22.44(P6ECA/QJ 1.55 Tp = 22.44(2.25(0.30 * 178.6 + 0.80 * 85 . 7) /250) L55 = 26.0 min. /5 ~£ BO ^5 Time, Fig. 1. Sketch illustrating discharges at a confluence 3 MODIFIED RATIONAL METHODS EXAMPLE I The objective of the following example is to give a more detailed explanation for the modified rational method. The 549 acre rural • drainage area is located in San Diego County, not a site specific | example. The drainage area is broken into eight sub basins (See Figure 2). I The initial sub basin was based on the maximum reach length of 1000 feet. The difference in elevation along the effective watershed slope I line is determined from the water course profile (See Figure 3). Since the initial basin (A-0) is to remain in a natural condition, | the Kirpich method (Page 84, City and Appendix X-A, County) is used to determine the initial time of concentration. The rainfall amount is taken from the precipitation maps prepared ' by the National Weather Service for different storm frequencies and durations. A typical 50 year-6 hour precipitation for the City of I San Diego is 2.25 inches, which is also the precipitation on the I coast and foothills in San Diego County. The intensity is determined from the intensity-duration design j chart (Page 83, City and Appendix XI, County). The runoff coefficient values are provided to outline the procedure I and are not site specific. Typically, the runoff coefficient ' values are determined from future land use and soil type (Page 82, City and Appendix IX-B, County). j The peak rate of flow is determined by Rational equation, Q=CIA. Basins A-la and A-lb are also to remain natural. Kirpich method is used to determine the travel time for each of these basins and 10 minutes is not added since it was added to the initial time of concentration. These times are added to the initial- time of j concentration to determine the total time at the end of sub basin ' A-la and A-lb. I The peak rate of flow is determined by Rational equation, Q=CIA. The travel time through the next sub basin (A-2) is computed and added to the previous time of concentration. With this time of concentration the intensity and peak discharge is determined. Routing is continued, intensities and peak discharges for the rest of the sub basins are calculated to the end of the drainage area (See Table I) . A Modified Rational Method Computer Program is available at the County of San Diego. This program is written in GW BASIC and is also available in Q BASIC. The program is designed to be used on an IBM or equivalent computer with MSDOS and an Epson or equivalent printer. 4 u l*^llp^ ferfllpif^^ •5"-' •'•""""^.•-"•^I'r^/ • .'.'.•""'^^^ ~ ~S—^ " ':.'-'i??t!~r£/,~C-':^-^i'i^'"• -_.- • ~-""=lrfi""=*5sv?''!. I5 7 ' ' ^N " :'-;''j "• "^'^ i-'-A-'i.' /''.•'''• \ _''-. ••'^•':::-:---':'.:^^/:--^.'^•\r'^-'-"-.- -'('.:--5CMSZ\te '•'••--.':"•-- '\~^*-~^<^^—•• ^.i?—<-•.'•", " •" .--••>Vv^£ /:. / -VX7:'.'--. - - * **:'•: \-iv^s.-.r.^- . A ^::\ v^tN?5j<':3;^;=^v:-i" - VT,-V>' •'.«^^^^Svy/- -•--/-• •??.:(•-•:•v^'-v^S-^A v-;/>- i- •/:*•: 4 1 /• 5 The 549-acre typical drainage area is broken into six sub basins. The rainfall amount is taken from the precipitation maps prepared by the National Weather Service for different storm frequencies and durations. From San Diego County Hydrology manual, page II-A-6, the 50 year-6 hour precipitation is 2.25 inches. INITIAL AREA A-0, DOWNSTREAM END Basin area eguals 19 acres. Distance from the most upstream point to end of sub basin is 1000 feet. Difference in elevation along the effective watershed slope line is 160 feet (See Figure 3). A time of concentration of 3.2 minutes is obtained from Kirpich nomograph (Appendix X-A) and 10 minutes is added for the initial time of concentration of 13.2 minutes. An Intensity of 3.17 is obtained from the intensity-duration design chart (See Appendix XI). Peak flow rate (Q) at the downstream end of the sub basin is calculated by: Q = EGA * I = 10.5 * 3.17 = 33 CFS AREA A-la TRAVEL TIME Based on the General Plan and the Community Plan this area will remain in a natural condition. Several different types of configurations, and Manning Roughness Coefficients would typically be assumed to determine a travel time. A diverse number of solutions would then be obtained causing an inconsistency. To alleviate this problem, the Kirpich nomograph is used. The water course distance (L) from the upstream beginning to the downstream end of sub basin A-la is 2900 feet. Difference in elevation along the effective watershed slope line is 135 feet (See Figure 3). A time of concentration of 11.8 minutes is obtained from Kirpich nomograph (Appendix X-A). 10 minutes is not added, it is only added when determining the time of concentration for the initial basin. . Area A-la is 87 acres. I AREA A-la FLOW COMPUTATION, DOWNSTREAM END s Travel time from the beginning of the drainage area to the end of • sub basin A-la = 13.2 + 11.8 = 25.0 minutes. I I I i I I i I I I I 1 1 Intensity based on total travel time = 2.10 in./hr. Q = 58.4 * 2.10 = 123 CFS AREA A-lb TRAVEL TIME This area is also to remain natural and Appendix X-A is used to _ determine the time of concentration. i The sub basin distance is 1100 feet and the difference in elevation along the effective slope is 40 feet (See Figure 3). A time of concentration of 6.1 minutes is obtained. AREA A-lb FLOW COMPUTATION, DOWNSTREAM END Travel time from the beginning of the drainage area to the end of sub basin A-lb = 25.0 + 6.1 = 31.1 minutes. Intensity based on total travel time = 1.82 in./hr. Q = 109 * 1.82 = 198 CFS The following computations are based on a comprehensive drainage plan for the basin. This plan specifies concrete lined channels for future improvements. From the Handbook of Hydraulics, the Manning roughness coefficient for a concrete channel is 0.014. AREA A-2 TRAVEL TIME Sub basin A-2 consists of a 6 foot wide (b) concrete trapezoidal channel with 1.5 to 1 side slopes (Z). The water course distance (L) from the upstream beginning to the downstream end of sub basin A-2 is 1700 feet. Channel slope(S) = (680 - 637.5)/1700 = 0.025 K' = (Q * N) / (b8/3 * S1/2) K' = (198 * 0.014) / (68/3 * 0.025"2) = 0.1475 From Handbook of Hydraulics, Table 7-11, normal depth bottom width of channel ratio (D/b) equals 0.236. Normal depth (D) = 6.0 * 0.236 = 1.42 feet. Cross sectional area (A) at normal depth :=b*D + Z*D2 I A = 11.54 square feet, • __„/--! r- A — *i ^ *? f"'r"»c;BFlow velocity (V) = Q/A = 198/11-54 - 17.2 minutes = L /(60 * V). T = 1.6 minutes.Travel time (T) in D O WNSTRE^>LJ2ND Total travel time = 31.1 + 1-6 = 32.7 inin. Intensity = 1-77 in./hr. Q « 138 * 1-77 = 244 CFS RREA A-3a TRAVEL TIME * Q =244 CFS L = 1600 FT. - b =•6.0 FT. Z = 1.5 S = 0.03 K' = 0.166 D = 1.52 FT. A = 12.6 SF V =19.4 FPS T = 1.4 MIN. AREA A-3a FLOW COMPUTATION, DOWNSTREAM END Total travel time = 32.7 + 1.4 = 34.1 rain. Intensity = 1.72 in./hr. Q = 158 * 1.72 = 272 CFS AREA A-3b The flow from this basin (calculations not included) is 1DO cfs with a time of concentration of 31.2 minutes. CONFLUENCE FLOW COMPUTATION AT AREA A-3a AND A-3b,DOWNSTREAM END Since the basin with the longer time of concentration (MAIN branch) has the larger flow, the MAIN branch time of concentration is used and the confluenced flow below the tributary equals: Q = (ECAMAIN + ECAA.3b) * IMAIN Q = (158 + 55) * 1.72 = 213 * 1.72 = 366 CFS I I I I AREA A-4 TRAVEL TIME Q = 366 CFS L = 1800 FT. b = 6.0 FT. Z =1.5 S = 0.10 K' = 0.136 D = 1. 3 5 FT. A = 10.83 SF V =33.8 FPS T = 0.9 MIN. AREA A-4 FLOW COMPUTATION, DOWNSTREAM END Total travel time = 34.1 + 0.9 = 35.0 min. Intensity = 1.69 in./hr. Q = 260 * 1.69 = 439 CFS AREA A-5 TRAVEL TIME Q = 439 CFS L = 1400 FT. b = 10.0 FT. Z =1.5 S = 0.015 K' = 0.1081 D = 1.92 FT. A = 24.7 SF V =17.8 FPS T =1.3 MIN. AREA A-5 FLOW COMPUTATION, DOWNSTREAM END Total travel time - 35.0 + 1.3 = 36.3 min. Intensity = 1.65 in./hr. Q = 306 * 1.65 = 505 CFS TABLE I SUB-BASIN Des. A-0 A-la A-lb A-2 A-3a A-3b A-4 A-5 A 19 87 92 52 37 100 86 76 C 0.55 0. 55 0.55 0.55 0.55 0.55 0. 55 0. 60 CA 10. 5 47.9 50.6 29 20 55 47 46 T 13.2 11.8 6.1 1.6 1.4 - 0.9 1. 3 BASIN EA 19 106 198 250 287 387 473 549 EGA 10.5 58.4 109 138 158 213 260 306 ET 13 .2 25.0 31.1 32.7 34.1 34. 1 35.0 36. 3 I 3.17 2.10 1.82 1.77 1.72 1.72 1.69 1.65 Q 33 123 198 244 272 366 439 505 I 10 COUNTY OF SAN DIEGO PROCEDURES FOR HYDROLOG1C COMPUTATIONS SECTION IV EXTRACTS FROM SAN DIEGO COUNTY FLOOD CONTROL DISTRICT DESIGN AND PROCEDURE MANUAL Rev. 11/75 HYDROLOGY A. DESIGN RUNOFF -- GENERAL 1. Design runoff conditions on natural stream channels within the San Diego County Flood Control District will be based on the 100-year storm frequency as outlined in paragraph (2) below. 2. Design runoff is based on criteria taken from "Section 5.7 DRAINAGE", San Diego County Standards: Tributary Drainage Area Runoff Criteria a. Areas over 1 square mile 100-year frequency storm b. Areas under 1 square mile. (1) The storm drain system shall be designed so that the combination of storm drain system capacity and overflow both inside and outside the right of way will be able to carry the 100-year frequency storm without damaging adjacent existing buildings or potential building sites. (2) The storm drain system shall be designed_so that the combination of storm drain system capacity and allowable street overflow will be able to carry the 50-year frequency storm without damaging adjacent property. (3) Where a storm drain is required under headings (1) or (2) above, then as a minimum, the storm drain system shall be designed to carry the 10-year frequency storm. 3. Sump areas are to be designed for a sump capacity or outfall of a 100-year frequency storm. IV - A-l Rev.5/81 -B. DESIGN RUNOFF METHODS The four methods, as shown below, are established to regulate design floods: 1. Major River Basins a. The publication entitled, "San Diego County Flood Hazard Investi- gation, Bulletin No. 112" of the State of California Department of Water Resources establishes peak flood flows at selected points along certain County streams. These design flows have since been superseded by more recent studies done in accordance with the "National Flood Insurance Program. The resulting data is available in the form of flood plain maps and computer printout in the Flood Control Division. The following streams have been studied and mapped. Agua Hedionda Creek Alpine Creek Alvarado Creek Buena Vista Creek Campo Creek Encinitas Creek Escondido Creek Forester Creek Green Valley Keys Canyon Creek Los Coches Creek Moosa Canyon Creek Otay River b. Design discharges by various methods established in this manual may be superseded by U.S. Array Corps of Engineers River Reports where a project has been adopted. IV-A-2 Rev. 4/82 Poggi Canyon Poway Creek Ramona South Reidy Creek Rincori Tributary San Diego River San Dieguito River San Luis Rey River Santa Maria Creek Spring Valley Creek Sweetwater River Telegraph Canyon Creek ©2. is'atorshcd.s Over 15 Square Miles, Excepting Mai or Rivers ;i. A master plan of drainage and flood control facilities for the County of San Diego has been adopted for the Flood Control Districts. Zones 1 through 4 have comprehensive plans and Zone 5 has a plan for the Borrego Springs area. The flood discharges indicated in these plans Kill normally be acceptable and should be used in all design work. Rapidly developing areas from time to time may warrant additional study and Flood Control District reports should be consulted. 5. Watersheds n.5 Square Miles - 15 Square Miles a. U. S. Soil Conservation Service unit hydrograph may be used.* b. Stern duration of 6 to24 hours are appropriate for developing flood discharges for 50 and 100-year storms. The Sanitation and Flood Control's Hydrology Manual should be consulted for short duration - •rainfall used in developing discharges for this size watersheds. c. Modified rational methods by routing sub-watersheds may be used. d. Local area flood control reports, prepared for the Flood Control District, will take precedence over the above described methods.. 4. Watersheds Lass than O.S Square Mile Method of Computing Runoff Use the Rational Formula Q = CIA where: (1 is the peak rate of flow in cubic feet per second C is a runoff coefficient expressed as that percentage of rainfall which becomes surface runoff. * Refer to "Hydrology - Engineering Handbook, Section 4," U. S. Soil Conservation Service, available in San Diego County Flood Control Office. IV-A-3 Rev. 5/81 I is the average, rainfall intensity in inches per hour for a storm duration ecrjal to the time of concentration (^c) of the contributing drainage area. A_ is the drainage area in the acres tributary to the design point. CD (1) Runoff Coefficient, C ~± Appendix IX lists the estimated coefficients for both undeveloped and developed -areas. For rural areas which includes all drainage CO UJ areas with a development density less than one dwelling unit per CQ acre, the coefficient is based mainly on the soil group alone. Select the appropriate coefficient from Appendix IX. For urban area; select an appropriate coefficient for each type of land use. Multi- ply this coefficient by the percentage of the total area included in that class. The sum of these products is the weighted runoff coefficient. Maps showing the various soil groups are- on file in the office of Sanitation and Flood Control. • 4. . (2) Rainfall Intensity, I Intensity - duration - frequency curves applicable to all areas within San Diego County are given in Appendix XI. (5) Tine of Concentration, TC The time of concentration- is the time required for runoff to flow from the most remote part of the watershed to the outlet point under consideration. Methods of calculation differ for natural watersheds (non-urbanized) and for urban drainage systems. Also, when designing storm drain systems, the designer must consider the possiblility that an existing natural watershed may become urban- ized during the useful life of the storm drain system. (a) Natural Watersheds : Obtain Tc from Appendices X-A and X-B .(b) Urban drainage systems: In the case of urban drainage systems, the time of concentration at any point within the drainage area • — is given by T » T. + T. where:v c i t T. is the inlet time or the time required for the storm water — - IV-A-4 Rev. 5/81 e^^ to flow to the first inlet in the system. It is the sum of time in overland flow across lots and in the street gutter. Tf is the travel time or the time required for the storm water to flow in the stocm drain from the most upstream inlet to the point in question. Travel time, Tf, is computed by dividing the length of storm drain by the computed flow velocity. Since the velocity normally changes at each inlet because of changes in flow rate or slope, total travel time must be computed as the sum of the travel times for each section of the storm drain. The overland flow component of inlet time, Tf , may be estimated - by the use of the chart shown in Appendix X-C. Use Appendix X-D to estimate time of travel for street gutter flow. C. SPILLWAY DESIGN FOR SPALL DAMS Spillway design criteria for small dams exempt from State of California jurisdiction* is based on the structure classification system of the USDA Soil Conservation Service as outlined, below. * State jurisdiction is exercised over dams that are 25 feet or more high, storing more than 15 acre-feet, or more than 6 feet high storing 50-acre feat or more. (Reference: Department of Water Resources Bulletin No. 17. "Darns within the jurisdiction of the State of California") IV-A-5 Rev. 5/81 In determining structure classification, a number of factors must be considered. Consideration must be given to the damage that might occur to existing and future developments downstream resulting from a sudden breach of the earth embankment and to the structures themselves. The effect of failure on public confidence is an Important factor. The stability of the' spillway materials, the physical characteristics of the site and the valley downstream, and the relationship of the site to industrial and residential areas all have a bearing on the amount of potential damage in the event of a failure. Structure classification is determined by the above conditions. It is jiot determined by toe criteria selected for design. The following broad classes of structures are established to permit the association of cri- teria with the damage that might result from a sudden major breacn of the earth .dam embankment. Class (a) - Structures located in rural or agricultural areas where failure may damage farm buildings, agricultural land, or township and country roads. Class (b) - Structures located in predominantly rural or agricultural areas where failure may damage isolated homes, main highways or minor railroads or cause interruption of use or service of relatively important public uti1i ties. Class (c) - Structures located where failure may cause loss of life, serious damage to homes, industrial and commercial buildings, important public utilities, main highways, or railroads. Design rainfall for each above classification shall be computed by the IV-A-6 / - Rev. 5/81 following equations: Emergency Spillway Hydrograph Class (a) Structure P = P 100 Class (b) Structure P = P + .12 (PMP-P ) Class (c) Structure P = PIOQ + .26 (PMP-P ) Freeboard Hydrograph Class (a) Structure P = P Q + .12 (PMP-P ) Class (b) Structure P = P + ..40 (PMP-P _) Class (c) Structure P = PMP where P = 6-hr, spillway design rainfall in inches. P n = 6-hr. 100-yr. frequency precipitation in inches. PMP = 6-hr, probable maximum precipitation in inches. Values of 6-hr., 100-yr. precipitation are taken fromNOAA Atlas 2, Precipitation-Frequency Atlas of the Western United States, Vol. XI (See Page II-A-7) Values for 6-hr, probable maximum precipitation range from 3.15 to 3.20 times PIOO- (DWP, Bulletin 195 - Rainfall Analysis for Drainage Design, Volume 1, Short Duration Precipitation Frequency Data) A value of PMP = 3.5 x PIOO is recommended for design. D. LEVEE DESIGN Freeboard allowance and design capacity of leveed works of improvement shall be computed as set forth for Class (c) structures in Item C above. IV-A-7 Rev. 5/81 TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Coefficient . _C Soi 1 Group (1) Land Use A _B C D Resi dent i al : Single Family .40 .45 .50 .55 Multi-Units .45 .50 .60 .70 Mobile homes .45 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 .40 .45 or- Commercial (2) .70 .75 .80 .85 80% Impervious Industrial (2) -.80 .85 .90 .95 90% Impervious NOTES: Group maps are available at the offices of the Department of Public Works. actual conditions deviate significantly from the tabulated impervious- ness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual impervious ness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example; Consider commercial property on D soil .-group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = 50 x 0^35 = 0.53 80 IV-A-9 APPENDIX IX-BRev. 5/81 EQLl/?r/OA/ — /00O 9OO BOO 7OO - £00 \ fee/ — so a a 7c - 7//7?e of r^/7rdV7//-22/A2/7 Append* Y-B) Z /0 — \ \ \ \ \- — 30 NOTE jFoT'NATURAL WATERSHEDsl 20 k ADD TEN MINUTES TO \ \ COMPUTED TIME OF CON- fi PCENTRATIONCENTRATION- _ — /O feet — JOO •80 70 -60 \^-50M 3000 \ \\ \ — £00 400 300 2OO /B0 -SO 40 — 30 20 /e /£ - JO • 9 8 7 £ -5 — 4- — 3 H L SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED _/^J NOMOGRAPH FOR DETERMINATION OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS DATE 12/1 f£APPFNDIX X-A Watershed D/V/cfe "/? SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES APPROVED DESIGN MANUAL__ COMPUTATION OF EFFECTIVE SLOPE FOR NATURAL WATERSHEDS DATE APPENDIX X-B TU_ A 6-14 CIVIL ENGINEERING REFERENCE MANUAL The overland flow time has been predicted by the Fed- eral Aviation Administration after analyses of airport drainage areas. t —1.8(1. l- S1/3 6.32 The distance L0 in equations 6.30 and 6.32 is the longest distance to the collection point, as shown in figure 6.16. collector collector collector Figure 6.16 Overland Flow Distances For irregularly-shaped drainage areas, it may be nec- essary to evaluate several alternative overland flow dis- tances. For example, figure 6.17 shows a drainage area with a long tongue. Although the tongue area con- tributes to the drainage area, it does lengthen the over- land flow time. Depending on the intensity-duration- frequency curve, the longer overland flow time (result- ing in a lower rainfall intensity) may offset the increase in area due to the tongue. Therefore, two runoffs need to be compared, one ignoring and the other including the tongue. The most important part of equation 6.29 is the rainfall intensity. Rainfall data can be compiled into intensity- duration-frequency curves similar to those in figure 6.18. The intensity used in equation 6.29 will depend on the time of concentration and the degree of protection desired.7 average rainfall intensity (in/hr) I 5 year 10 year 15 year duration or time to concentration tr Figure 6.18 Intensity-Duration-Frequency Curves The following steps constitute the rational method. step 1: Estimate tc. This is the sum of the overland flow and conduit flow times. tc will change the farther you get from the drainage area. step 2: Choose a value of C. If more than one area contributes to the runoff. C is weighted by the areas. step 3: Select a frequency or return period for the storm. step 4 '• Calculate or determine the average storm intensity from intensity-duration-frequency curves. step 5: Use equation 6.29 to calculate the peak flow. step 6: Use open channel flow design techniques to size the channel carrying surface water away. Example 6.6 Two adjacent fields contribute runoff to a collector whose capacity is to be determined. The intensity for a 25 minute duration is 3.9 in/hr. s1 / / 2 (^ ^ A. = 2 acres C\ = 0.35 t-j = 15 min. A2 = 4 acres C2 = 0.65 12 = 10 min. collector Figure 6.17 An Irregular Drainage Area By using intensity-duration-frequency curves to size storm sew- ers, culverts, and other channels, it is assumed that the frequen- cies and probabilities of flood damage and storms are identical. This is not generally true, but the assumption is made when other supporting data is not available. PROFESSIONAL PUBLICATIONS INC. • P.O. Box 199, San Carlos. CA 94070 -- /. 0 % o/ £u/70/S. C -.SO '• fot/•/<?/? a? f/cwf/me */? SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES APPROVED DESIGN MANUAL URBAN AREAS OVERLAND TIME OF FLOW CURVES DATE APPENDIX X-C RESIDENTIAL STREET ONE SIDE ONLY 0.4 —I I I I I I I I I 2 3 4 56789 10 DISCHARGE (C. F S.) EXAMPLE: Given: Q = 10 S= 2.5% Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s. I 20 30 40 50 SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED. GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART DATE APPENDIX X-D HYDROLOGY U.S. DEPARTMENT OF AGRICULTURE SOIL CONSERVATION SERVICE Marina-Chesterton association: Somewhat excessively drained to moderately well-drained loamy coarse sands and fine sandy loams that have a subsoil of sandy clay over a hardpan; 2 to I 5 percent slopes 33°30' R. 7 W. l^'sv^i J^M?'*^ ^ v e. *ix _£b-5PwrL>,^ft *»> •»*•." v'^vi «« --WslS^-W *r I w l|p ^w^ T^^^-v^^^^S^l*1^v^%^.Fm%x^%«fie^S^?m.« fcy-Vv^TvfcO cw^Sl^fe'«^&^^9^*«^f/^rm CbD Javw;" MT^A i / .-3 "*V—_2 -""'T^-V' ^•»i r«V,Buena o ct- •c*[f **> o *t> ~o o <s> V<*i%&8'*V f'c4o;55 •-S ~ i Cr^.4 ^ ^ *Y " - ^^^^/ O > TABLE 11.--INTERPRETATIONS FOR LAND MANAGEMENT--Continued Map symbol LfE LpB LpC LpC2 LpD2 LpE2 LrE LrE2 LrG LsE LsF Lu LvF3 Md MIC M1E MnA MnB MoA MpA2 MrG MvA MvC MvD MxA OhC OhE OhF OkC OkE PeA PeC PeC2 PeD2 PfA PfC Py Soil Las Flores-Urban land complex, 9 to 30 percent slopes: Las Posas fine sandy loam, 5 to 9 percent slopes, eroded. Las Posas fine sandy loam, 9 to 15 percent slopes, eroded. Las Posas fine sandy loam, 15 to 30 percent slopes, eroded. Las Posas stony fine sandy loam, 9 to 30 percent slopes. Las Posas stony fine sandy loam, 9 to 30 percent slopes, eroded. Las Posas stony fine sandy loam, 30 to 65 percent slopes. Loamy alluvial land-Huerhuero complex, 9 to 50 percent slopes, severely eroded: 4ecca fine sandy loam, 0 to 2 percent slopes, eroded Mottsville loamy coarse sand, wet, 0 to 2 percent slopes. Olivenhain-Urban land complex, 2 to 9 percent slopes: Olivenhain-Urban land complex, 9 to 30 percent slopes: Placentia sandy loam, thick surface, 0 to 2 percent slopes . Placentia sandy loam, thick surface, 2 to 9 percent slopes. Hydro - logic group D D D D D D D D D D C C B D D D SI B B B B D A A A D D D D D D D • D D D D D D D D Erodibility Moderate 2 Moderate 2 Moderate 2 Moderate 2 Moderate 1 Moderate 1 — Moderate 1 — Moderate 2 — Severe 16 Severe 16 Severe 16 Severe 16 Severe 16 Severe 2 QpVAT*f» ? Severe 2 Severe 16 Severe 16 Severe 16 Severe 16 Moderate 2 Limitations conversio from brush grass Slight. Slight. Slight. Slight. Slight. Moderate Moderate Moderate Moderate Moderate Slight. Severe . Severe. Slight. Slight. Severe . Slight. Slight. Slight. Slight. Slight. Slight. Moderate Slight. Slight. Slight. Slight. Slight. Slight. See footnotes at end of table. 36 TABLE 11.--INTERPRETATIONS FOR LAND MANAGEMENT--Continued !' Sj 1 CaD2 CbB CbC CbD CbE CcC tcE CeC CfB CfC CfD2 <*$ ChA ChB CkA C1D2 C1E2 C1G2 CmE2 ( CnE2 CnG2 Co Cr CsB CsC CsD CtE CtF CuE CuG CvG DaC DaD DaE DaE2 DaF Soil Calpine coarse sandy loam, 9 to 15 percent slopes, eroded. Carlsbad gravelly loamy sand, 15 to 30 percent slopes Chesterton fine sandy loam, 9 to 15 percent slopes, eroded. Chesterton-Urban land complex, 2 to 9 percent slopes: Cieneba coarse sandy loam, 5 to 15 percent slopes, eroded . Cieneba coarse sandy loam, 15 to 30 percent slopes, eroded . Cieneba coarse sandy loam, 30 to 65 percent slopes, eroded. Cieneba rocky coarse sandy loam, 9 to 30 percent slopes, eroded. Cieneba very rocky coarse sandy loam, 30 to 75 percent slopes. Cieneba- Fallbrook rocky sandy loams, 9 to 30 percent slopes, eroded: Cieneba- Fallbrook rocky sandy loams, 30 to 65 percent slopes, eroded: Ca 1 1 Vi-ivinV - Corralitos loamy sand, 0 to 5 percent slopes Crouch coarse sandy loam, 30 to 50 percent slopes Crouch rocky coarse sandy loam, 5 to 30 percent slopes. Crouch rocky coarse sandy loam, 30 to 70 percent slopes. Crouch stony fine sandy loam, 30 to 75 percent slopes. Diablo clay, 9 to 15 percent slopes Diablo clay, 15 to 30 percent slopes Diablo clay, 15 to 30 percent slopes, eroded Hydro - logic group B C C C C D JD- 'A D D D •:."1* P C C C B B B B B B C B C D A A A A B B B B B D D D D D Erodibility Moderate 2 — Severe 2 Severe 16 Severe 16 Moderate 2 — Severe 16 Severe 16 Severe 1 Severe 16 Severe 1 Severe 16 Severe 16 Seve re 1 Moderate 2 Severe 2 Severe 2 Qf»vpTP 9 - Severe 16 Severe 16 Slight S 1 i ffht Moderate 1 Limitations for conversion from brush to grass Slight. 4/ Slight. Slight. Slight. Slight. Slight. Slight. Moderate . Slight. Slight. Moderate . Severe . Severe . Severe. Severe. Severe. Severe . Severe . Severe. Severe . Slight. Slight. Slight. Slight. Slight. Moderate . Moderate . Moderate. Moderate . Slight. I/ Slight. I/ Slight. I/ Slight. I/ Moderate. I/ footnotes at end of table. 33 Rational Method Runoff Coefficients Land Use 1 Residential Single Family Multi Units Mobile Homes Rural Commercial Industrial General Plan Designation Soil Group » Medium/Low-Medium density High density Medium-High density Low density, Open Space Commercial, Non-residential Reserve, Schools, Professional Industrial, Governmental, Public Utilities Coefficient C A .40 .45 .45 C^Orf .70 .80 B .45 .50 .50 .35 .75 .85 C .50 .60 .55 .40 .80 .90 D .55 .70 .65 .45 .85 .95 TABLE 3-2 4. The 100 year 6-hour and 24-hour precipitation values were taken from the County of San Diego Department of Public Works Flood Control Division Hydrology Manual, Section It-A. 5. Rainfall intensities for the Rational Method hydrology computations were taken from the County of San Diego Department of Public Works Flood Control Division Hydrology Manual, Appendk XI. 6. Watershed boundaries and grades for proposed storm drains were derived from 400 scale orthophoto maps with 5 foot contours produced photographically from maps prepared by Rick Engineering, Incorporated, San Diego, California. 7. A number of major creeks have been identified in the City of Carlsbad. Previous hydrologic studies conducted by Federal, County and private institutions have established 100 year peakflows for these major watercourses. Table 3-3 lists the studies available to the Master Drainage Plan Study as follows: Chapter 3 Page 14 Master Drainage and Storm Water Quality Management Plan Carlsbad, California. March 1994 33°07'30" 117°22'30" Mapped, edited, and published by the Geological Survey Control by USGS, USC&GS and U. S. Army Topography from aerial photographs by multiplex methods Aerial photographs taken 1946. Field check 1947-1948 Polyconic projection. 1927 North American-datum 10,000-foot grid based on California coordinate system, zone 6 Red tint indicates areas in which only landmark buildings are shown Dashed land lines indicate approximate location Land lines within Santa Margarita Y Las Flores grant were established by private survey \\TZD3o' APPROXIMATE MEAN DECLINATION, 1948 o: tn>—•co QI o; -*-* u-* *~O O *»- -C . 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O -C S- $ ±3 CJJ fT3 • °r-~ O ^""^ 4-* -M 13 CU O -C £ . ~ C "O ••4-> oj -M i — cu c: -r— i "aCUr— -fOCCJl O O >,CU X)CUCS-r3 OC- OL -MM</it->,c-«-«oc c -«->>• -co rt-Mt-O O CU co< — CO-CUTDCDS; ta-r- •«— -C CrcJ OfO-CCUO -MCJ-«-» -t-> -M CUC rcic:$_-r--ar3t--r- •«- en -r-cr> O O O S- C "O O CZ CX CX 13 C •f— f- <t_ . £X «C CU i-LT>S- "^^ *"" -*-*40 D.3 ~ $_ "" i- at c f~ o O O E Q . — C -i— J--M J--G •»- 1 — CU-M i- £ 4-> CU "O •«- O C S-OJ03C31COCMCU -C __4-» < — •«— O CU C CO -r-j «J CJ O «d O •«- CU O U- CM I — SICS <^4J4J^J <XO OCX 1 — -«-*cuJ- Q i — CM CO ^1- U> •fc V '-^"-^d^y~vAJ!r\i II ^Jo. **>- ^ ^h T*^^c*"."? -- ft H II«;>. pO CX ccu " cr cE cu t- 0 Lu r~, U- ^'"OC CU 0 -•->t- O-M CU II o cu «T- CO QL- r~ CX «C O r- • - '>, | C\J •r"V.>J ^ ^" . si IIucx cu 4->to 3 -0«=c CM tl cr.cu •^cu QJ ^ J » Q}S- i —c: jc J^» E "c o ~* CXCX3 r\ "^_:' o -M0 * a uo4-> •— « co ^- (— ( X X 1 — 1 Q •*— -u C- < * CO^aa QI 6-Hour Precipitation (inches) Y^/*m^/=^^M=t APPENDIX XI IV-A(-inotj /Saqout) tr\ ir\ OCO o CO II-A-2 ovO < oo- oO LU —Io o u. o CO II-A-8 OFFS1TE DRAINAGE EAST OF INTERSTATE 5 JOB . EARTH SHEET NO.OF. H CALCULATED BY . CHECKED BY SCALE DATE | — I (S — DATE r P(6) =2.7 Inches P(100) = P(50) = Project: Carlsbad J.N. : 24694 2.7 Inches 2.3 Inches File name : CRLBE100.XLS Rev. Date: 2/24/98 Prepared by: EGH Basin E1 Magn. R/W30' Area 23.2 C 0.4 0.4 cA 9.28 L 140 1890 « : 1 94 S 0.7143 0.0497 Tc 16.68 10 I 3.27 4.55 Q (cfs) 42.22 velocity 6.8 fps Use Q/2 to calculate T E3 Palm 23.56 0.45 0.45 10.60 900 1230 44 50 4.8889 0.0407 20.69 10 2.85 4.55 48.23 velocity 6.2 fps Use Q/2 to calculate T E4 Chenut. 59.81 0.4 0.4 23.92 600 1650 32 60 5.3333 0.0364 17.67 10 3.15 4.55 108.84 velocity 7.1 fps Use Q/2 to calculate T E7 Pine 27.83 0.4 0.4 11.132 750 300 48 1 6.4000 0.0033 18.60 10 3.05 4.55 50.64 velocity 2.2 fps Use Q/2 to calculate T E8 Oak 24.71 0.45 0.45 11.12 550 1300 43 51 7.8182 0.0392 13.83 10 3.69 4.55 50.59 velocity 6.2 fps Use Q/2 to calculate T T 16.68 4.63 20.69 3.31 17.67 3.87 18.60 2.27 13.83 3.49 SA 23.2 EcA 9.28 IT 16.68 21.31 I 3.27 2.79 Q (cfs) 25.92 Flow per Acre = 1.12 23.56 10.60 20.69 24.00 2.85 2.59 27.42 Flow per Acre = 1.16 59.81 23.92 17.67 21.55 3.15 2.77 66.33 Flow per Acre = 1.11 27.83 11.13 18.60 20.87 3.05 2.83 31.51 Flow per Acre = 1.13 24.71 , 11.12 13.83 17.33 3.69 3.19 35.48 Flow per Acre = 1.44 ITOTAL OFFSITE FLOWS <CFS): 1 ae.ee |/4ve. Flow per Acre = 1.19 ITOTAUAREA: 159.11 ACRES j ONSITE DRAINAGE WEST OF INTERSTATE 5 Hydrologic Computation Oak AVE. Section P(6)= 2.7 Project: Carlsbad Inches P(100) = P(50) = J.N. : 24694 2.7 Inches 2.3 Inches File name : HYDOAK.XLS P(25) = P(1 0) = 2.05 Inches 1.75 Inches Rev. Date: 3/18/98 P(2) =1.24 Inches Prepared by: EGH Basin W1b overland valley gutter curb/gutter Area | c c=A | L | n \ s j Tc | I |Q(cfs) - 3.81 3.13 - 2.9 0.55 0.55 fps 0.55 fps Travel Length Street Slope Flow Velocity Travel Time W1c overland valley gutter curb/gutter W1b&W1c 380 1.00 3.2 198 % % f/s min. - 3.13 3.03 - 4.4 0.6 0.6 fps 0.6 fps - 2.0955 190 350 190 3 2.2 1.8 1.5789 0.0063 0.0095 11.72 10 From Jefferson to Madison - 1.88 160 210 140 2 1.3 3.7 1.2500 0.0062 0.0264 10.57 10 - 4.55 - 9.53 | W1b - 4.55 - 8.54 Q = Q1 + 02 x T1/T2 T = 22. 44 (P 6 x sum (CA)/Q) * i.ss 1= 7.44xPsxT^o.64s W2/3 overland curb/gutter - 10.4 3.8 W1b& W1C&W2/3 0.6 0.6 fps - 6.24 150 1,070 1 12 0.6667 0.0112 12.62 10 - 4.55 - 28.39 Q = Q1 + 02x11/12 T = Longest 1 = 7.44 x Ps* T-^OMS W1d overland valley gutter curb/gutter - 3.89 3.44 2.7 0.7 0.7 fps 0.7 fps - 2.723 - 190 400 140 1.8 2.7 1 0.9474 0.0068 0.0071 10.10 10 - - 4.55 - - 12.39 - W1b & W1c & W2/3 & W1d Q = 01 + 02 x T1/T2 Travel Length Street Slope Flow Velocity Travel Time 380 1 3.8 1.67 feet % f/s mm. From Madison to Roosevelt W1b & W1c & W2/3 & W1d &W3/2 W3/2 overland valley gutter curb/gutter - 8.48 2.6 2.9 0.5 0.5 fps 0.5 fps - 4.24 - 265 420 630 0.5 2 4.1 0.1887 0.0048 0.0065 |W1b & W1c & W2/3 & W1d 30.64 10 - - 4.55 - - 19.29 - T | EA ZcA | ST I | Q (cfs) 11.72 1.86 1.09 - 3.81 3.81 - 2.10 2.10 11.72 13.58 14.68 - 3.73 3.55 - 7.82 7.44 1/2 Res. & 1/2 Co/ran. Flow per Acre = 1.95 Adjusted Time Adjusted Intensity 16.66 | | 3.27 7.44 10.57 1.16 0.53 - 3.13 3.13 - 1.88 1.88 10.57 11.72 12.25 - 4.11 3.99 - 7.71 7.49 1/3 Res. & 2/3 Comm. Flow per Acre = 2.39 12.97 16.72 3.27 12.62 4.69 - 10.4 - 6.24 12.62 17.31 - 3.19 1/3 Res. & 2/3 Comm. Flow per Acre = - 19.93 192 32.61 17.31 3.19 10.10 1.94 0.86 - 3.89 3.89 - 2.72 2.72 10.10 12.04 12.91 - 4.04 3.86 - 10.99 10.51 Commercial Flow per Acre- 2.70 40.81 Adjusted Time Adjusted Intensity 18.98 | 13.56 | 3.01 40.81 30.64 2.69 3.62 - 8.48 8.48 - 4.24 4.24 30.64 33.33 36.95 - 2.09 1.96 - 8.87 8.30 Hydrologic Computation Oak AVE. Section 2.7 InchesP(6) = Project: Carlsbad P(100) = P(50) = 2.7 2.3 Inches Inches P(25) = P(10) = 2.05 1. 75 Inches Inches File name : HYDOAK.XLS Rev. Date: 3/18/98 P(2) = 1.24 Inches Prepared by: EGH Basin | Area | cz cA | L j H \ 5 j Tc | I Q(cfs) Q = Q1 + Q2xT1/T2 T = 22. 44_(P 6 x sum (CA)/Q) * t.ss /= 7.44xPs*7~"-os«5 JC#1 Pipe size Pipe length Pipe slope Flow Velocity Travel Time 30 590 1 9.17 1.07 W3/3& W1e& W1f W3/3 overland curb/gutter - 4.41 2.1 inches feet % f/s min.jW1b & W1c & W2/3 & W1d &W3/2 0.6 0.6 fps 160 3 1.8750 9.23 2.646 750 2 0.0027 10 4.55 12.04 Travel length Street slope Flow Velocity Travel Time W1e overland curb/gutter 190 1 3.3 0.96 feet % f/s min. From Tyler to State | W3/3 - 1.03 3.1 0.7 0.7 fps 260 1.5 0.5769 13.94 0.721 320 5.5 0.0172 10 4.55 3.28 Q = Q1 + 02x11/12 T = Longest 1= 7.44xP6xTwis Travel length Streets/ope Flow Velocity Travel Time W1f overland valley gutter 200 1 3.4 0.98 feet % f/s min. From Tyler to End of Oak |W3/S & W1e - 1.14 1.73 0.7 0.7 fps 80 0.7 0.8750 6.73 0.798 400 1 0.0025 10 4.55 3.63 0 = 01 + 02x11/12 T = Longest 1 = 7.44 x Pe* 7"«-o.6« (W1b&W1c&W2/3&W1d&W3/2) + (W3/3 & W1e &W1f) 0 = 01 + 02x11/12 T = Longest 1= 7.44xPe*T^.e45 Pipe size Pipe length Pipe slope Flow Velocity Travel Time 36 50 0.6 11.3 0.07 inches feet % f/s mm.|(W1b4W1c&W2/34W1diW3/2)+ (W3/3&W1elW1f) T ZA | EcA ST |[ | Q (cfs) 45.07 24.79 2.53 A djusted Time A djusted Intensity 25.86 | 18.28 \ 2.46 9.23 9.23 5.95 4.41 2.65 15.19 3. - 47 9.19 1/3 Res. & 2/3 Comm. Flow per Acre = 2.08 Adjusted Time Adjusted Intensity 16.15 2.75 | 3.34 | 9.19 13.94 13.94 1.72 1.03 0.72 15.66 3.41 2.46 Commercial Flow per Acre- 2.38 11.60 16.15 3.34 Adjusted Time Adjusted Intensity 17.13 | 3.61 3. 6.73 6.73 3.85 1.14 0.80 10.59 4 22 | ff.60 - 39 3.50 Commercial Flow per Acre = 3.07 14.17 17.13 3.22 55.93 25.86 2.46 Adjusted Time Adjusted Intensity 25.93 | 22.73 | 2.46 | 55.93 Hydrologic Computation Oak AVE. Section P(6)= 2.7 Project: Carlsbad Inches P(1 00) = P(50) = J.N. : 24694 2. 7 Inches 2.3 Inches File name : HYDOAK.XLS P(25) = P(1 0) = 2.05 Inches 1. 75 Inches Rev. Date: 3/18/98 P(2) =1.24 Inches Prepared by: EGH Basin W20 overland curb/gutter Earth. Chan. Area | <z | cA [ L | H ] S JTc| I | Q (cfs) - 5.54 5.4 1.8 0.4 0.4 fps 0.4 fps - 2.216 - 200 300 360 0.5 12 2.4 0.2500 0.0400 0.0067 28.27 10 - - 4.55 - - 10.08 - 0 = 01 + Q2xT1/T2 T = 22. 44 (P 6 x sum <CA)/Q) * (.» /= 7.44xPfxT*j>ea W21 overland curb/gutter - 2.25 4.6 0.4 0.4 fps - 0.9 130 300 1.6 12.2 1.2308 0.0407 13.41 10 - 4.55 - 4.09 JC#2 0 = 01 + 02x11/12 T = Longest 1= 7.44xPt,T'j>.Ms ADD W19 W19 overland curb/gutter T | EA | EcA IT | I | Q (cfs) 28.27 0.93 3.33 - 5.54 5.54 - 2.22 2.22 28.27 29.20 32.53 - 2.28 2.13 - 5.05 4.71 Residential Flow per Acre = 0.85 59.69 27.07 2.39 13.41 1.09 - 2.25 - 0.90 13.41 14.49 - 3.58 - 3.22 Residential Flow per Acre = 1.43 I 25.84 | MM 27.07 2.39 - 10.38 2.2 0.4 0.4 fps - 4.152 300 1,370 6.5 2.2 2.1667 0.0016 16.87 10 - 4.55 - 18.89 16.87 10.38 - 10.38 - 4.15 16.87 27.25 - 2.38 - 9.89 Residential Flow per Acre = 0.95 Q = 01 + 02 x T1/T2 T = 22. 44 (P 6 x sum (CAjfQ) » (.55 /= 7.44 x Pet 7"«-o.s« ADD W37 W37 overland Earthen Swale RxR Track Use 1/4 of calculated Q - 16.90 0.62 0.3 0.3 fps - 5.0689 100 3680 3.5 1 3.5000 0.0003 9.49 10 - 4.55 - 23.06 Total Flows Between Oak and Chestnut 0 = 01 + Q2X/M2 T =Longest 1= 7.44 xPe* r--o.«5 71.67 27.11 2.39 9.49 98.92 - 16.90 - 5.07 9.49 Use 20.00 - 2.91 - 14.75 Open Space RxR Track Flow per Acre = 0.87 27.11 2.39 PROJECT: DATE: 02-20-1998 PIPE FLOW TIME: 15:56:17 Diameter (inches) ... 30 Mannings n .012 Slope (ft/ft) 0.0103 Q (cfs) 45.07 depth (ft) 2.50 depth/diameter ... 1.00 Velocity (fps) 9.18 Velocity head 1.31 Area (Sq. Ft.) 4.91 Critical Depth 2.23 Critical Slope ... 0.0091 Critical Velocity ... 9.76 Froude Number 0.00 PROJECT: DATE: 02-20-1998 PIPE FLOW TIME: 16:00:38 Diameter (inches) 36 Mannings n .012 Slope (ft/ft) 0.0100 Q (cfs) 55.93 depth (ft) 1.98 depth/diameter ... 0.66 Velocity (fps) 11.29 Velocity head 1.98 Area (Sq. Ft.) 4.96 Critical Depth 2.42 Critical Slope ... 0.0061 Critical Velocity ... 9.14 Froude Number 1.51 PINE ELEMENTARY SCHOOL JEFFERSON ST Q ROOSEVELT ST REACH #5 ' EXIST. EARTHEN CHANNf I R£ACH EXIST. SILTATION BASIN E A R T H TECH SAN DtCO, C#t 02131 STORM DRAIN ANALYSIS PLUS Original version by Los Angeles County Public Works n -tions Copyrighted by CIVILSOFT, 1986, 1987, 1989 Version Serial Number Aug 23, 1999 20:14:42 Input file : sdnrev.dat Output file: sdnrev.out INPUT FILE LISTING T1 T2 T3 SO R JX R JX R JX R JX R JX R JX R JX R JX R JX R JX R JX R JX R JX R JX R JX R STORM DRAIN ALONG SDNR right-of-way. Outfall to Oak J.N. 24694.05 FILE NO. C:\SP\DATA\SDNR\SDNR1.DAT, 84"/54" FLOWS STATION 334. 434. 442. 467. 471. 947. 951. 1349. 1353. 1959. 1963. 2071. 2075. 2213. 2217. 2315. 2319. 2648. 2652. 3094. 3098. 3709. 3713. 4110. 4114. 4406. 4420. 4440. 4444. 4878. 4882. 5348. 5352. 5786. 68 68 93 23 23 62 62 27 27 55 55 28 28 41 41 95 95 00 00 00 00 80 80 55 55 33 33 33 33 00 00 00 00 08 5790.08 R JX SH 5840.33 5844.33 ELEV. 1 7 8 8 12 15 15 17 17 20 21 21 21 21 22 22 22 22 22 23 23 24 24 24 25 25 25 25 26 28 28 29 29 30 30 30 31 .00 .95 .00 .12 .50 .30 .33 .68 .88 .91 .11 .44 .64 .92 .12 .22 .42 .75 .95 .39 .59 .20 .40 .80 .00 .30 .60 .80 .00 .17 .37 .30 .40 .46 .79 .84 .84 CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 14 14 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 9 9 5 5 5 5 5 5 5 5 5 .045 7.00 .045 .012 .012 .012 .012 .012 .012 2 .012 39.84 .00 19.50 90.00 .012 .012 .012 10 .012 41.00 .00 30.63 00.01 .012 .012 .012 .012 .012 .012 .012 .012 8.00 .00 35.00 90.00 .012 .00 .00 .00 .00 0 1 .012 17.93 .00 34.46 .00 90.00 .00 .012 .00 .00 .00 .00 0 1 .012 5.10 .00 26.60 .00 90.00 .00 .012 .00 .00 .00 .00 0 1 10.012 9.62 256.99 30.50 25.50 90.00 45.00 .015 .015 .012 .012 .012 .012 .012 3 .012 12.86 32.35 65.00 .012 1 .012 16.67 37.00 90.00 0 CARD SECT CODE NO SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y<8) TYPE PIERS WIDTH DIAMETER WIDTH DROP PAGE 1 Y(9) Y(10) CD CD CD CD CD CD CD CD CD CD CD CD CD 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 0 OHEADING LINE 0 OHEADING LINE 0 OHEADING LINE 0 1 0 0 ELEMENT NO 0 ELEMENT NO 0 ELEMENT NO 0 ELEMENT NO 0 ELEMENT NO 0 ELEMENT NO 0 ELEMENT NO 0 ELEMENT NO 0 ELEMENT NO 0 NO 1 IS - NO 2 IS - NO 3 IS - .50 .00 .00 .00 2.00 2.50 3.00 5.50 4.50 7.00 5.00 4.00 3.00 3.00 5.25 7.00 3.50 8.00 16.50 5.00 12.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 7.50 1.50 1.50 .00 PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING STORM DRAIN ALONG SDNR right-of-way. Outfall to Oak J.N. 24694.05 FILE NO. C:\SP\DATA\SDNR\SDNR1.DAT, 84"/54" FLOWS STATION ELEV. CD# CD# "n" Q-Latl Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 PAGE NO WATER SURFACE PROFILE - ELEMENT CARD LISTING 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 334.68 1.00 14 2 IS A REACH * * * U/S DATA STATION INVERT SECT N 434.68 7.95 14 .045 3 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 442.93 8.00 12 0 0 .012 .0 4 IS A REACH * * * U/S DATA STATION INVERT SECT N 467.23 8.12 12 .012 5 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 471.23 12.50 12 0 0 .012 .0 6 IS A REACH * * * U/S DATA STATION INVERT SECT N 947.62 15.30 12 .012 7 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 951.62 15.33 12 0 0 .012 .0 8 IS A REACH * * * U/S DATA STATION INVERT SECT N 1349.27 17.68 12 .012 9 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 1353.27 17.88 12 2 0 .012 39.8 W S ELEV 7.00 RADIUS ANGLE .00 .00 * * 04 INVERT-3 INVERT-4 PHI 3 .0 .00 .00 .00 RADIUS ANGLE .00 .00 * * 04 INVERT-3 INVERT-4 PHI 3 .0 .00 .00 .00 RADIUS ANGLE .00 .00 * * 04 INVERT-3 INVERT-4 PHI 3 .0 .00 .00 .00 RADIUS ANGLE .00 .00 * * 04 INVERT-3 INVERT-4 PHI 3 .0 19.50 .00 90.00 ANG PT MAN H .00 0 PHI 4 .00 ANG PT MAN H .00 0 PHI 4 .00 ANG PT MAN H .00 0 PHI 4 .00 ANG PT MAN H .00 0 PHI 4 .00 PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING 0 ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1959.55 20.91 12 .012 0 ELEMENT NO 11 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 1963.55 21.11 12 0 0 .012 .0 .0 P ' "MENT NO 12 IS A REACH. * * * U/S DATA STATION INVERT SECT N 2071.28 21.44 12 .012 0 ELEMENT NO 13 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 2075.28 21.64 12 10 0 .012 41.0 .0 0 ELEMENT NO 14 IS A REACH * * * U/S DATA STATION INVERT SECT N 2213.41 21.92 12 .012 0 ELEMENT NO 15 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 2217.41 22.12 12 0 0 .012 .0 .0 0 ELEMENT NO 16 IS A REACH * * * U/S DATA STATION INVERT SECT N 2315.95 22.22 12 .012 0 ELEMENT NO 17 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 2319.95 22.42 12 0 0 .012 .0 .0 0 ELEMENT NO 18 IS A REACH * * * U/S DATA STATION INVERT SECT N 2648.00 22.75 12 .012 0 ELEMENT NO 19 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 2652.00 22.95 12 0 0 .012 .0 .0 1 0 WATER SURFACE PROFILE - ELEMENT CARD LISTING MENT NO 20 IS A REACH * * * U/S DATA STATION INVERT SECT N 3094.00 23.39 12 .012 0 ELEMENT NO 21 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 3098.00 23.59 12 0 0 .012 8.0 .0 0 ELEMENT NO 22 IS A REACH * * * U/S DATA STATION INVERT SECT N 3709.80 24.20 12 .012 0 ELEMENT NO 23 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 Q4 3713.80 24.40 12 1 0 .012 17.9 .0 0 ELEMENT NO 24 IS A REACH * * * U/S DATA STATION INVERT SECT N 4110.55 24.80 12 .012 0 ELEMENT NO 25 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 4114.55 25.00 12 1 0 .012 5.1 .0 0 ELEMENT NO 26 IS A REACH * * * U/S DATA STATION INVERT SECT N 4406.33 25.30 12 .012 0 ELEMENT NO 27 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 4420.33 25.60 12 1 10 .012 9.6 256.9 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS 0 CIEMENT NO 28 IS A REACH * * * U/S DATA STATION INVERT SECT N 4440.33 25.80 9 .015 1 0 WATER SURFACE PROFILE - ELEMENT CARD LISTING .00 * INVERT-3 INVERT-4 .00 .00 RADIUS .00 * INVERT-3 INVERT-4 30.63 .00 RADIUS .00 * INVERT-3 INVERT-4 .00 .00 RADIUS .00 * INVERT-3 INVERT-4 .00 .00 RADIUS .00 * INVERT-3 INVERT-4 .00 .00 RADIUS .00 * INVERT-3 INVERT-4 35.00 .00 RADIUS .00 * INVERT-3 INVERT-4 34.46 .00 RADIUS .00 * INVERT-3 INVERT-4 26.60 .00 RADIUS .00 * INVERT-3 INVERT-4 930.50 25.50 RADIUS .00 .00 .00 PHI 3 PHI 4 .00 .00 ANGLE ANG PT MAN H .00 .00 0 * PHI 3 PHI 4 .01 .00 ANGLE ANG PT MAN H .00 .00 0 it PHI 3 PHI 4 .00 .00 ANGLE ANG PT MAN H .00 .00 0 * PHI 3 PHI 4 .00 .00 ANGLE ANG PT MAN H .00 .00 0 * PHI 3 PHI 4 .00 .00 PAGE NO 4 ANGLE ANG PT MAN H .00 .00 0 * PHI 3 PHI 4 90.00 .00 ANGLE ANG PT MAN H .00 .00 0 * PHI 3 PHI 4 90.00 .00 ANGLE ANG PT MAN H .00 .00 0 * PHI 3 PHI 4 90.00 .00 ANGLE ANG PT MAN H .00 .00 0 •ft PHI 3 PHI 4 90.00 45.00 ANGLE ANG PT MAN H .00 .00 0 PAGE NO 5 0 ELEMENT NO 29 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 4444.33 26.00 900 .015 .0 .0 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS r " -MENT NO 30 IS A REACH * * * U/S DATA STATION INVERT SECT N 4878.00 28.17 5 .012 0 ELEMENT NO 31 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 4882.00 28.37 500 .012 .0 .0 0 ELEMENT NO 32 IS A REACH * * * U/S DATA STATION INVERT SECT N 5348.00 29.30 5 .012 0 ELEMENT NO 33 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 Q4 5352.00 29.40 500 .012 .0 .0 0 ELEMENT NO 34 IS A REACH * * * U/S DATA STATION INVERT SECT N 5786.08 30.46 5 .012 0 ELEMENT NO 35 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 5790.08 30.79 530 .012 12.9 .0 0 ELEMENT NO 36 IS A REACH * * * U/S DATA STATION INVERT SECT N 5840.33 30.84 5 .012 0 ELEMENT NO 37 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 5844.33 31.84 5 1 0 .012 16.7 .0 1 0 WATER SURFACE PROFILE - ELEMENT CARD LISTING MENT NO 38 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT 5844.33 31.84 5 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING INVERT-3 INVERT-4 .00 .00 RADIUS .00 * INVERT-3 INVERT-4 .00 .00 RADIUS .00 * INVERT-3 INVERT-4 .00 .00 RADIUS .00 * INVERT-3 INVERT-4 32.35 .00 RADIUS .00 * INVERT-3 INVERT-4 37.00 .00 W S ELEV .00 PHI 3 PHI 4 .00 .00 ANGLE ANG PT MAN H .00 .00 0 * PHI 3 PHI 4 .00 .00 ANGLE ANG PT MAN H .00 .00 0 * PHI 3 PHI 4 .00 .00 ANGLE ANG PT MAN H .00 .00 0 * PHI 3 PHI 4 65.00 .00 ANGLE ANG PT MAN H .00 .00 0 * PHI 3 PHI 4 90.00 .00 PAGE NO 6 1 ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC WATER SURFACE PROFILE LISTING STORM DRAIN ALONG SDNR right-of-way. Outfall to Oak J.N. 24694.05 FILE NO. C:\SP\DATA\SDNR\SDNR1.DAT, 84"/54" FLOWS STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH PAGE 1 0 STATION INVERT ELEV 0 L/ELEM SO SF AVE HF HGT/ BASE/ ZL NO AVBPR DIA ID NO. PIER NORM DEPTH ZR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 334.68 2.29 336.97 2.19 339.16 2.08 341.25 1.97 343.22 1.86 345.08 1.74 346.82 1.62 348.44 1.00 .06950 1.16 .06950 1.31 .06950 1.46 .06950 1.59 .06950 1.72 .06950 1.84 .06950 1.96 6.00 5.82 5.64 5.47 5.30 5.13 4.97 4.82 7.00 6.98 6.95 6.92 6.89 6.86 6.82 6.77 453.0 453.0 453.0 453.0 453.0 453.0 453.0 453.0 4.58 4.80 5.03 5.28 5.54 5.81 6.09 6.39 .33 .00402 .36 .00457 .39 .00519 .43 .00590 .48 .00672 .52 .00764 .58 .00869 .63 7.33 .01 7.33 .01 7.34 .01 7.36 .01 7.37 .01 7.38 .01 7.39 .01 7.41 .00 .00 .00 .00 .00 .00 .00 .00 3.75 3.75 3.75 3.75 3.75 3.75 3.75 3.75 2.87 2.87 2.87 2.87 2.87 2.87 2.87 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 7.50 7.50 7.50 7.50 7.50 7.50 7.50 7.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 p****' 0 0 0 0 0 0 0 0 *** .oc .oc .0( .01 .01 .0( .Oi .0( 0 .10 0 348.54 .06950 1.96 4.81 6.77 453.0 .00929 .00 6.41 .64 7.41 .00 3.75 2.87 8.00 7.50 OHYDRAULIC JUMP 0 348.54 0 24.38 72.92 U 11.78 1 1.96 .06950 3.66 .06950 2.84 2.75 4.80 6.41 453.0 453.0 STORM DRAIN ALONG SDNR 0 STATION 0 L/ELEM 0 384.70 0 8.13 0 392.83 0 6.39 0 399.22 0 5.35 0 404.58 0 4.66 0 409.23 0 4.15 0 413.39 0 3.77 0 417.15 0 3.46 r 20.61 3.20 0 423.81 0 2.98 0 426.79 0 2.79 0 429.58 0 2.63 1 INVERT ELEV SO 4.48 .06950 5.04 .06950 5.49 .06950 5.86 .06950 6.18 .06950 6.47 .06950 6.73 .06950 6.97 .06950 7.19 .06950 7.40 .06950 7.60 .06950 DEPTH OF FLOW J.N. 24694.05 STATION ELEV. W.S. ELEV FILE NO. CD# CD# Q 13.58 2.87 7.67 .00 .07749 1.89 14.18 3.13 9.53 .00 .08796 1.04 WATER SURFACE PROFILE LISTING right-of-way. Outfall to Oak 3.75 3.75 2.87 2.87 8.00 8.00 7.50 7.50 1.50 1.50 0 1.50 1.50 0 1.50 1.50 0 1.50 PAGE .00 .00 .00 2 C:\SP\DATA\SDNR\SDNR1.DAT, 84"/54" FLOWS "n" Q-Lat1 Q-Lat2 INV.1 INV. VEL VEL ENERGY SUPER HEAD GRD.EL. ELEV .2 Ang.1 CRITICAL DEPTH Ang.2 HGT/ DIA BASE/ ID NO. ZL NO PIER AVBPR SF AVE HF NORM DEPTH ZR 2.65 2.56 2.47 2.38 2.30 2.22 2.14 2.06 1.99 1.91 1.84 7.13 7.60 7.96 8.24 8.48 8.69 8.87 9.03 9.18 9.31 9.44 453.0 14.88 3.44 10.57 .00 3.75 8.00 7.50 1.50 0 .00 453.0 453.0 453.0 453.0 453.0 453.0 453.0 453.0 453.0 453.0 .10041 .82 15.60 3.78 11.39 .00 .11466 .73 16.36 4.16 12.12 .00 .13096 .70 17.16 4.58 12.82 .00 .14962 .70 18.00 5.04 13.52 .00 .17099 .71 18.88 5.54 14.23 .00 .19546 .74 19.80 6.09 14.96 .00 .22351 .77 20.77 6.70 15.73 .00 .25566 .82 21.78 7.37 16.55 .00 .29252 .87 22.84 8.11 17.42 .00 .33481 .93 23.96 8.92 18.36 .00 .38334 1.01 WATER SURFACE PROFILE LISTING 3.75 3.75 3.75 3.75 3.75 3.75 3.75 3.75 3.75 3.75 2.87 2.87 2.87 2.87 2.87 2.87 2.87 2.87 2.87 2.87 2.87 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 7.50 7.50 7.50 7.50 7.50 7.50 7.50 7.50 7.50 7.50 1.50 1.50 0 1.50 1.50 0 1.50 1.50 0 1.50 1.50 0 1.50 1.50 0 1.50 1.50 0 1.50 1.50 0 1.50 1.50 0 1.50 1.50 0 1.50 1.50 0 1.50 PAGE .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 3 STORM DRAIN ALONG SDNR right-of-way, Outfall to Oak 0 STATION 0 L/ELEM INVERT ELEV SO ******* ****Kwirit it it it rcrt 0 432.20 7.78 0 2.48 0 434.68 OJUNCT STR 0 442.93 OJUNCT STR 0 442.93 0 24.30 0 467.23 f T STR 0 471.23 OJUNCT STR 0 471.23 .06950 7.95 .00606 8.00 .00606 8.00 .00494 8.12 1.09500 12.50 1.09500 12.50 DEPTH OF FLOW J.N. 24694.05 STATION ELEV. W.S. ELEV FILE NO. CD# CD# Q 1.77 1.71 3.40 3.40 3.34 4.97 4.97 9.55 453.0 9.66 11.40 11.40 11.46 17.48 17.47 453.0 453.0 453.0 453.0 453.0 453.0 C:\SP\DATA\SDNR\SDNR1.DAT, 84"/54" FLOWS "n" Q-Lat1 Q-Lat2 INV.1 INV VEL VEL ENERGY SUPER HEAD GRD.EL. ELEV SF AVE HF 25.13 9.81 19.36 .00 .43905 1.09 26.35 10.79 20.45 .00 .02613 .22 24.43 9.28 20.68 .00 .01892 .00 24.43 9.28 20.68 .00 .01949 .47 24.97 9.69 21.15 .00 .01297 .05 15.49 3.73 21.20 .00 .00588 .00 15.49 3.73 21.20 .00 .2 Ang.1 CRITICAL DEPTH 3.75 3.75 5.59 5.59 5.59 5.59 5.59 Ang.2 NORM DEPTH 2.87 5.35 HGT/ DIA 8.00 8.00 7.00 7.00 7.00 7.00 7.00 BASE/ ID NO. 7.50 7.50 .00 .00 .00 .00 .00 ZL NO PIER ZR 1.50 0 1.50 1.50 0 1.50 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 AVBPR .00 .OC .OC .OC .0( .0( .0( 0 132.55 .00588 0 603.78 13.28 0 343.84 .00588 0 947.62 15.30 0. "T STR .00750 51.62 15.33 0 240.98 .00591 0 1192.60 16.75 0 131.95 .00591 1 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG SDNR right-of-way. Outfall to Oak J.N. 24694.05 FILE NO. C:\SP\DATA\SDNR\SDNR1.DAT, 84"/54" FLOWS STATION ELEV. CD# C0# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH 4.97 4.98 4.99 5.09 18.25 20.28 20.32 21.84 453.0 15.49 453.0 15.47 453.0 15.43 453.0 15.12 .00588 3.73 .00587 3.72 .00585 3.70 .00569 3.55 .00527 .78 21.98 2.02 24.00 .02 24.02 1.37 25.39 .70 .00 .00 .00 .00 5.59 5.59 5.59 5.59 4.97 7.00 4.97 7.00 7.00 4.96 7.00 4.96 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 PAGE .00 .00 .00 .00 4 HGT/ BASE/ ZL NO AVBPR DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR ************************************************************** 0 1324.55 17.53 0 24.72 .00591 0 1349.27 17.68 OJUNCT STR .05000 0 1353.27 17.88 0 248.77 .00500 0 1602.04 19.12 0 101.10 .00500 0 1703.13 19.63 0 18.98 .00500 0 1722.12 19.72 OHYDRAULIC JUMP "22.12 19.72 237.43 .00500 0 1959.55 20.91 OJUNCT STR .05000 0 1963.55 21.11 0 30.20 .00306 0 1993.75 21.20 0 77.53 .00306 0 2071.28 21.44 OJUNCT STR .05000 1 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG SDNR right-of-way, Outfall to Oak J.N. 24694.05 FILE NO. C:\SP\DATA\SDNR\SDNR1.DAT, 84"/54" FLOWS STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 0 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH 5.33 5.59 6.96 6.35 5.97 5.89 4.85 4.73 5.35 5.62 5.80 22.86 23.27 24.84 25.47 25.60 25.62 24.58 25.64 26.46 26.82 27.24 453.0 453.0 413.2 413.2 413.2 413.2 413.2 413.2 413.2 413.2 413.2 14.42 13.75 10.74 11.27 11.82 11.95 14.52 14.95 13.08 12.47 12.13 3.23 .00474 2.94 .00393 1.79 .00324 1.97 .00323 2.17 .00337 2.22 3.27 .00541 3.47 .00485 2.66 .00390 2.42 .00360 2.29 .00303 26.09 .12 26.21 .02 26.64 .81 27.44 .33 27.77 .06 27.84 27.85 1.28 29.11 .02 29.12 .12 29.24 .28 29.52 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 5.59 5.59 5.35 5.35 5.35 5.35 5.35 5.35 5.35 5.35 5.35 7.00 4.96 7.00 7.00 4.93 7.00 4.93 7.00 4.93 7.00 7.00 4.93 7.00 7.00 7.00 7.00 7.00 7.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 0 0 0 0 0 0 0 PAGE .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 5 HGT/ BASE/ ZL NO AVBPR DIA ID NO. PIER 0 L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 7.00 .00 .00 0 .00 .00 0 2075.28 21.64 6.80 0 138.13 .00203 0 2213.41 21.92 6.89 0 .00 .00203 0 2213.41 21.92 6.89 OJUNCT STR .05000 "*" 0 ?217.41 22.12 6.65 98.54 .00102 0 ^315.95 22.22 6.84 OJUNCT STR .05000 0 2319.95 22.42 6.60 28.44 372.2 9.75 28.81 372.2 9.70 1.48 .00258 1.46 .00261 28.81 372.2 9.70 1.46 2-1 '-=* °' ^ * >-4k .00256 2$srf 372.2 9.85 1.51 f\A£> .00254 29.91 .00 .36 30.27 .00 .00 30.27 .00 .01 30.28 .00 .25 5.09 5.09 5.09 5.09 5.09 7.00 7.00 7.00 29x06' 372.2 9.73 1.47 30.53 .00 4t£> .00254 .01 29^02" 372.2 9.90 1.52 30.54 .00 5.09 7.00 .00 .00 0 .OC .00 7.00 .00 .00 0 .OC .00 7.00 .00 .00 0 .OC .00 7.00 .00 .00 0 .OC .00 7.00 .00 .00 0 .OC 0 197.87 0 2517.82 0 130.18 0 2648.00 pl ~T STR 52.00 0 442.00 0 3094.00 OJUNCT STR 0 3098.00 0 611.80 1 .00101 22.62 .00101 22.75 .05000 22.95 .00100 23.39 .05000 23.59 .00100 7.00 7.25 29.62 30.00 372.2 372.2 .00268 .53 9.67 1.45 31.07 .00 .00288 .37 9.67 1.45 31.45 .00 5.09 5.09 7.00 7.00 7.00 7.00 .00 .00 •4- e-, i$ =f i-45"Xo. 1 -00289 .01 7.06 7.90 7.83 •:r_ K^rW- "5o. i>~ 31.29 31.42 372.2 372.2 364.2 STORM DRAIN ALONG SDNR 0 STATION INVERT ELEV DEPTH OF FLOW 0 L/ELEM SO 0 3709.80 24.20 8.91 OJUNCT STR 0 3713.80 0 396.75 0 4110.55 OJUNCT STR 0 4114.55 0 291.78 0 4406.33 OJUNCT STR 20.33 v- 20.00 0 4440.33 OJUNCT STR 0 4444.33 0 433.67 0 4878.00 OJUNCT STR 0 4882.00 0 466.00 0 5348.00 OJUNCT STR 1 .05000 24.40 .00101 24.80 .05000 25.00 .00103 25.30 .02143 25.60 .01000 25.80 .05000 26.00 .00500 28.17 .05000 28.37 .00200 29.30 .02500 8.99 9.59 9.47 9.88 10.87 10.73 10.54 8.90 8.71 8.35 J.N. 24694.05 STATION ELEV. W.S. ELEV 33.11 33.39 34.39 34.47 35.18 36.47 36.53 36.54 37.07 37.08 37.65 FILE NO. CD# CD# ' 0 364.2 346.3 346.3 341.2 341.2 74.7 74.7 74.7 74.7 74.7 74.7 STORM DRAIN ALONG SDNR 0 STATION 0 L/ELEM 0 5352.00 0 434.08 0 5786.08 OJUNCT STR 0 "=790. 08 50.25 0 5840.33 OJUNCT STR 0 5844.33 INVERT ELEV SO 29.40 .00244 30.46 .08250 30.79 .00100 30.84 .25000 31.84 DEPTH OF FLOW 8.25 7.73 7.60 7.59 6.81 J.N. 24694.05 STATION ELEV. W.S. ELEV FILE NO. CD# CD# Q 9.67 1.45 31.46 .00 .00289 1.28 9.67 1.45 32.74 .00 .00283 .01 9.46 1.39 32.81 .00 .00277 1.69 WATER SURFACE PROFILE LISTING right-of-way, Outfall to Oak 5.09 5.09 5.03 7.00 7.00 7.00 7.00 7.00 .00 .00 .00 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 PAGE .00 .00 .00 .00 .00 6 C:\SP\DATA\SDNR\SDNR1.DAT, 84"/54" FLOWS "n" Q-Lat1 Q-Lat2 INV.1 INV VEL VEL ENERGY SUPER HEAD GRD.EL. ELEV SF AVE HF 9.46 1.39 34.51 .00 .00264 .01 9.00 1.26 34.65 .00 .00250 .99 9.00 1.26 35.64 .00 .00247 .01 8.87 1.22 35.69 .00 .00243 .71 8.87 1.22 36.40 .00 .00127 .02 5.06 .40 36.87 .00 .00291 .06 5.06 .40 36.92 .00 .00291 .01 4.70 .34 36.88 .00 .00123 .53 4.70 .34 37.41 .00 .00123 .00 4.70 .34 37.42 .00 .00123 .57 4.70 .34 37.99 .00 .00123 .00 WATER SURFACE PROFILE LISTING right-of-way. Outfall to Oak .2 Ang.1 CRITICAL DEPTH Ang.2 NORM DEPTH 5.03 4.91 4.91 4.87 4.87 1.91 1.91 2.52 2.52 2.52 2.52 7.00 7.00 1.55 2.24 3.00 HGT/ DIA 7.00 7.00 7.00 7.00 7.00 3.00 3.00 4.50 4.50 4.50 4.50 BASE/ ID NO. .00 .00 .00 .00 .00 5.00 5.00 .00 .00 .00 .00 ZL NO PIER ZR .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 PAGE AVBPR .OC .OC .OC .00 .OC .00 .00 .00 .OC .OC .OC 7 C:\SP\DATA\SDNR\SDNR1.DAT, 84"/54" FLOWS "n" Q-Latl Q-Lat2 INV.1 INV VEL VEL ENERGY SUPER HEAD GRD.EL. ELEV .2 Ang.1 CRITICAL DEPTH Ang.2 HGT/ DIA BASE/ ID NO. ZL NO PIER AVBPF SF AVE HF NORM DEPTH ZR 37.65 38.19 38.39 38.43 38.65 74.7 4.70 .34 38.00 .00 2.52 4.50 .00 .00 0 .OC 74.7 61.8 61.8 45.1 .00123 .53 4.70 .34 38.53 .00 .00104 .00 3.89 .23 38.62 .00 .00084 .04 3.89 .23 38.67 .00 .00064 .00 2.84 .12 38.78 .00 2.52 2.29 2.29 1.94 2.80 3.40 4.50 4.50 4.50 4.50 .00 .00 .00 .00 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .OC .0( .01 .0( Hydrologic Computation CHESTNUT AVE. Section P(6)= 2.7 Inches P(100) = P(50) = Project: Carlsbad J.N. : 24694 2.7 Inches P(25) •• 2.3 Inches P(10) •• File name: HYDCHEST.XLS 2.05 Inches 1.75 Inches Rev. Date: 4/29/98 P(2):1.24 Inches Prepared by: EGH Basin E 8 & W1a E8 Oak Area | C cA | t { H 1 $ | Tc I |Q (cfs) 24.71 0.45 0.45 550 43 7.8182 13.83 3.69 11.12 1300 51 0.0392 10 4.55 50.59 velocity 6.2 fps Use Q/2 to calculate T Pipe Size Pipe Length Pipetlope Flow Velocity Travel Time W1a overland valley gutter curb/gutter 30 660 1.5 11.8 0.93 Inches feet % f/s min. From east end of Oak to Harding St. IE 8 - 6.29 3.18 4.7 0.7 0.7 fps 0.7 fps 190 2.3 1.2105 9.31 4.403 880 1.2 0.0014 10 4.55 20.03 130 2.8 0.0215 Q-Q1 + 02x11/12 T = Longest 1 = 7.44xPe,T'4.sa E 8 & W1a & W2a W2a overland curb/gutter - 5.33 2.4 0.6 0.6 fps 560 10 1.7857 17.56 3.198 420 2 0.0048 10 4.55 14.55 Q = Q1 + Q2xT1/T2 T = 22. 44 (P 6 x sum (CA)/Q) « (.55 /=7.44xP«,rv>.w5 JC#3 Pipe Size Pipe Length Street tlope Flow Velocity Travel Time 36 480 0.65 9.4 0.85 Inches feet % f/s mm. From End of Oak to Pine |E8&W1a&W2a E7 Pine 27.83 0.4 0.4 velocity 2.2 fps Pipe size Pipe Length Pipe tlope Flow Velocity Travel Time JC#4 30 550 1 9.82 0.93 Inches feet % f/s mm. E 8 & W1a & W2a & E7 750 48 6.4000 18.60 3.05 11.132 300 1 0.0033 10 4.55 50.64 Use Q/2 to calculate T From End of Pine to Harding IE 7 Q-Q1 + Q2xT1/T2 T = 22. 44(P6x sum (CA)K>) * 1.55 / = 7.44xP«,r«j.«5 T IA | IcA | IT | 13.83 13.83 3. 3.49 24.71 11.12 17.33 3. [ | Q (cfs) 69 19 35.48 Flow per Acre* 1.44 Adjusted Time Adjusted Intensity 18.28 | 3.08 | 35.48 9.31 9.31 4.61 6.29 4.40 13.92 3. 0.46 6.29 4.40 14.39 3. 67 16.18 60 15.84 Commercial Flow per Acre = 2.52 | 15.90 49.07 f8.26 3.08 17.56 17.56 2.92 5.33 3.20 20.47 2.87 9.16 1/3 Res. & 2/3 Comm. Flow per Acre = 1.72 | 19.10 |57.24 f9.09 3.00 Adjusted Time Adjusted Intensity 19.95 | 2.9f | 57.24 18.60 18.60 3. 2.27 27.83 11.13 20.87 2. 05 83 31.51 Flow per Acre - 1.13 Adjusted Time Adjusted Intensity 21.80 | 11.45 2.75 | 3f.5f 84.83 21.48 2.78 Page 1 of 8 Hydrologic Computation CHESTNUT AVE. Section P(6)= 2.7 Inches P(100) = P(50) = 2.7 2.3 Inches Inches P(25) : P(10) • Project: Carlsbad J.N. : 24694 File name : HYDCHEST.XLS 2.05 Inches 1.75 Inches Rev. Date: 4/29/98 P(2) = 1.24 Inches Prepared by: EGH Basin Area | C Pipe Size Pipe Length Pipe slope Flow Velocity Travel Time W7 overland curb/gutter 48 970 0.5 9.7 1.67 Inches feet % f/s mm. - 11.24 4.3 0.7 0.7 fps cA | t H j S | Tc | I Q(cfs) From Pine To Chestnut - 7.868 |E 8 & W1a & W2a & E7 180 5 2.7778 6.87 810 1 0.0012 10 4.55 35.79 JC#5 E 8 & W1a & W2a & E7 &W7 Q = Qf * 02x11/12 T = Longest / = 7.44 x Ft* T'4.tts E1 Magn. R/W301 23.2 0.4 0.4 velocity 6.8 fps Pipe Size Pipe Length Pipetlope Flow Velocity Travel Time W8f overland curb/gutter 30 160 0.5 7.15 0.37 Inches feet % f/s mm. - 6.32 1.4 0.4 0.4 fps 9.28 140 1 0.7143 16.68 3.27 1890 94 0.0497 10 4.55 42.22 Use Q/2 to calculate T From Magnolia To Harding - 2.528 IE1 200 1.6 0.8000 19.19 600 0.4 0.0007 10 4.55 11.50 E1&W8f Q = Qf + Q2 x T1/T2 T = 22.44 (P 6 x sum (CA)/Q) " i.ss /= 7.44xPt*T*iie4ijcm Pipe Size Pipe Length Pipetlope Flow Velocity Travel Time E 3& W9d E3 Palm 36 600 0.5 7.6 1.32 Inches feet % f/s mm. 23.56 0.45 0.45 velocity 6.2 fps Pipe Size Pipe Length Pipetlope Flow Velocity Travel Time W9d overland 24 250 0.5 8.7 0.48 Inches feet % f/s min. From Magnolia To Palm 10.60 [E i& wsf 900 44 4.8889 20.69 2.85 1230 50 0.0407 10 4.55 48.23 Use Q/2 to calculate T From Palm to Harding IE 3 -0.4 -220 1.8 0.8182 19.98 T SA | IcA | IT | ]Q (cfs) Adjusted Time Adjusted Intensity 23.15 | 32.04 | 2.65 84.83 6.87 6.87 3.14 11.24 7.87 10.01 4. - 55 35.76 Commercial Flow per Acre* 3.18 105.66 23.15 2.85 16.68 16.68 3. 4.63 23.2 9.28 21.31 2. 27 ?9 25.92 Adjusted Time Adjusted Intensity 21.88 | 9.38 | 2.76 25.92 19.19 19.19 7.14 6.32 2.53 26.34 2. - 44 6.16 Residential Flow per Acre* 0.97 30.99 23.45 2.83 Adjusted Time Adjusted Intensity 24.77 | 12.23 | 2.53 | 30.99 20.69 20.69 2. 3.31 23.56 10.60 24.00 2. 85 59 27.42 Flow per Acre - 1.16 Adjusted Time Adjusted Intensity 24.48 | 10.74 | 2. 19.98 19.98 55 27.42 • Page 2 of 8 Hydrologic Computation CHESTNUT AVE. Section P(6)= 2.7 Inches P(100) = P(50) = Project: Carlsbad J.N. : 24694 2.7 Inches P(25) = 2.05 Inches 2.3 Inches P(10) = 1.75 Inches File name : HYDCHEST XLS Rev. Date: 4/29/98 P(2) =1.24 Inches Prepared by EGH Basin curb/gutter Area 3.55 1.5 C 0.4 fps cA i. H : * Tc I Q(cfs) 1.42 330 0.3 0.0009 10 4.55 6.46 E 3 & W9d Q = Q1 + (32x11/12 T = Longest 1- 7.44xPe*T*4.e45 E 3 & W9d & E1 & W8f Q = Q1 + 02 x T1/T2 T = 22. 44(PSx sum (CA)/Q) * 1.55 /= 7.44 X Pt* T*-o.>4s JC#7 Pipe Sice Pipe Length Plpettope Flow Velocity TnvtlTime E4&W8b E4 Chenut. velocity W8b overland curb/gutter E4&W8b 42 670 0.5 8.9 1.25 Inches feet % f/s mm. from Palm to Chestnut |E 3 & W9d & E1 & W8f 59.81 0.4 0.4 600 32 5.3333 17.67 3.15 23.92 1650 60 0.0364 10 4.55 108.84 7.1 fps Use Q/2 to calculate T - 2.81 2 0.7 0.7 fps 300 5.5 1.8333 10.19 1.967 380 1.2 0.0032 10 4.55 8.95 Q = Q1 + 02x11/12 T = longest / = 7.44 x Pe* T--OHS E 3 & W9d & E1 & W8f & E4 & W8b ] Q = QI + Q2xri/T2 T = 22. 44 (P e x sum (CA)/Q) * 1.55 l = 7.44xPe,T*4»s Confluent at Chestnut and Hardinq Q = Q1 -K32x 11/12 T = Longest 1= 7.44xPe,T'*A4f JC#8 Pipe Size Pipe Length Pipe slop* Flow Velocity Travel Time W 9 a, b, c W9b overland curb/gutter 60 760 0.75 14.07 0.90^ Inches feet % f/s min. From Harding to Chestnut (Harding to Roosevelt - 3.38 3.1 0.4 0.4 fps 130 1 0.7692 15.68 1.352 700 9.6 0.0137 24.32 2.56 3.47 W9c overland -0.4 220 1.9 0.8636 19.62 T ZA ZcA ZT I Q(cfs) 3.67 3.55 1.42 23.65 2.61 3.71 Residential Flow per Acre = 1.04 12.18 | 31.10 24.48 2.55 61.72 24.83 2.53 Adjusted Time Adjusted Intensity 26.09 | | 25.18 | 2.45 \ 61.72 17.67 17.67 3.15 3.87 59.81 23.92 21.55 2.77 66.33 Flow per Acre * 1.11 10.19 10.19 3.17 2.81 1.97 13.36 3.77 7.42 25.89 7179 21.55 2.77 122.76 26.87 2.40 218.73 26.87 2.40 Adjusted Time Adjusted Intensity 27.77 | 92.92 | | 2.35 2t8.73 15.68 15.68 3.76 3.38 1.35 19.44 2.96 4.01 Residential Flow per Acre* 1.19 19.62 19.62 Page 3 of 8 Hydrologic Computation CHESTNUT AVE. Section P(6)= 2.7 Inches P(100) •• P(50) = 2.7 2.3 Inches Inches P(25): P(10) • 2.05 1.75 Inches Inches P(2).1.24 Inches Project: Carlsbad J.N. : 24694 File name : HYDCHEST XLS Rev. Date: 4/29/98 Prepared by EGH Basin curb/gutter Area 5.72 3.2 C 0.4 fps cA 2.288 t 700 H 7.8 S 0.0111 Tc 10 I 4.55 Q (cfs) 10.41 W9b, c Q = Q1 + 02x11/12 T = Longest 1= 7.44 x Pef T*4.t4f W9a overland curb/gutter 18" RCP curb/gutter - 3.7 2.2 5.1 3.1 0.4 0.4 fps fps fps - 1.48 270 800 245 170 5 4 1.22 2.09 1.8519 0.0050 0.0050 0.0123 16.86 10 4 - - - 4.55 - 6.73 W 9 a, b, c Q = Q1 + Q2 x T1/T2 T = 22.44 (PSx sum (CfVQ) A 1.K 1= 7.44 xPex 7"«-ow5 Harding to Roosevelt & W 9 a, b, c Q = Q1 + 02x11/12 T = Longest l=7.44xP<nT^<nf W 8 a, c, d W8c overland curb/gutter Field - 2.45 1.6 0.3 0.3 fps - 0.735 200 700 0.2 3 0.1000 0.0043 43.84 10 - 4.55 - 3.34 Gutter Length Gutter tlope Flow Velocity Travel Time W8d overland curb/gutter 380 1 2.1 3.02 feet % f/s min. - 1.90 2.7 0.4 0.4 fps At Chestnut and Roosevelt Intersection - 0.76 60 510 0.1 7 0.1667 0.0137 17.72 10 - 4.55 W8c - 3.46 W 8 c, d I Q = Q1 + Q2xT1/T2 T = 22. 44 (P e x sum (CA)/Q) • (.55 /= 7.44 xPe, T--OM5 W 8 a, c, d W8a overland curb/gutter W 8 a, c, d - 7.6 2 0.4 0.4 fps - 3.04 330 660 4 1 1.2121 0.0015 21.47 10 - 4.55 - 13.83 Q = Qf + 02x11/12 T = Longest 1= 7.44xPe,T-j><s45 W 18 a, b W18a overland 0.5 - 170 1.8 1.0588 13.82 T 3.65 IA ZcA IT 5.72 2.29 23.27 I 2.64 Q (cfs) 6.04 Residential Flow per Acre- 1.06 3.64 9.60 23.27 2.64 16.86 6.06 0.80 0.91 16.86 3.7 1.48 22.92 23.72 3.7 1.48 24.64 - 2.66 2.61 2.54 - 3.94 3.76 Residential Flow per Acre" 1.02 13.16 24.22 2.57 230.78 27.77 2.35 10.00 7.29 Assumed 10 minutes 10.00 2.45 0.74 17.29 - 3.20 - 2.35 Commercial Flow per Acre* 0.96 Adjusted Time Adjusted Intensity 20.31 | 0.82 2.88 2.35 17.72 3.15 17.72 1.90 0.76 20.87 - 2.83 - 2.15 Commercial Flow per Acre* 1.13 4.44 20.98 2.82 21.47 5.50 21.47 7.6 3.04 26.97 - 2.40 - 7.29 Residential Flow per Acre* 0.96 4.61 11.07 26.97 2.40 13.82 Page 4 of 8 Hydrologic Computation CHESTNUT AVE. Section P(6)= 2.7 Inches Project: Carlsbad P(100) = P(50) = 2.7 2.3 Inches Inches J.N. : 24694 File name: HYDCHEST.XLS P(25) = 2.05 Inches P(10) = 1.75 Inches Rev. Date: 4^29/98 P(2)1.24 Inches Prepared by: EGH Basin valley gutter curb/gutter Area 4.34 3.08 2.4 C 0.5 fps 0.5 fps cA 2.17 - C 370 160 H 2.2 0.5 S 0.0059 0.0031 Tc 10 - I 4.55 - Q (cfs) 9.87 - W18b overland Valley Gutter curb/gutter - 9.93 3.7 4.7 0.7 0.7 fps 0.7 fps - 6.951 - 370 450 170 5 2 3 1.3514 0.0044 0.0176 12.53 10 - - 4.55 - - 31.62 - W18a, b Q = 01 + Q2 x T1/T2 T - 22. 44 (P 6 x sum (CWQ) » (.55 /= 7.44 xPtt f«-o«5 W8a, c, d&W18a, b Q = Q1 + Q2xT1/T2 T = 22.44 (P Sx sum (CA)X>) "i.si 1 = 7.44 x Pe* 7""-o.ws JC#9 (Harding to Roosevelt & W 9 a, b, c) & (W 8 a, c, d, W, 18 a, b) Q = Q1 + Q2xl1/>2 T = Longest 1 = 7.44 xPtK T'-OMS W8e, g W8e overland curb/gutter - 4.77 1.4 0.4 0.4 fps - 1.908 150 700 1 1.2 0.6667 0.0017 17.66 10 - 4.55 - 8.68 Gutter Ltnytrt Butter slope Flow Velocity Travel Tune W8g overland Valley Gutter curb/gutter 850 1 2.6 5.45 feet % f/s mm. - 6.91 3.2 3.5 0.4 0.4 fps 0.4 fps Along Magnolia - 2.764 - 350 360 460 2 2 6 0.5714 0.0056 0.0130 28.40 10 - - 4.55 - |W8e - 12.57 - W 8 e, g | Q = Qf + 02x11/12 T = Longest l = 7.44xPt,T'j><ns Butter Length Gutter Hope Flow Velocity Travel Time 800 1 3.1 4.30 feet % f/s min. (Harding to Roosevelt & W 9 Along Magnolia a, b, c) & (W 8 a, c, d, W, 18 a, b) & (W 8, e, g) |W 8 e, g 0 = 01 + Q2xT1/T2 T = 22.44 (P6x sum (CA)K) « ,.ts /= 7.44xP<s,T'4M3 T 2.00 1.11 LA - 4.34 4.34 IcA - 2.17 2.17 IT 13.82 15.82 16.93 I - 3.38 3.24 Q (cfs) - 7.34 7.03 2/3 Res. A 1/3 Comm. Flow per Acre* 1.62 Commercial Flow per Acre* 2.64 12.53 2.03 0.60 - 9.93 9.93 - 6.95 6.95 12.53 14.56 15.16 - 3.57 3.48 - 24.82 24.18 Commercial Flow per Acre* 2.44 \ 9.12 | 30.47 16.13 3.34 37.10 22.42 2.70 | 106.64 | 251.05 27.77 2.35 17.66 8.33 - 4.77 - 1.91 17.66 26.00 - 2.46 - 4.69 Residential Flow per Acre* 0.98 Adjusted Time Adjusted Intensity 31.44 I 2.16 | | 2.17 | 4.69 28.40 1.88 2.19 - 6.91 6.91 - 2.76 2.76 28.40 30.28 32.47 - 2.23 2.13 - 6.15 5.88 Residential Flow per Acre = 0.85 10.47 32.47 2.13 Adjusted Time Adjusted Intensity 36.77 | 5.33 | | 1.96 \ 10.47 258.96 28.53 2.31 Page 5 of 8 Hydrologic Computation CHESTNUT AVE. Section P(6) = 2.7 Inches P(100) = P(50) = Project: Carlsbad J.N. : 24694 2.7 Inches P(25) •• 2.3 Inches P(10) •• File name: HYDCHEST.XLS 2.05 Inches 1.75 Inches Rev. Date: 4/29/98 P(2) =1.24 Inches Prepared by: EGH Basin ADD W18c W18c overland curb/gutter Area | C cA 1 t | H J S | Tc | I |Q (cfs) - 2.77 1.7 0.4 0.4 fps 170 3 1.7647 13.60 1.108 440 2 0.0045 10 - 4.55 - 5.04 Total Flows a/onq Chestnut 0 = 01 + 02x11/12 T - Longest 1= 7.44 xPe, T**.t45 At RxR Confluent Point PiptSttt PifMLtngth Plpftlopt FtowVftociry TmnlTlmt ADDW24 W24 overland curb/gutter 30" Pipe 66 600 0.75 14.9 0.67 Inches feet % f/s mm. From Roosevelt to RxR \At RxR Confluent Point - 8.19 4.9 4.26 0.4 0.4 fps 0.4 fps 120 3.1 2.5833 10.06 3.276 330 9.2 0.0279 10 450 0.8 0.0018 - 4.55 - - 14.90 - Total Flows at End of Chestnut Including Chestnut (West of RxR) 0 = 01 + 02x11/12 T = Longest 1= 7.44 x Pet 7"v>.«5 Confluence of Chestnut & Oak | Oak Q = Qf + 02x11/12 T =Longest l=7.44xPt*T'4.64s JC#10 Chestnut & Oak Q = Q1 + Q2 x 11/12 T = Longest 1= 7.44 x Ptn T*j>.m ADDW27 W27 overland curb/gutter 30" Pipe Acacia Ave. - 14.61 2.5 7.18 0.4 0.4 fps 0.4 fps 160 4.3 2.6875 11.47 5.844 530 1.7 0.0032 10 600 3 0.0050 - 4.55 - - 26.59 - Q = Qf + 02x11/12 T = Longest l=7.44xPe,T^ons T ZA | ZcA | IT | I | Q (cfs) 13.60 13.60 4.31 2.77 1.11 17.91 3.12 3.46 Residential Flow per Acre* 1.25 261.52 28.53 2.31 Adjusted Time Adjusted Intensity 29.20 | 114.75 | | 2.28 | 26152 10.06 10.06 1.12 8.19 3.28 11.18 4.23 13.86 1.76 8.19 3.28 12.95 3.85 12.62 Residential Flow per Acre * 1.54 268.99 29.20 2.28 74.70 27.11 2.39 340.20 29.20 2.28 11.47 11.47 3.53 14.61 5.84 15.00 3.50 20.47 1.39 14.61 5.84 16.39 3.31 19.33 Residential Flow per Acre* 1.32 353.52 29.20 2.28 ADD W16 W16 overland curb/gutter Area between Chesnut and Tamarack - 9.27 2.8 0.4 0.4 fps - 3.708 150 950 0.5 6 0.3333 0.0063 22.25 10 - 4.55 - 16.87 0 = 01 + 02x11/12 T = Longest 1= 7.44xP6*T*J>e4i: 22.25 5.65 - 9.27 - 3.71 22.25 27.90 - 2.35 - 8.70 Residential Flow per Acres 0.94 361.97 29.20 2.28 Page 6 of 8 Hydrologic Computation CHESTNUT AVE. Section P(6)= 2.7 Inches P(100) = P(SO) = Project: Carlsbad J.N. : 24694 2.7 Inches P(25) = 2.05 Inches 2.3 Inches P(10)= 1.75 Inches File name : HYDCHEST XLS Rev. Date: 4/29»8 P(2):1.24 Inches Prepared by: EGH Basin ADDW17 W17 overland curb/gutter Area I c|cAtt|HiS|Tc| I Q (cfs) Area Between Chesnut and tamarack - 7.28 3.1 0.4 0.4 fps - 2.912 350 650 1.5 6 0.4286 0.0092 31.26 10 - 4.55 - 13.25 0 = 01 + 02x11/12 7" = Longest 1 = 7.44 xPe* 7~M>.*e ADDW37 W37 overland Earthen Swale RxR Track JC#11 Use 1/4 of calculated Q - 16.90 0.62 0.3 0.3 fps - 5.0689 100 3680 3.5 1 3.5000 0.0003 9.49 10 - 4.55 - 23.06 0 = 01 + 02x11/12 f = Longest 1 = 7.44 X Pen T"«-OMS ADDW10, 11 W10 overland curb/gutter Tamarack (East) - 31.91 4 0.4 0.4 fps - 12.764 150 2,250 2 18 1.3333 0.0080 14.02 10 - 4.55 - 58.07 W11 overland curb/gutter - 3.81 3.1 0.4 0.4 fps - 1.524 250 1,000 4 12 1.6000 0.0120 17.04 10 - 4.55 - 6.93 Q = Q1 + 02x11/12 T = Longest 1 = 7.44 X Ps* T-*o.eis Total Flow Including Tamarack (East) 0 = 01 + 02x11/12 T = Longest 1= 7.44xPe*T-4.ms ADDW31 W31 overland curb/gutter Tamarack (West) - 8.07 4.5 0.4 0.4 fps - 3.228 220 210 11 5 5.0000 0.0238 10.94 _, 10 - 4.55 - 14.68 JC#12 Total Flow Including Tamarack (West) 0 = 01 + 02x11/12 T = Longest 1= 7.44 x Pe, T^oea T | IA | IcA | IT | I Q (cfs) 31.26 3.49 - 7.28 - 2.91 31.26 Use 15.00 - 3.50 . 10.20 Residential Flow per Acre* 1.40 368.61 29.20 2.28 9.49 98.92 - 16.90 - 5.07 9.49 Use 20.00 - 2.91 - 14.75 Open Space RxR Track Flow per Acre* 0.87 371.50 29.20 2.28 14.02 9.38 - 31.91 - 12.76 14.02 23.40 - 2.63 - 33.56 Residential Flow per Acre* 1.05 17.04 5.38 - 3.81 - 1.52 17.04 22.41 - 2.70 - 4.12 Residential Flow per Acre* 1.08 37.57 23.40 2.63 404.06 29.20 2.28 10.94 0.78 - 8.07 - 3.23 10.94 11.71 - 4.11 - 13.26 Residential Flow per Acre* 1.64 411.42 29.20 2.28 ADDW15, 14 W15 overland curb/gutter South of Tamarack - 2.09 2.1 0.3 0.3 fps - 0.627 350 550 6 4 1.7143 0.0073 22.51 10 - 4.55 - 2.85 0 = 01 + 02x11/12 T = Longest 1= 7.44 X Pe* r-^xws 22.51 4.37 - 2.09 - 0.63 22.51 26.88 - 2.40 - 1.51 Open Space Flow per Acre* 0.72 412.85 29.20 2.28 Page 7 of 8 Hydrologic Computation CHESTNUT AVE. Section P(6) = 2.7 Inches P(100) = P(50) = 2.7 2.3 Inches Inches P(25) •• P(10) •• 2.05 1.75 Inches Inches P(2):1.24 Inches Project: Carlsbad J.N. : 24694 File name : HYDCHEST XLS Rev. Date: 4/29/98 Prepared by: EGH Basin | Area ADD W12, 13 W12 overland curb/gutter c Chinquapin . 23.38 4.4 0.4 0.4 fps <=A | i | H | * 1 Tc - 9.352 300 1,850 4 22 1.3333 0.0119 19.83 10 I | Q (cfs) - 4.55 - 42.54 W13 overland valley gutter curb/gutter - 14.74 4.98 3.5 0.4 0.4 fps 0.4 fps - 5.896 - 50 1150 1100 2.5 12 10 5.0000 0.0104 0.0091 5.21 10 - - 4.55 - - 26.82 - 0 = 01 + 02x11/12 T = Longest l = 7.44xPe,T^*a JC013 Total Flow Including Chinquapin Q = Q1 +02x11/12 T = Longest 1 = 7.44xPe*T*4.ea W14 overland curb/gutter JC#14 Total Floi - 5.94 2.6 0.4 0.4 fps - 2.376 480 520 6 4 1.2500 0.0077 25.63 10 - 4.55 - 10.81 ws at Outfall Q = Q1 + 02x11/12 T = Longest l=7.44xPe,T^o64S T | EA | EcA 19.83 7.01 - 23.38 - 9.35 ZT | I | Q (cfs) 19.83 26.84 - 2.41 . 22.51 Residential Flow per Acre * 0.96 5.21 3.85 5.24 - 14.74 14.74 - 5.90 5.90 5.21 9.06 14.30 - 4.85 3.61 - 28.58 21.30 Residential Flow per Acre * 1.44 38.70 26.84 2.41 447.60 29.20 2.28 25.63 3.33 - 5.94 - 2.38 25.63 28.96 - 2.29 - 5.44 Residential Flow per Acre = 0.92 453.01 29.20 2.28 Page 8 of 8 PROJECT: Pine to Harding DATE: 02-23-1998 PIPE FLOW TIME: 16:43:04 Diameter (inches) — 30 Mannings n .012 Slope (ft/ft) 0.0100 Q (cfs) 31.51 depth (ft) 1.55 depth/diameter ... 0.62 Velocity (fps) 9.82 Velocity head 1.50 Area (Sq. Ft.) 3.21 Critical Depth 1.91 Critical Slope ... 0.0058 Critical Velocity ... 7.82 Froude Number 1.50 PROJECT: Oak to Harding DATE: 02-23-1998 PIPE FLOW TIME: 16:43:30 Diameter (inches) — 36 Mannings n .012 Slope (ft/ft) 0.0065 Q (cfs) 57.24 depth (ft) 2.41 depth/diameter ... 0.80 Velocity (fps) 9.39 Velocity head 1.37 Area (Sq. Ft.) 6.09 Critical Depth 2.45 Critical Slope ... 0.0063 Critical Velocity ... 9.26 Froude Number 1.03 PROJECT: Pine to Chestnut DATE: 02-23-1998 PIPE FLOW TIME: 16:43:59 Diameter (inches) ... 48 Mannings n .012 Slope (ft/ft) 0.0050 Q (cfs) 84.83 depth (ft) 2.64 depth/diameter ... 0.66 Velocity (fps) 9.66 Velocity head 1.45 Area (Sq. Ft.) 8.78 Critical Depth 2.79 Critical Slope ... 0.0043 Critical Velocity ... 9.06 Froude Number 1.12 PROJECT: Magnolia to Harding DATE: 02-23-1998 PIPE FLOW TIME: 16:44:26 Diameter (inches) 30 Mannings n .012 Slope (ft/ft) 0.0050 Q (cfs) 25.92 depth (ft) 1.73 depth/diameter ... 0.69 Velocity (fps) 7.15 Velocity head 0.79 Area (Sq. Ft.) 3.63 Critical Depth 1.73 Critical Slope ... 0.0050 Critical Velocity ... 7.13 Froude Number 1.01 PROJECT: Magnolia to Palm DATE: 02-23-1998 PIPE FLOW TIME: 16:44:57 Diameter (inches) ... 36 Mannings n .012 Slope (ft/ft) 0.0050 Q (cfs) 31.00 depth (ft) 1.69 depth/diameter ... 0.56 Velocity (fps) 7.57 Velocity head 0.89 Area (Sq. Ft.) 4.09 Critical Depth 1.80 Critical Slope ... 0.0040 Critical Velocity ... 6.98 Froude Number 1.14 PROJECT: Palm to Chestnut DATE: 02-23-1998 PIPE FLOW TIME: 16:45:29 Diameter (inches) 42 Mannings n .012 Slope (ft/ft) 0.0050 Q (cfs) 61.12 depth (ft) 2.35 depth/diameter ... 0.67 Velocity (fps) 8.88 Velocity head 1.23 Area (Sq. Ft.) 6.88 Critical Depth 2.45 Critical Slope ... 0.0045 Critical Velocity ... 8.50 Froude Number 1.08 PROJECT: Palm to Harding DATE: 02-23-1998 PIPE FLOW TIME: 16:46:16 Diameter (inches) ... 24 Mannings n .012 Slope (ft/ft) 0.0125 Q (cfs) 27.42 depth (ft) 2.00 depth/diameter ... 1.00 Velocity (fps) 8.73 Velocity head 1.18 Area (Sq. Ft.) 3.14 Critical Depth 1.82 Critical Slope ... 0.0109 Critical Velocity ... 9.15 Froude Number 0.00 PROJECT: Chestnut (Harding to Roosevelt) DATE: 02-23-1998 PIPE FLOW TIME: 16:47:14 Diameter (inches) 60 Mannings n .012 Slope (ft/ft) 0.0075 Q (cfs) 218.73 depth (ft) 3.69 depth/diameter ... 0.74 Velocity (fps) 14.07 Velocity head 3.07 Area (Sq. Ft.) 15.55 Critical Depth 4.20 Critical Slope ... 0.0058 Critical Velocity ... 12.43 Froude Number 1.32 PROJECT: End of Chestnut at RxR DATE: 02-23-1998 PIPE FLOW TIME: 16:47:57 Diameter (inches) 66 Mannings n .012 Slope (ft/ft) 0.0075 Q (cfs) 265.56 depth (ft) 3.87 depth/diameter ... 0.70 Velocity (fps) 14.86 Velocity head 3.43 Area (Sq. Ft.) 17.87 Critical Depth 4.53 Critical Slope ... 0.0053 Critical Velocity ... 12.69 Froude Number 1.39 HYDRAULIC - o( MEETING MINUTES Date: December 4, 1997 at 10:00 a.m. Place: Carlsbad Municipal Water District (CMWD) Office 5950 El Camino Real Subject: First Monthly Design Meeting for the South Carlsbad Village Storm Drain Project Participants: Mike Ruth, Earth Tech Katherine Hon, Earth Tech David Keltner, Earth Tech Doug Helming, City of Carlsbad \\ "> O.O\ 7-— Kelly Efimoff, CMWD Bill Plummer, CMWD DISCUSSION 1. Introductions Katherine Hon was introduced for the first time. Her attendance was requested to answer and respond to environmental permitting, National Pollutant Discharge Elimination System (NPDES), and California Environmental Quality Act (CEQA) processing requirements. 2. Schedule Revised schedules were handed out for discussion. Most of Task 2, Topographic Mapping and Data Collection, has been completed except for Task 33, Pothole Survey. We are presently two weeks behind hi identifying required pothole locations. Utility conflicts need to be identified prior to preparation of the 30% design. Task 3, Preliminary Design, is underway. The sewer hydraulic analysis is 50% complete. This task is currently on hold until the storm drain analysis can catch up. We are presently one week behind in completing Task 45, Storm Drain Analysis. The revised projected delivery date for the design memorandum is now December 19. We are currently a week behind schedule because of a late start date resulting from delivery of the encroachment permit from North County Transit District. We plan to make the time up between now and December 19*. 3. Soils and Geotechnical Report Comments David Keltner handed over the annotated soils report indicating Earth Tech's comments. On page 5-2 we need additional parameters to identify possible soil removal requirements below the trench zone for purposes of quantifying the construction cost estimate. David also requested that the City/Woodward-Clyde provide coastal engineering analysis to identify the possible high and low tides within the lagoon area and its possible affect on the 24694.01/me«ing.2/10-D«:-97 storm drain outlet. Doug Helming mentioned that the tide fluctuates from -2.0 msl low tide to +7.4 msl high tide. David also requested design parameters for the construction of a rip rap rock revetment at the outlet be provided to facilitate stability of the shoreline and storm drain outlet structure. Bill Plummer commented that this was indeed necessary information, but it was not anticipated prior to this time. 4. Sewer Design Issues Mike Ruth requested a clarification regarding the point of terminus at the south end of the sewer replacement design. Mike indicated that the original contract scope envisioned an alignment of 5,700 feet south of Oak Avenue. Mike suggested that we terminate our design approximately 5,600 feet south of Oak Avenue at the existing sewer manhole approximately 460 feet south of the intercept with the Fox Landing Lift Station. Bill Plummer suggested that the design be extended to include a connection to the pipe and trestle crossing at the lagoon, and disclosed that the District was considering replacement of the Agua Hedionda Pump Station and was considering relocating it to a point near the intersection of Chinquapin somewhere in the railroad right-of-way. The final decision was subject to the results of a design report to be solicited very soon. It was agreed to terminate our design at the last manhole shown on the topographic map, and this would allow us the maximum flexibility to delete a portion of the main should a pump station at Chinquapin be required. We will use the current invert elevations of the pipe at the trestle crossing (Aqua Hedionda Lagoon) for grade control as part of our design report. The use of drop manholes was proposed to facilitate crossing of the new storm drain to the new sewer interceptor alignment currently planned to be westerly of the storm drain as it runs parallel to the railroad right-of-way. Mike Ruth provided illustrations showing the design considerations affected by the parallel alignment of the storm drain and sewer pipelines running at approximately the same invert elevations. Because of the significantly larger pipe size for the storm drain, it was felt that a westerly location for the sewer would facilitate crossings of the storm drain with the smaller sewer laterals. Several alternative crossing concepts were discussed utilizing a drop manhole, crossing underneath the storm drain at a lower depth, or using a box culvert for the storm drain to reduce the overall storm drain depth, thereby facilitating easier crossings at the prescribed locations. All three of these concepts were deemed possible, except the drop manhole design. Bill Plummer indicated that the typical drop manhole with the low-flow intercept should match soffit elevations or occur at the %-diameter height or at maximum flow elevation to facilitate proper hydraulic efficiency at the prescribed junctions. Bill indicated that it would be difficult for their equipment to maintain this type of connection, and would rather see a shelf constructed to facilitate cascading of the intercepting laterals from the higher elevation, approximately 6 feet above the invert of the trunk main. Both Bill and Kelly felt that a shelf construction would be very expensive and would require lining the structure with "T-Loc" to rninimize corrosive influences from sulfide gas. Earth Tech is to take a closer look at this situation and provide revised sketches in the design memorandum for review by the City. Mike Ruth requested clarification on the manhole spacing for the collection system within the streets and suggested that the typical intersection spacing was about 380 feet. His preference was to extend manhole distances from the 350-foot standing spacing to meet those conditions. Bill Plummer said that the maximum spacing compatible with their sewer maintenance equipment would be 500 feet and that the 380-foot spacing was satisfactory. Mike suggested 24694.01/meeting.2/lO-Dcc-97 that the manhole spacing for the 48-inch sewer be 600 feet, but Bill Plummer suggested that we contact Pat Duevare to get direction on manhole spacing for the larger-diameter pipes. Kelly is to coordinate discussions with Pat to clarify the manhole spacing requirements and to coordinate lifting of manhole covers that will need removal before we can complete our field investigations. Doug Helming suggested that we coordinate with Doug Mitchell for the removal of manhole lids along the storm drain system to finalize our field investigations of the storm drain system. Manholes will have to be lined with PVC and/or Sancon to minimize corrosion potential. Bill Plummer requested that we use a 270-degree "T-Loc" lining instead of 360-degree coverage. Full coverage causes maintenance problems for the District, due to groundwater intrusion causing delamination of the lining at pipe joints. Kelly indicated that progress was underway to obtain a dewatering disposal permit from Encina. David Keltner suggested that sewer disposal would most likely be needed because the contaminant levels in the water samples exceed the maximum levels allowed by the Regional Water Quality Control Board (RWQCB) for the Agua Hedionda Lagoon. David suggested that a waiver could be requested. Pretreatment wasn't economically feasible, and the only alternative besides sewer disposal would be the issuance of a waiver for disposal directly to the lagoon. Kelly indicated that Malcolm Pirnie was assigned the task to obtain the dewatering permits. 5. NPDES Permit Doug Helming indicated that Earth Tech would be dealing with construction permitting relative to the NPDES and Stormwater Pollution Prevention Plan (SWPPP) tasks identified in the contract. Construction dewatering and the NPDES requirements would be handled by Malcolm Pirnie, but any construction stormwater runoff would be dealt with as part of the SWPPP. Doug Helming indicated that the City presently does not have a citywide NPDES permit, and there are presently no conditions attached to the existing stormwater outfall as it exits to the lagoon. David suggested that as a result of processing a 404 Permit with the Corps, the RWQCB will probably require a 401 Water Quality Certification. This would most likely lead to a discussion about the potential pollutants resulting from the stormwater runoff. Doug suggested that the application of a first-flush system, without dependence on the sanitary sewer system, should be anticipated and would be supported by the City. Katherine Hon provided Doug with Earth Tech's qualifications relative to processing of the 401/404/1401 Permit Applications. Doug agreed that most or all of these permits would be required, and he would consider our qualifications to provide the additional service as the need arises. David Keltner suggested that the processing of these permits would be dependent on a CEQA document, and most certainly a draft document would be needed before any substantial progress could be made for permitting. David suggested that the .timing of the CEQA document in the preparation of the permits might have a significant impact on our ability to deliver the construction documents by July 1". Bill Plummer asked if we were intending to deliver our final submittal on July 1" as requested in our previous meeting, and that was affirmed by David Keltner subject to resolution of the issues raised today. Bill Plummer expressed his intention of the sewer construction beginning in Fall of 1998, even if the storm drain is lagging due to environmental concerns. David Keltner indicated that a report of waste discharge may be needed and should be anticipated as part of the permit process. Doug Helming agreed this item required further discussion. 24694.01/nK*ting.2/IO-Dec-97 6. Environmental Process Katherine Hon explained that the existing open channel paralleling the railroad tracks might fall under Army Corps jurisdiction and would be considered "Waters of the U.S.". Presently, the natural channel does provide some capability to filter impurities from the stormwater runoff and minimize impacts on the lagoon, and the Corps would most likely be interested in maintaining this condition. Doug asked who could be contacted at the Corps to receive their early input. Katherine Hon said that John Dean could be contacted to establish the Corps' interest in requirements. Doug Helming said that the City is presently planning to prepare the CEQA document, and they anticipate issuance of a MND. David Keltner urged that this be initiated as quickly as possible to minimize any impact on the schedule. David said that he would provide Doug the latest possible dates to receive environmental documentation to minimize impact on the schedule. Katherine Hon suggested that the California Department of Fish and Game (CDFG) would most likely take an interest in the project in concert with the Corps of Engineers. David Keltner asked if the City had performed any alternative project analysis as part of the sewer and storm drain master plans. David indicated that it was a trend throughout the state that large agencies prepare a program-level environmental document as part of the master plan process. Doug Helming suggested that this was most likely not performed by the City at the time of master plan approval by the City Council. Katherine Hon indicated that the Corps of Engineers would be very interested in the analysis of project alternatives as part of the 404 Permit process. Doug Helming suggested that the upper reach of the existing channel paralleling the right-of- way could be maintained to receive runoff from Oak Street and could be used in conjunction with a subsurface pipe to convey runoff as a combined facility. Doug suggested that we consider this strategy in our alternative analysis in our discussions with the Corps. David Keltner suggested that this was a good idea, but it did not provide full protection for the entire basin, and therefore other alternatives should be sought. One such possibility might be the use of the apparent depressed area adjacent to the railroad tracks just north of the lagoon entrance. The existing contours suggested a possibility to use this area as a detention and bio-filter area, subject to environmental review of this area and its habitat quality. David suggested that the biological survey be extended to cover this area before any discussions commence with the Corps. David suggested that there were other possible considerations that might make this an ideal location for first-flush protection. Mike Ruth indicated that it might be possible to divert a low-flow pipe to this location to facilitate a spillway exiting this area to the lagoon that might be more suitable to meet Corps requirements. Doug Helming suggested that we consider the possible affects of parallel tracking as an influence to our investigation. Doug asked that we provide him a proposal to do the biological survey of that area. 24694.01/me«ing.2/10-Da:-97 7. Storm Drain Issues Mike Ruth described existing drainage conditions and the possibility that significant surface flows were being transmitted across Interstate 5 into the project area, and these flows would most certainly exceed existing street capacities. David Keltner recommended that we would most likely extend the master plan drainage system to these locations to intercept the entire flow. Mike Ruth identified other possible areas that were not originally considered in the original scope of work that may require additional collection systems to allow full capture of the surface runoff to prevent inundation of the streets. Mike suggested that the alternative storm drain alignments through streets not originally anticipated may be necessary. Doug Helming suggested that we plot existing catch basins and consider that in our thinking before we go too far in identifying extension of the collection system. David Keltner suggested that we provide a plan schematic as part of our design report to indicate our suggested locations for additional catch basins and collection systems for the project. David suggested that this would give enough information to the City to make a decision about what additional work may be required to supplement our scope of work. Doug raised concerns about the coverage of the aerial photography and whether or not additional topography could be provided as needed. David Keltner indicated that coverage was most likely complete, and that all that would be necessary would be additional scribing to provide additional topographic mapping. Additional field surveying would be needed to supplement the aerial photography. Doug asked that Earth Tech provide him a proposal to provide the additional mapping. Mike Ruth will identify the additional mapping requirements within the next week after completion of the storm drain analysis. Doug also identified the possibility of an existing pipe flowing from east of 1-5 along Palm Avenue to the existing 14- inch concrete pipe in Harding Street. We are to investigate this drainage system as identified in the City addendum to the scope of work. Mike Ruth reiterated the design requirements as stated in the engineering manual relative to street capacities, and the additional requirements suggested by Doug Helming for conveyance of flow at intersections. Mike said that this criteria would most likely require curb inlets at every street intersection. Doug Helming suggested that much of the existing catch basins not shown on our map might serve our need to capture the surface runoff in the side street areas. We should propose additional drainage facilities to capture street runoff in accordance with sound engineering judgment. Doug said that it was most crucial not to let a lot of flow cross the intersections of Harding and Roosevelt Street. Mike Ruth presented a design sketch of the anticipated facilities for sewer and storm drain within the existing right-of-way south of Chinquapin and its potential conflict with existing storm drain and sewer facilities. It was demonstrated that significant conflicts exist relative to the existing 36-inch sewer, and that replacement of that portion of the sewer may be necessary. Doug Helming raised concerns about the close proximity of proposed open trenches adjacent to the existing sewer line, and that it may compromise the structural integrity of that facility. Mike Ruth suggested that the storm drain outlet at the lagoon be designed to flow with the submerged outlet during high-tide conditions. Doug Helming suggested that the tidal flows be carefully considered relative to the City's datum as part of that analysis. David Keltner 24694.0l/me«ing.2/10-Dec-»7 suggested that energy dissipation would most likely be required, and that a rip-rap revetment might be the most suitable method. Doug Helming suggested that we may need additional aerial topography to more clearly identify the location of the outlet. Mike Ruth suggested that the evaluation of the master storm drain plan would amount to an independent analysis by Earth Tech to either verify or dispute the findings of the storm drain master plan. Doug Helming reiterated that the 100-year peak flow must be contained within the street right- of-way. The "n" value of 0.012 is acceptable for reinforced concrete pipe. Pipe wall thickness should be increased if the velocity in the pipe exceeds 20 fps. Action Items: 1. David Keltner and Doug Helming are to work out a schedule for the completion of the CEQA documents. 2. Doug Helming is to review Earth Tech's qualifications to perform the environmental permitting process. 3. Doug Helming is to contact the Army Corps of Engineers to set up a field meeting. 4. Kelly Efimoff is to coordinate the permit for construction dewatering disposal with Encina Sanitation District and/or a NPDES permit for disposal to the lagoon with the RWQCB in association with Malcolm Pirnie. 5. Bill Plummer is to initiate a design report for the replacement of the Agua Hedionda Pump Station, and determine its potential effects relative to our proposed sewer interceptor design. 6. David Keltner and Katherine Hon are to provide Doug Helming a proposal for providing the environmental permitting requirements and a proposal to provide the additional mapping as may be required to facilitate expansion of the storm drain collection system. 7. Items to be furnished by the City: a. List of the APN numbers and addresses from the GIS database b. Field assistance to remove manhole covers as needed Note: Meeting participants are requested to review the above meeting minutes and offer corrections . for submission by December 12, 1997. These minutes will be deemed complete and a fair representation of the discussions and proceedings and will be offered for approval at the next scheduled meeting. 24«94.0l/ine«ing.2/IO-D«:-97 STORM DRAIN ANALYSIS PLUS "-iginal version by Los Angeles County Public Works ions Copyrighted by CIVILSOFT, 1986, 1987, 1989 Version Serial Number Sep 3, 1998 16:39:11 Input file : data\chest1\carchest.dat Output file: data\chest1\carchest.OUT INPUT FILE LISTING T1 T2 T3 SO R JX R JX R JX - JX R JX SH STORM DRAIN ALONG J.N. 24694.05 STATION 1030.93 1062.78 1066.78 1248.00 1252.00 1655.00 1659.00 1974.00 1978.00 2348.00 2352.00 2739.70 2744.70 ELEV. 25.50 25.70 25.90 34.00 34.20 36.58 37.58 41.00 41.20 42.00 42.20 43.00 44.00 Chestnut between SDNR R.O.W. and HARDING (upstream of Bo FILE NO. C:\SP\DATA\CHEST1\CARCHEST.DAT CD# 9 9 9 7 7 7 7 6 6 6 6 6 6 8 CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 .015 36.47 .015 .015 .012 .012 3.20 29.55 90.00 .012 2 2.012 10.20 17.42 37.58 37.58 90.00 90.00 .012 1 2.012 6.10 6.00 41.20 41.20 90.00 90.00 .012 .012 .012 2 8.012 61.70 51.30 45.50 44.50 45.00 45.00 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 ,*RD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 14 1.50 CD 24 2.00 CD 34 2.50 CD 44 3.00 CD 54 4.00 CD 64 5.00 CD 74 6.00 CD 84 3.50 CO 9 3 0 .00 3.00 8.00 .00 .00 .00 PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - STORM DRAIN ALONG Chestnut between SDNR R.O.W. and HARDING (upstream of HEADING LINE NO 2 IS - J.N. 24694.05 FILE NO. C:\SP\DATA\CHEST1\CARCHEST.DAT HEADING LINE NO 3 IS - STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 1030.93 25.50 9 U S ELEV 36.47 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT 1062.78 25.70 9 N .015 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1066.78 25.90 900 .015 .0 .0 .00 .00 .00 .00 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT 1248.00 34.00 7 N .012 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1252.00 34.20 700 .012 3.2 .0 29.55 .00 90.00 .00 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT 1655.00 36.58 7 N .012 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 CLEMENT NO 7 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1659.00 37.58 722 .012 10.2 17.4 237.58 37.58 90.00 90.00 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT 1974.00 41.00 6 N .012 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 ELEMENT NO 9 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1978.00 41.20 6 1 2 .012 6.1 6.0 41.20 41.20 90.00 90.00 WATER SURFACE PROFILE - ELEMENT CARD LISTING PAGE NO 3 ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT 2348.00 42.00 6 N .012 RADIUS ANGLE .00 .00 ANG PT MAN H .00 0 ELEMENT NO 11 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 2352.00 42.20 600 .012 .0 Q4 INVERT-3 INVERT-4 PHI 3 .0 .00 .00 .00 PHI 4 .00 ELEMENT NO 12 IS A REACH * * * U/S DATA STATION INVERT SECT 2739.70 43.00 6 N .012 RADIUS ANGLE .00 .00 ANG PT MAN H .00 0 ELEMENT NO 13 IS A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 2744.70 44.00 628 .012 61.7 51.3 45.50 44.50 45.00 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS PHI 4 45.00 ELEMENT NO 14 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT 2744.70 44.00 8 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING W S ELEV .00 ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG Chestnut between SONR R.O.W. and HARDING (upstream of J.N. 24694.05 FILE NO. C:\SP\DATA\CHEST1\CARCHEST.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION INVERT DEPTH W.S. ELEV OF FLOW ELEV L/ELEM SO VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH HGT/ BASE/ ZL NO AVBPR DIA ID NO. PIER 1030.93 25.50 10.97 36.47 31.85 .00628 1062.78 25.70 11.13 36.83 SF AVE HF 261.7 11.02 1.89 38.36 .01117 .36 261.7 11.02 1.89 38.71 > .11 I NORM DEPTH ZR ************************************************** .00 3.00 .00 3.00 JUNCT STR .05000 1066.78 25.90 10.97 36.87 261.7 9.26 1.33 38.20 .00 4.43 3.00 8.00 .00 0 .00 2.93 .00 3.00 8.00 .00 0 .00 .00 6.00 .00 .00 0 .00 .04470 1167.14 NSO.39 6.81 37.20 .00325 .33 261.7 9.26 1.33 38.53 261.7 20.70 6.66 39.80 .01726 .10 2.13 00 4.43 00 4.43 6.00 6.00 2.13 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 16.86 .04470 1189.67 31.39 2.88 34.28 13.87 .04470 1203.54 32.01 11.53 .04470 1215.07 32.53 9.51 .04470 1224.58 32.95 7.88 .04470 1232.46 33.31 6.40 .04470 6.00 .00 .00 0 .00 .00 2.78 33.42 261.7 20.42 6.48 39.90 .01592 .27 261.7 19X7 5.89 40.17 SL1401 .19 261.7 18.57 5.36\. 40.36 .01234 261.7 17.70 4.87 40.51 6.00 .00 .00 0 .00 2.99 35.01 3.11 35.64 3.23 36.18 3.35 36.66 .00 .00 261.7 16.88 4.43 40.61 .00959 .08 261.7 16.09 4.02 40.68 .00847 .05 PAGE WATER SURFACE PROFILE LISTING STORM DRAIN ALONG Chestnut between SDNR R.O.W. and HARDING (upstream of J.N. 24694.05 FILE NO. C:\SP\DATA\CHEST1\CARCHEST.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION L/ELEM INVERT DEPTH ELEV OF FLOW SO U.S. ELEV VEL VEL HEAD SF AVE ENERGY GRD.EL. HF SUPER CRITICAL ELEV DEPTH HGT/ DIA BASE/ ID NO. NORM DEPTH ZL NO AVBPR PIER ZR 1248.00 34.00 JUNCT STR .05000 1252.00 34.20 48.59 .00591 ,00.59 34.49 354.41 .00591 1655.00 36.58 1238.86 33.59 261.7 15.34 3.66 40.74 .00 .00749 .04 261.7 14.63 3.33 40.78 .001244.01 >33.82 261.7 13.95 3.02 258.5 13.62 2.88 258X 13.62 2.88 .00596 2.11 3.79 40.37 258.5 13.71 \ 2.92 43.30 .00 230.9 13.87 2.99 230.9 16.14 4.05 230.9 15.58 3.77 JUNCT STR .25000 1659.00 37.58 JUNCT STR .25000 1659.00 37.58 148.24 .01086 1807.24 39.19 90.26 .01086 1897.51 40.17 45.95 .01086 1943.46 40.67 23.27 .01086 3.42 3.42 3.53 41.00 42.72 3.69 43.86 .00884 .80 230.9 14.85 3.43 47.29 .00 .00793 .36 3.87 44.54 230.9 14.16 3.12 47.65 .00 .00715 .17 4.29 .00 .00 .00 3.34 PAGE 3 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG Chestnut between SDNR R.O.W. and HARDING (upstream of J.N. 24694.05 FILE NO. C:\SP\DATA\CHEST1\CARCHEST.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION L/ELEM 7.27 1974.00 JUNCT STR 1978.00 370.00 2348.00 JUNCT STR ,52.00 387.70 2739.70 INVERT DEPTH W.S. ELEV OF FLOW ELEV SO 40.92 4.07 44.99 XD1086 41.00^x^.29 45.29 .05000 ^x^ 41.20 5.00 46.2()v .00216 42.00 6.43 48.43 .05000 42.20 6.25 48.45 .00206 43.00 7.78 50.78 Q VEL VEL HEAD SF AVE 230.9 13.50 2.83 .00650 230.9 12.87 2.57 .00612 X218.8 11.14 1.93 ^X. .00601 218.8 11.14^x1.93 ^s .00601 218.8 11.14 1.93 .00601 218.8 11.14 1.93 ENERGY SUPER CRITICAL HGT/ BASE/ GRD.EL. ELEV DEPTH DIA ID NO. HF NORM DEPTH 47.82 .00 4.29 5.00 .00 .05 3.34 47.87 .00 4.29 5.00 .00 .02 48.13 .00 4.20 5.00 .00 2.23 5.00 50.36 .00 4.20 5.00 .00 \.02 50.38^X^00 4.20 5.00 .00 2.33 ^X. 5.00 52.71 .00 4.20 ^X 5.00 .00 ZL NO PIER ZR .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 AVBPR .00 .00 .00 .00 .00 .00 JUNCT STR .20000 .00371 .02 2744.70 44.00 8.28 52.28 105.8 5.39 .45 52.73 .00 2.93 .00 5.00 :BO .00 o .00 STORM DRAIN ANALYSIS PLUS Original version by Los Angeles County Public Works ions Copyrighted by CIVILSOFT, 1986, 1987, 1989 Version Serial Number Sep 3, 1998 16:36:42 Input file : data\chest2\carchest.dat Output file: data\chest2\carchest.out INPUT FILE LISTING T1 T2 T3 SO R JX R JX R JX r JX SH STORM DRAIN ALONG Chestnut between SDNR R.O.W. and HARDING (upstream of Bo J.N. 24694.05 FILE NO. C:\SP\DATA\CHEST2\CARCHEST.DAT STATION 1066.78 1248.00 1252.00 1655.00 1659.00 1974.00 1978.00 2348.00 2352.00 2739.70 2744.70 ELEV. 25.90 34.00 34.20 36.58 37.58 41.00 41.20 42.00 42.20 43.00 44.00 CD# CD# "n" Q-Lat1 9 7 7 7 7 2 6 6 1 6 6 6 6 2 8 .015 .012 .012 3.20 .012 2.012 10.20 .012 2.012 6.10 .012 .012 .012 8.012 61.70 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 38.71 29.55 90.00 17.42 37.58 37.58 90.00 90.00 6.00 41.20 41.20 90.00 90.00 51.30 45.50 44.50 45.00 45.00 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 'D SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) OE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 14 1.50 CD 24 2.00 CD 34 2.50 CD 44 3.00 CD 54 4.00 CD 64 5.00 CD 74 6.00 CD 84 3.50 CD 9 3 0 .00 3.00 8.00 .00 .00 .00 PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - STORM DRAIN ALONG Chestnut between SDNR R.O.W. and HARDING (upstream of HEADING LINE NO 2 IS - J.N. 24694.05 FILE NO. C:\SP\DATA\CHEST2\CARCHEST.DAT HEADING LINE NO 3 IS - STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1066.78 25.90 9 38.71 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1248.00 34.00 7 .012 .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1252.00 34.20 700 .012 3.2 .0 29.55 .00 90.00 .00 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1655.00 36.58 7 .012 .00 .00 .00 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1659.00 37.58 722 .012 10.2 17.4 237.58 37.58 90.00 90.00 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1974.00 41.00 6 .012 .00 .00 .00 0 ELEMENT NO 7 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1978.00 41.20 6 1 2 .012 6.1 6.0 41.20 41.20 90.00 90.00 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2348.00 42.00 6 .012 .00 .00 .00 0 ELEMENT NO 9 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 2352.00 42.20 600 .012 .0 .0 .00 .00 .00 .00 PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2739.70 43.00 6 .012 .00 .00 .00 0 ELEMENT NO 11 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 2744.70 44.00 628 .012 61.7 51.3 45.50 44.50 45.00 45.00 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 12 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 2744.70 44.00 8 .00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG Chestnut between SDNR R.O.W. and HARDING (upstream of J.N. 24694.05 FILE NO. C:\SP\DATA\CHEST2\CARCHEST.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION L/ELEH 1066.78 164.32 1231.10 9.07 1240.17 HYDRAULIC 1240.17 3.83 .44.01 3.99 1248.00 JUNCT STR 1252.00 48.59 1300.59 354.41 1655.00 JUNCT STR 1659.00 JUNCT STR 1659.00 48.24 INVERT DEPTH W.S. ELEV OF FLOW ELEV SO 25.90 12.81 38.71 .04470 33.24 6.00 39.24 .04470 33.65 5.51 39.16 JUMP 33.65 3.52 37.17 .04470 33.82 3.63 37.45 .04470 34.00 3.78 37.78 .05000 34.20 3.82 38.02 .00591 34.49 3.82 38.30 .00591 36.58 3.79 40.37 .25000 37.58 3.42 41.00 .25000 37.58 3.42 41.00 .01086 Q VEL VEL HEAD SF AVE 261.7 9.26 1.33 .00324 261.7 9.26 1.33 .00302 261.7 9.63 1.44 261.7 15.18 3.58 .00737 261.7 14.63 3.33 .00663 261.7 13.95 3.02 .00607 258.5 13.62 2.88 .00590 258.5 13.62 2.88 .00596 258.5 13.71 2.92 .00630 230.9 13.87 2.99 .00837 230.9 16.14 4.05 .00975 ENERGY SUPER CRITICAL HGT/ BASE/ GRD.EL. ELEV DEPTH DIA ID NO. HF NORM DEPTH 40.04 .00 4.43 6.00 .00 .53 2.13 40.58 .00 4.43 6.00 .00 .03 2.13 40.60 .00 4.43 6.00 .00 40.75 .00 4.43 6.00 .00 .03 2.13 40.78 .00 4.43 6.00 .00 .03 2.13 40.80 .00 4.43 6.00 .00 .02 40.90 .00 4.41 6.00 .00 .29 3.82 41.19 .00 4.41 6.00 .00 2.11 3.82 43.30 .00 4.41 6.00 .00 .03 43.99 .00 4.16 6.00 .00 .00 45.05 .00 4.29 5.00 .00 1.45 3.34 ZL NO PIER ZR .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 AVBPR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PAGE 2 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG Chestnut between SDNR R.O.W. and HARDING (upstream of J.N. 24694.05 FILE NO. C:\SP\DATA\CHEST2\CARCHEST.DAT STATION ELEV. CD# CD# "n" Q-Latl Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION L/ELEM 1807.24 90.26 1897.51 45.95 1943.46 23.27 1966.73 7.27 '74.00 JUNCT STR 1978.00 370.00 2348.00 JUNCT STR 2352.00 387.70 2739.70 JUNCT STR 2744.70 INVERT DEPTH ELEV OF FLOW SO 39.19 3.53 .01086 40.17 3.69 .01086 40.67 3.87 .01086 40.92 4.07 .01086 41.00 4.29 .05000 41.20 5.00 .00216 42.00 6.43 .05000 42.20 6.25 .00206 43.00 7.78 .20000 44.00 8.28 W.S. Q VEL VEL ELEV HEAD SF AVE 42.72 230.9 15.58 3.77 .00884 43.86 230.9 14.85 3.43 .00793 44.54 230.9 14.16 3.12 .00715 44.99 230.9 13.50 2.83 .00650 45.29 230.9 12.87 2.57 .00612 46.20 218.8 11.14 1.93 .00601 48.43 218.8 11.14 1.93 .00601 48.45 218.8 11.14 1.93 .00601 50.78 218.8 11.14 1.93 .00371 52.28 105.8 5.39 .45 ENERGY SUPER CRITICAL HGT/ BASE/ GRD.EL. ELEV DEPTH DIA ID NO. HF NORM DEPTH 46.49 .00 4.29 5.00 .00 .80 3.34 47.29 .00 4.29 5.00 .00 .36 3.34 47.65 .00 4.29 5.00 .00 .17 3.34 47.82 .00 4.29 5.00 .00 .05 3.34 47.87 .00 4.29 5.00 .00 .02 48.13 .00 4.20 5.00 .00 2.23 5.00 50.36 .00 4.20 5.00 .00 .02 50.38 .00 4.20 5.00 .00 2.33 5.00 52.71 .00 4.20 5.00 .00 .02 52.73 .00 2.93 5.00 .00 ZL ZR NO PIER AVBPR ************** .00 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 STORM DRAIN ANALYSIS PLUS •" :qinal version by Los Angeles County Public Works ions Copyrighted by CIVILSOFT, 1986, 1987, 1989 Version Serial Number Aug 27, 1998 10:52: 9 Input file : DATA\HARDING1\HAR01.DAT Output file: DATA\HARDING1\HARD1.OUT INPUT FILE LISTING T1 T2 T3 SO R JX R JX R JX R JX R JX SH STORM DRAIN ALONG HARDING - between Chestnut and Oak J.N. 24694.05 FILE NO. C:\SP\DATA\HARDING1\HARD1.DAT STATION 1635. 1803. 1807. 1982. 1986. 2274. 2278. 2575. 2579. 2812. 2816. 3055. 3059. 22 16 16 92 92 92 92 46 46 94 94 86 86 ELEV. 44. 44. 44. 45. 45. 46. 46. 47. 48. 49. 49. 50. 53. 00 57 77 37 57 55 75 76 26 05 25 06 70 CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.' 6 5 5 1 5 5 1 5 5 1 5 8 2 8 8 8 8 3 8 .012 .012 1.012 3.50 .012 .012 5.80 .012 .012 5.80 .012 .012 27.60 .012 .012 .012 .012 21.80 52.28 .00 .00 .00 5.80 47.27 47.27 90.00 .00 .00 .00 .00 48.07 .00 90.00 .00 .00 .00 49.25 90.00 .00 49.25 90.00 50.61 90.00 I Ang. 2 .00 0 90.00 .00 0 .00 .00 0 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 .<D SECT CHN NO OF AVE PIER HEIGHT 1 BASE 2L ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 14 1.50 CD 24 2.00 CD 34 2.50 CD 44 3.00 CD 54 4.00 CD 64 5.00 CD 74 6.00 CD 84 3.50 CD 9 3 0 .00 3.00 8.00 .00 .00 .00 PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - STORM DRAIN ALONG HARDING - between Chestnut and Oak HEADING LINE NO 2 IS - J.N. 24694.05 FILE NO. C:\SP\DATA\HARDING1\HARD1.DAT HEADING LINE NO 3 IS - STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT U S ELEV 1635.22 44.00 6 52.28 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1803.16 44.57 5 .012 .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1807.16 44.77 5 1 1 .012 3.5 5.8 47.27 47.27 90.00 90.00 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1982.92 45.37 5 .012 .00 .00 .00 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1986.92 45.57 5 1 0 .012 5.8 .0 48.07 .00 90.00 .00 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2274.92 46.55 5 .012 .00 .00 .00 0 CLEMENT NO 7 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 2278.92 46.75 5 1 0 .012 5.8 .0 49.25 .00 90.00 .00 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2575.46 47.76 5 .012 .00 .00 .00 0 ELEMENT NO 9 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 2579.46 48.26 820 .012 27.6 .0 49.25 .00 90.00 .00 PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3812.94 49.05 8 .012 .00 .00 .00 0 ELEMENT NO 11 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 2816.94 49.25 800 .012 .0 .0 .00 .00 .00 .00 ELEMENT NO 12 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3055.86 50.06 8 .012 .00 .00 .00 0 ELEMENT NO 13 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 3059.86 53.70 830 .012 21.8 .0 50.61 .00 90.00 .00 ELEMENT NO 14 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 3059.86 53.70 8 .00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG HARDING - between Chestnut and Oak J.N. 24694.05 FILE NO. C:\SP\DATA\HARDING1\HARD1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION L/ELEM 1635.22 167.94 1803.16 JUNCT STR 1807.16 175.76 1982.92 JUNCT STR 86.92 288.00 2274.92 JUNCT STR 2278.92 296.54 2575.46 JUNCT STR 2579.46 233.48 2812.94 JUNCT STR 2816.94 38.92 INVERT DEPTH W.S. ELEV OF FLOW ELEV SO 44.00 8.28 52.28 .00339 44.57 8.49 53.06 .05000 44.77 8.67 53.44 .00341 45.37 8.75 54.12 .05000 45.57 8.78 54.35 .00340 46.55 8.78 55.33 .05000 46.75 8.79 55.54 .00341 47.76 8.66 56.42 .12500 48.26 8.82 57.08 .00338 49.05 8.68 57.73 .05000 49.25 8.49 57.74 .00339 Q VEL VEL HEAD SF AVE 105.8 8.42 1.10 .00462 105.8 8.42 1.10 .00423 96.5 7.68 .92 .00385 96.5 7.68 .92 .00362 90.7 7.22 .81 .00340 90.7 7.22 .81 .00319 84.9 6.76 .71 .00298 84.9 6.76 .71 .00287 57.3 5.96 .55 .00276 57.3 5.96 .55 .00276 57.3 5.96 .55 .00276 ENERGY SUPER CRITICAL HGT/ BASE/ GRD.EL. ELEV DEPTH DIA ID NO. HF NORM DEPTH 53.38 .00 3.11 4.00 .00 .78 4.00 54.16 .00 3.11 4.00 .00 .02 54.36 .00 2.98 4.00 .00 .68 3.56 55.04 .00 2.98 4.00 .00 .01 55.16 .00 2.89 4.00 .00 .98 3.28 56.14 .00 2.89 4.00 .00 .01 56.25 .00 2.79 4.00 .00 .88 3.07 57.13 .00 2.79 4.00 .00 .01 57.64 .00 2.37 3.50 .00 .65 2.60 58.28 .00 2.37 3.50 .00 .01 58.29 .00 2.37 3.50 .00 .66 2.60 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 NO PIER 0 0 0 0 0 0 0 0 0 0 0 AVBPR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PAGE 2 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG HARDING - betueen Chestnut and Oak J.N. 24694.05 FILE NO. C:\SP\DATA\HARDING1\HARD1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR **********************************************************^ 3055.86 50.06 8.34 58.40 57.3 5.96 .55 58.95 .00 2.37 3.50 .00 .00 0 .00 JUNCT STR .91000 .00191 .01 .00 3059.86 53.70 5.39 59.09 35.5 3.69 .21 59.30 .00 1.85 3.50 .00 .00 0 .00 STORM DRAIN ANALYSIS PLUS Original version by Los Angeles County Public Works Copyrighted by CIVILSOFT, 1986, 1987, 1989 . s i on Serial Number Sep 3, 1998 16:29:49 Input file : data\harding2\hard2.dat Output file: data\harding2\hard2.out INPUT FILE LISTING T1 T2 T3 SO R JX R JX R JX R JA R JX R JX R JX SH STORM DRAIN ALONG HARDING, between Chestnut and Magnolia J.N. 24694.05 FILE NO. C:\SP\DATA\HARDING2\HARD2.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 1635.22 44.50 3 .012 52.28 1898.00 45.38 3 .012 1902 2147 2151 2256 2261 2298 2303 2428 2432 2669 2673 2914 2918 2934 2938 .00 .04 .04 .82 .82 .30 .30 .26 .26 .19 .19 .19 .19 .56 .56 45 46 46 47 47 47 48 49 49 50 51 52 52 52 53 .58 .47 .67 .21 .41 .87 .87 .50 .70 .88 .08 .28 .48 .80 .00 3 3 3 3 3 3 3 1 2 2 2 2 2 2 2 2 1 2 .012 .012 .012 .012 .012 .012 .012 30.71 .012 .012 .012 .012 .012 .012 .012 .012 5.07 .00 .00 .00 .00 53.50 .00 .00 .00 .00 53.00 .00 .00 .00 .00 .00 .00 .00 .00 Ang.1 .00 .00 .00 90.00 .00 .00 .00 90.00 Ang, .00 .00 .00 .00 .00 .00 .00 .00 .2 0 0 0 0 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 ..,RD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 CD 24 2.50 CD 34 3.50 PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - STORM DRAIN ALONG HARDING, between Chestnut and Magnolia HEADING LINE NO 2 IS - J.N. 24694.05 FILE NO. C:\SP\DATA\HARDING2\HARD2.DAT HEADING LINE NO 3 IS - STATION ELEV. C0# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 1635.22 44.50 3 U S ELEV 52.28 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT 1898.00 45.38 3 N .012 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1902.00 45.58 300 .012 .0 .0 .00 .00 .00 .00 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT 2147.04 46.47 3 N .012 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 2151.04 46.67 300 .012 .0 .0 .00 .00 .00 .00 ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT 2256.82 47.21 3 N .012 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 .MENT NO 7 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 2261.82 47.41 300 .012 .0 .0 .00 .00 .00 .00 ELEMENT NO 8 IS A REACH * * * U/S DATA STATION INVERT SECT 2298.30 47.87 3 N .012 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 ELEMENT NO 9 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 2303.30 48.87 3 1 0 .012 30.7 .0 53.50 .00 90.00 .00 PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 10 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2428.26 49.50 2 .012 .00 .00 .00 0 ELEMENT NO 11 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4 2432.26 49.70 200 .012 .0 .0 .00 .00 .00 .00 ELEMENT NO 12 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2669.19 50.88 2 .012 .00 .00 .00 0 ELEMENT NO 13 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 2673.19 51.08 200 .012 .0 .0 .00 .00 .00 .00 ELEMENT NO 14 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2914.19 52.28 2 .012 .00 .00 .00 0 ELEMENT NO 15 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 2918.19 52.48 200 .012 .0 .0 .00 .00 .00 .00 uuEMENT NO 16 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2934.56 52.80 2 .012 .00 .00 .00 0 ELEMENT NO 17 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 2938.56 53.00 2 1 0 .012 5.1 .0 53.00 .00 90.00 .00 ELEMENT NO 18 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 2938.56 53.00 2 .00 PAGE NO WATER SURFACE PROFILE - ELEMENT CARD LISTING .DIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDUKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG HARDING, between Chestnut and Magnolia J.N. 24694.05 FILE NO. C:\SP\DATA\HARDING2\HARD2.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION L/ELEM 1635.22 262.78 1898.00 JUNCT STR 1902.00 245.04 2147.04 JUNCT STR 51.04 105.78 2256.82 JUNCT STR 2261.82 36.48 2298.30 JUNCT STR 2303.30 124.96 2428.26 JUNCT STR 2432.26 56.93 INVERT DEPTH U.S. ELEV OF FLOW ELEV SO 44.50 7.78 52.28 .00335 45.38 7.74 53.12 .05000 45.58 7.55 53.13 .00363 46.47 7.45 53.92 .05000 46.67 7.26 53.93 .00510 47.21 7.06 54.27 .04000 47.41 6.88 54.29 .01261 47.87 6.53 54.40 .20000 48.87 6.50 55.37 .00504 49.50 6.48 55.98 .05000 49.70 6.30 56.00 .00498 Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIEI SF AVE HF NORM DEPTH ZR 61.7 6.41 .64 .00320 61.7 6.41 .64 .00320 61.7 6.41 .64 .00320 61.7 6.41 .64 .00320 61.7 6.41 .64 .00320 61.7 6.41 .64 .00320 61.7 6.41 .64 .00320 61.7 6.41 .64 .00201 31.0 6.32 .62 .00487 31.0 6.32 .62 .00487 31.0 6.32 .62 .00487 52.92 .00 2.46 3.50 .00 .00 0 .84 2.80 53.76 .00 2.46 3.50 .01 53.77 .00 2.46 3.50 .79 2.69 54.56 .00 2.46 3.50 .01 54.57 .00 2.46 3.50 .34 2.35 54.91 .00 2.46 3.50 .02 54.93 .00 2.46 3.50 .12 1.76 55.04 .00 2.46 3.50 .01 55.99 .00 1.90 2.50 .61 2.01 56.60 .00 1.90 2.50 .02 56.62 .00 1.90 2.50 1.15 2.02 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PAGE 2 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG HARDING, between Chestnut and Magnolia J.N. 24694.05 FILE NO. C:\SP\DATA\HARDING2\HARD2.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION INVERT DEPTH U.S. ELEV OF FLOW ELEV VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH HGT/ BASE/ 2L NO AVBPR DIA ID NO. PIER 2669.19 JUNCT STR 2673.19 241.00 2914.19 JUNCT STR 2918.19 16.37 '34.56 JUNCT STR 50.88 6.27 57.15 .05000 51.08 6.09 57.17 .00498 52.28 6.06 58.34 .05000 52.48 5.88 58.36 .01955 52.80 5.64 58.44 .05000 31.0 6.32 .62 .00487 31.0 6.32 .62 .00487 31.0 6.32 .62 .00487 31.0 6.32 .62 .00487 31.0 6.32 .62 .00413 57.77 .00 1.90 2.50 .02 57.79 .00 1.90 2.50 1.17 2.02 58.96 .00 1.90 2.50 .02 58.98 .00 1.90 2.50 .08 1.25 59.06 .00 1.90 2.50 .02 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 .00 .00 .00 2938.56 53.00 5.83 58.83 25.9 5.28 .43 59.27 .00 1.74 2.50 .00 .00 0 .00 STORM DRAIN ANALYSIS PLUS Original version by Los Angeles County Public Works Portions Copyrighted by CIVILSOFT, 1986, 1987, 1989 W i on Serial Number May 13, 1998 15:23:44 Input file : data\echest\echest1.dat Output file: data\echest\echest1.out INPUT FILE LISTING T1 T2 T3 SO R JX R JX SH STORM DRAIN ALONG EAST OF CHESTNUT, Between Harding & 1-5 J.N. 24694.05 FILE NO. C:\SP\DATA\ECHEST\ECHEST1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 2744 2800 2804 2880 2884 .70 .73 .73 .73 .73 45.50 46.80 47.30 48.80 49.00 3 3 3 1 2 2 1 2 .012 .012 1.012 16.50 .012 1.012 16.50 .00 16.50 16.50 52.28 .0 47.80 49.30 .00 47.80 49.30 0. 90. 90. 00 0 00 90 00 90 Ang.2 .00 0 .00 .00 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 14 1.50 CD 24 2.00 CD 34 2.50 PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - STORM DRAIN ALONG EAST OF CHESTNUT, Between Harding & 1-5 HEADING LINE NO 2 IS - J.N. 24694.05 FILE NO. C:\SP\DATA\ECHEST\ECHEST1.DAT HEADING LINE NO 3 IS - STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT U S ELEV 2744.70 45.50 3 52.28 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2800.73 46.80 3 .012 .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 2804.73 47.30 3 1 1 .012 16.5 16.5 47.80 47.80 90.00 90.00 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2880.73 48.80 2 .012 .00 .00 .00 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4 2884.73 49.00 2 1 1 .012 16.5 16.5 49.30 49.30 90.00 90.00 ELEMENT NO 6 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 2884.73 49.00 2 .00 •DIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDUKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG EAST OF CHESTNUT, Between Harding & 1-5 J.N. 24694.05 FILE NO. C:\SP\DATA\ECHEST\ECHEST1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION INVERT DEPTH ELEV OF FLOW W.S. ELEV L/ELEM SO ******************* 2744.70 45.50 56.03 .02320 2800.73 46.80 JUNCT STR .12500 2804.73 47.30 76.00 .01974 6.78 52.28 6.73 53.53 10.52 57.82 2880.73 48.80 10.43 59.23 JUNCT STR .05000 584.73 49.00 13.75 62.75 Q VEL VEL HEAD SF AVE ENERGY SUPER GRD.EL. ELEV HF CRITICAI DEPTH r***********************************************i 66.3 66.3 33.3 33.3 .3 13.51 2.83 .02226 13.51 2.83 .01394 10.60 1.75 .01846 10.60 1.75 .00923 .10 .00 55.11 .00 1.25 56.36 .00 .06 59.57 .00 1.40 60.97 .00 .04 62.75 .00 2.43 2.43 1.90 1.90 .20 NORM DEPTH HGT/ BASE/ ZL NO AVBPR DIA ID NO. PIER ZR 2.00 1.58 2.50 2.50 2.00 2.00 2.00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 .00 .00 STORM DRAIN ANALYSIS PLUS Original version by Los Angeles County Public Works 'ons Copyrighted by CIVILSOFT, 1986, 1987, 1989 Version Serial Number May 13, 1998 11:30:50 Input file : data\uchest\wchest1.dat Output file: data\wchest\wchest1.out INPUT FILE LISTING T1 STORM DRAIN ALONG WEST OF CHESTNUT, WEST OF SDNR RxR T2 J.N. 24694.05 FILE NO. C:\SP\DATA\WCHEST\WCHEST1.DAT T3 STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 SO 9000.00 30.30 1 .012 35.18 R 9153.50 36.18 1 .012 .00 .00 JX 9154.50 36.38 1 .012 .00 .00 .00 .00 SH 1 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE SECT CHN NO OF AVE PIER HEIGHT 1 BASE NO TYPE PIERS WIDTH DIAMETER WIDTH ZL ZR INV DROP Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CD 1 4 CD 24 CD 34 2.00 3.00 3.50 PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING NG LINE NO 1 IS - STORM DRAIN ALONG WEST OF CHESTNUT, WEST OF SDNR RxR HEADING LINE NO 2 IS - J.N. 24694.05 FILE NO. C:\SP\DATA\WCHEST\WCHEST1.DAT HEADING LINE NO 3 IS - STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 9000.00 30.30 1 35.18 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 9153.50 36.18 1 .012 .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 9154.50 36.38 1 0 0 .012 .0 .0 .00 .00 .00 .00 ELEMENT NO 4 IS A SYSTEM HEADUORKS * * U/S DATA STATION INVERT SECT U S ELEV 9154.50 36.38 1 .00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDUKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG WEST OF CHESTNUT, WEST OF SONR RxR J.N. 24694.05 FILE NO. C:\SP\OATA\WCHEST\WCHEST1.DAT STATION ELEV. CD# CDK "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION L/ELEM 9000.00 77.50 9077.50 HYDRAULIC 9077.50 15.27 9092.77 18.95 '11.71 12.07 9123.78 8.60 9132.38 6.48 9138.86 5.00 9143.86 3.96 9147.82 3.18 9150.99 INVERT DEPTH W.S. ELEV OF FLOW ELEV Q VEL VEL HEAD ENERGY GRD.EL. SO SF AVE HF 30.30 4.88 35.18 12.6 4.01 .25 35.43 .03831 33.27 2.12 35.38 JUMP 33.27 .73 34.00 .03831 33.85 .74 34.59 .03831 34.58 .77 35.35 .03831 35.04 .79 35.84 .03831 35.37 .82 36.19 .03831 35.62 .85 36.47 .03831 35.81 .89 36.70 .03831 35.96 .92 36.88 .03831 36.08 .95 37.04 .00264 12.6 4.01 .25 12.6 12.21 2.32 .03205 12.6 11.92 2.21 .02909 12.6 11.36 2.01 .02551 12.6 10.83 1.82 .02239 12.6 10.33 1.66 .01966 12.6 9.85 1.51 .01727 12.6 9.39 1.37 .01518 12.6 8.95 1.25 .01335 12.6 8.54 1.13 .20 35.63 36.31 .49 36.80 .55 37.35 .31 37.66 .19 37.85 .13 37.98 .09 38.07 .06 38.13 .04 38.17 SUPER CRITICAL HGT/ BASE/ ZL ELEV DEPTH DIA ID NO. NO PIEI NORM DEPTH ZR .00 1.28 2.00 .00 .00 0 .70 .00 .00 1.28 2.00 .00 .00 .00 .00 1.28 2.00 .00 .00 .70 .00 .00 1.28 2.00 .00 .00 .70 .00 .00 1.28 2.00 .00 .00 .70 .00 .00 1.28 2.00 .00 .00 .70 .00 .00 1.28 2.00 .00 .00 .70 .00 .00 1.28 2.00 .00 .00 .70 .00 .00 1.28 2.00 .00 .00 .70 .00 .00 1.28 2.00 .00 .00 .70 .00 .00 1.28 2.00 .00 .00 0 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 2.51 .03831 .01174 .03 .70 .00 PAGE 2 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG WEST OF CHESTNUT, WEST OF SDNR RxR J.N. 24694.05 FILE NO. C:\SP\DATA\UCHEST\UCHEST1.DAT STATION ELEV. CD# CD# »n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *************************************************************************************** 9153.50 36.18 .99 37.17 12.6 8.14 1.03 38.20 .00 1.28 2.00 .00 .00 0 .00 JUNCT STR .20000 .00794 .01 .00 9154.50 36.38 1.28 37.66 12.6 5.96 .55 38.21 .00 1.28 2.00 .00 .00 0 .00 ORM DRAIN ANALYSIS PLUS iginal version by Los Angeles County Public Works ir-q Copyrighted by CIVILSOFT, 1986, 1987, 1989 rs i on "ial Number I 27, 1999 19:10:47 out file : OAKREV.DAT tput file: OAKREV.OUT INPUT FILE LISTING STORM DRAIN ALONG OAK BT. HARDING & 1-5 J.N. 24694.05 FILE NO. C:\SP\DATA\OAK\OAK1.DAT ^ STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 2734.46 53.70 4 .012 59.09 2804.99 54.05 4 .012 .00 .00 .00 .00 0 2808.99 54.55 4 1 1.012 9.20 5.30 56.05 56.05 90.00 90.00 2898.03 55.00 5 .012 2902.03 55.50 5 1 .012 10.60 .00 56.50 90.00 3183.03 58.88 3 .012 3187.03 59.08 3 1 .012 9.00 .00 61.91 90.00 1 3278.03 60.22 3 .012 \03 60.72 3 1 .012 9.00 .00 60.52 90.00 - ,/.99 62.00 3 .012 3361.99 62.50 3 .012 3383.36 65.50 2 .012 .00 .00 .00 .00 0 3387.36 65.70 2 .012 .00 .00 .00 .00 2 < SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 ARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) ODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP D 1 4 1.50 D 24 2.00 D 34 2.50 D 44 3.50 D 54 3.00 PAGE NO 1 I WATER SURFACE PROFILE - TITLE CARD LISTING ADING LINE NO 1 IS - STORM DRAIN ALONG OAK BT. HARDING & 1-5 ADING LINE NO 2 IS - J.N. 24694.05 FILE NO. C:\SP\DATA\OAK\OAK1.DAT >f ADING LINE NO 3 IS - STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING 3< .V tO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV * 2734.46 53.70 4 59.09 ELEMENT NO 2 IS A REACH * * * 3( 0 89.04 0 2898.03 OJUNCT SIR 0 2902.03 0 -"81.00 J3.03 OJUNCT STR 0 3187.03 0 91.00 0 3278.03 OJUNCT SIR 0 3282.03 0 62.42 0 3344.45 0 .79 0 3345.24 OHYDRAULIC 1 .00505 55.00 .12500 55.50 .01203 58.88 .05000 59.08 .01253 60.22 .12500 60.72 .01685 61.77 .01685 61.79 JUMP 5.21 5.26 3.69 4.24 3.43 3.45 2.50 2.49 60.21 60.76 62.57 63.32 63.65 64.17 64.27 64.27 .00411 .37 46.3 6.55 .67 60.87 .00327 .01 35.7 7.27 .82 61.58 .00645 1.81 35.7 7.27 .82 63.40 .00503 .02 26.7 5.44 .46 63.78 .00361 .33 26.7 5.44 .46 64.11 .00260 .01 17.7 3.61 .20 64.37 .00157 .10 17.7 3.61 .20 64.47 .00153 .00 17.7 3.61 .20 64.47 .00 .00 .00 .00 .00 .00 .00 .00 2.22 2.03 2.03 1.76 1.76 1.42 1.42 1.42 2.23 1.59 1.30 .95 .95 3.00 2.50 2.50 2.50 2.50 2.50 2.50 2.50 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 PAGE .00 .00 .00 .00 .00 .00 .00 .00 2 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG OAK BT. HARDING & 1-5 0 STATION 0 L/ELEH 0 3345.24 0 1.58 0 3346.82 0 11.17 57.99 v ..CT STR 0 3361.99 OJUNCT STR 0 3361.99 0 1.71 0 3363.70 0 3.40 0 3367.10 0 2.86 0 3369.96 0 2.44 0 3372.41 0 2.09 0 3374.50 0 1.80 0 3376.30 0 1.54 1 INVERT ELEV SO 61.79 .01685 61.81 .01685 62.00 .12500 62.50 .12500 62.50 .14038 62.74 .14038 63.22 .14038 63.62 .14038 63.96 .14038 64.26 .14038 64.51 .14038 DEPTH OF FLOW J.N. 24694.05 STATION ELEV. W.S. ELEV FILE NO. C:\SP\DATA\OAK\OAK1.DAT CD# CD# "n" Q-Lat1 Q-Lat2 INV. Q VEL VEL ENERGY HEAD GRD.EL. SF AVE HF .76 .76 .74 .77 .77 .78 .81 .84 .87 .90 .93 62.55 17.7 13.93 3.02 65.56 62.57 62.74 63.27 63.27 63.52 64.02 64.46 64.83 65.16 65.44 .03878 .06 17.7 14.00 3.04 65.62 .04182 .47 17.7 14.68 3.35 66.09 .04126 .17 17.7 13.85 2.98 66.25 .04576 .00 17.7 15.96 3.96 67.22 .05202 .09 17.7 15.61 3.79 67.31 .04736 .16 17.7 14.89 3.44 67.47 .04157 .12 17.7 14.19 3.13 67.59 .0365 a .09 17.7 13.53 2.85 67.68 .03209 .07 17.7 12.90 2.59 67.74 .02820 .05 17.7 12.30 2.35 67.79 .02480 .04 1 INV SUPER ELEV .2 Ang.1 CRITICAL DEPTH Ang.2 HGT/ DIA BASE/ ID NO. NORM DEPTH .00 1.42 2.50 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1.42 1.42 1.42 1.52 1.52 1.52 1.52 1.52 1.52 1.52 .95 .95 .59 .59 .59 .59 .59 .59 .59 2.50 2.50 2.50 2.00 2.00 2.00 2.00 2.00 2.00 2.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ZL NO PIER ZR .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 PAGE AVBPR .OC .00 .OC .00 .OC .OC .OC .OC .OC .OC .OC 3 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG OAK BT. HARDING & 1-5 0 STATION 0 ' 'ELEM INVERT ELEV SO DEPTH OF FLOW J.N. 24694.05 STATION ELEV. W.S. ELEV FILE NO. C:\SP\DATA\OAK\OAK1.DAT CD# CD# "n" Q-Lat1 Q-Lat2 INV. Q VEL VEL ENERGY HEAD GRD.EL. SF AVE HF 1 INV SUPER ELEV .2 Ang.1 CRITICAL DEPTH Ang.2 NORM DEPTH HGT/ DIA BASE/ ID NO. ZL NO PIER ZR AVBPI ******************************************************************************* 0 .5377.84 64.72 .97 65.69 17.7 11.73 2.14 67.83 .00 1.52 2.00 .00 .00 0 .0' 0 1.34 .14038 .02183 .03 .59 .00 0 3379.17 64.91 1.01 65.92 17.7 11.18 1.94 67.86 .00 1.52 2.00 .00 .00 0 .0( 0 1.14 .14038 0 3380.31 65.07 0 .97 .14038 0 3381.28 65.21 P .83 .14038 J2.11 65.32 0 .69 .14038 0 3382.80 65.42 0 .56 .14038 0 3383.36 65.50 OJUNCT SIR .05000 0 3387.36 65.70 1 1.04 1.09 1.13 1.17 1.22 1.52 66.12 66.29 66.45 66.59 66.72 67.22 17.7 17.7 17.7 17.7 17.7 17.7 10.66 10.17 9.69 9.24 8.81 6.93 .01922 1.77 .01695 1.61 .01495 1.46 .01320 1.33 .01168 1.21 .00855 .75 .02 67.88 .02 67.90 .01 67.91 .01 67.92 .01 67.93 .03 67.96 .00 .00 .00 .00 .00 .00 1.52 1.52 1.52 1.52 1.52 1.52 .59 2.00 .59 2.00 .59 2.00 .59 2.00 .59 2.00 2.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 STORM DRAIN ANALYSIS PLUS Original version by Los Angeles County Public Works <\J tions Copyrighted by CIVILSOFT, 1986, 1987, 1989 Version Serial Number Jul 27, 1999 20: 5:30 Input file : PINEREV.DAT Output file: PINEREV.OUT INPUT FILE LISTING T1 T2 T3 SO R JX R JX R JX R f k JX SH STORM DRAIN ALONG PINE BT. HARDING & 1-5 J.N. 24694.05 FILE NO. C:\SP\DATA\PINE\PINE1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 84.00 167.00 171.00 498.00 502.00 563.00 567.00 615.43 M9.43 45.40 649.40 49.25 49.67 49.87 55.66 56.76 57.08 57.58 58.30 58.50 59.00 59.00 3 3 3 3 3 1 3 3 1 2 2 2 2 2 .012 .012 .012 .00 .012 .012 6.40 .012 .012 9.60 .012 .012 .012 .012 57.09 .00 .00 .00 .00 0 .00 .00 .00 .00 .00 .00 56.76 .00 90.00 .00 .00 .00 .00 .00 0 .00 58.08 90.00 .00 CARD SECT CHN CODE NO TYPE CD 1 4 CD 24 CD 34 NO OF AVE PIER PIERS WIDTH HEADING LINE NO 1 IS - 'HEADING LINE NO 2 IS - i 'HEADING LINE NO 3 IS - SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) DIAMETER WIDTH DROP 1.50 2.00 2.50 WATER SURFACE PROFILE - TITLE CARD LISTING STORM DRAIN ALONG PINE BT. HARDING & 1-5 J.N. 24694.05 FILE NO. C:\SP\DATA\PINE\PINE1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 Y(5) Y(6) Y(7) Y(8) PAGE 1 Y(9) Y(10) PAGE NO 1 PAGE NO 2 ) WATER SURFACE PROFILE - ELEMENT CARD LISTING ) ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 84.00 49.25 3 ) J.'EMENT NO 2 IS A REACH * * * I U/S DATA STATION INVERT SECT N 167.00 49.67 3 .012 ) ELEMENT NO 3 IS A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 W S ELEV 57.09 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 * * Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 STORM DRAIN ANALYSIS PLUS Original version by Los Angeles County Public Uorks ions Copyrighted by CIVILSOFT, 1986, 1987, 1989 Version Serial Number Aug 27, 1998 8:38:44 Input file : data\palm\palm1.dat Output file: data\palm\palm1.out INPUT FILE LISTING T1 T2 T3 SO R JX R JX SH STORM DRAIN ALONG PALM.BT. HARDING & 1-5 J.N. 24694.05 FILE NO. C:\SP\DATA\PALM\PALM1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 109.00 53.50 1 .012 55.50 325.51 58.30 1 329.51 58.80 1 2 351.28 59.25 2 355.28 59.45 2 2 .012 .012 13.42 .012 0.00 .012 58.80 45.00 .00 .00 .00 .00 .00 .00 Ang.2 .00 0 .00 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE (D SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL CODE NO TYPE PIERS WIDTH DIAMETER WIDTH ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DROP CD 1 4 CD 24 CD 34 2.00 1.50 3.50 PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - STORM DRAIN ALONG PALM.BT. HARDING & 1-5 HEADING LINE NO 2 IS - J.N. 24694.05 FILE NO. C:\SP\DATA\PALM\PALM1.DAT HEADING LINE NO 3 IS - STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 109.00 53.50 1 W S ELEV 55.50 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT 325.51 58.30 1 N .012 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 329.51 58.80 1 2 0 .012 13.4 .0 58.80 .00 45.00 .00 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT 351.28 59.25 2 N .012 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4 355.28 59.45 200 .012 .0 .0 .00 .00 .00 .00 ELEMENT NO 6 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT 355.28 59.45 2 •DIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING W S ELEV .00 ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG PALM.BT. HARDING & 1-5 J.N. 24694.05 FILE NO. C:\SP\DATA\PALM\PALM1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION INVERT DEPTH W.S. ELEV OF FLOU ELEV L/ELEM SO 109.00 53.50 1.30 54.80 109.00 120.04 229.04 42.93 271.97 22.76 294.73 14.24 308.96 9.10 318.06 5.43 323.48 2.03 325.51 JUNCT STR 329.51 21.77 351.28 JUNCT STR 53.50 1.30 54.80 .02217 56.16 1.35 57.51 .02217 57.11 1.41 58.52 .02217 57.62 1.47 59.09 .02217 57.93 1.54 59.47 .02217 58.13 1.62 59.75 .02217 58.26 1.71 59.96 .02217 58.30 1.82 60.12 .12500 58.80 2.52 61.32 .02067 59.25 2.40 61.65 .05000 Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER SF AVE HF NORM DEPTH ZR 27.4 12.70 2.51 27.4 12.70 2.51 .02085 27.4 12.17 2.30 .01867 27.4 11.60 2.09 .01667 27.4 11.06 1.90 .01494 27.4 10.55 1.73 .01346 27.4 10.06 1.57 .01224 27.4 9.59 1.43 .01131 27.4 9.14 1.30 .00710 14.0 7.92 .98 .01514 14.0 7.92 .98 .01514 57.30 .00 1.82 2.00 .00 .00 0 57.30 .00 1.82 2.00 2.50 1.29 59.81 .00 1.82 2.00 .80 1.29 60.61 .00 1.82 2.00 .38 1.29 60.99 .00 1.82 2.00 .21 1.29 61.20 .00 1.82 2.00 .12 1.29 61.33 .00 1.82 2.00 .07 1.29 61.39 .00 1.82 2.00 .02 1.29 61.42 .00 1.82 2.00 .03 62.30 .00 1.38 1.50 .33 1.07 62.63 .00 1.38 1.50 .06 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PAGE WATER SURFACE PROFILE LISTING STORM DRAIN ALONG PALM.BT. HARDING & 1-5 J.N. 24694.05 FILE NO. C:\SP\DATA\PALM\PALM1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION L/ELEH INVERT ELEV SO DEPTH OF FLOW W.S. ELEV Q VEL VEL HEAD SF AVE ENERGY GRD.EL. HF SUPER ELEV CRITICAL DEPTH NORM HGT/ DIA DEPTH BASE/ ID NO. ZL ZR NO AVBPR PIER 355.28 59.45 2.26 61.71 14.0 7.92 .98 62.69 .00 1.38 1.50 .00 .00 .00 STORM DRAIN ANALYSIS PLUS r '->inal version by Los Angeles County Public Works ions Copyrighted by CIVILSOFT, 1986, 1987, 1989 Version Serial Number Aug 27, 1998 9:33:51 Input file : data\magnolia\mag1.dat Output file: data\magnolia\mag1.OUT INPUT FILE LISTING T1 T2 T3 SO R JX R JX SH STORM DRAIN ALONG MAGNOLIA BT. HARDING & 1-5 J.N. 24694.05 FILE NO. C:\SP\DATA\MAGNOLIA\MAG1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 157 277 281 301 305 .44 .50 .50 .07 .07 52 53 54 55 55 .48 .60 .60 .00 .20 2 2 2 1 1 1 1 .012 .012 .012 12.92 .012 .012 58.83 .00 .00 54.60 .00 .00 INV.2 .00 .00 .00 .00 Ang.1 .00 45.00 .00 .00 Ang, .00 .00 .00 .00 .2 0 0 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE .(D SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL CODE NO TYPE PIERS WIDTH DIAMETER WIDTH ZR INV DROP Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CD 1 4 CD 24 CD 34 1.50 2.50 3.00 PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - STORM DRAIN ALONG MAGNOLIA BT. HARDING & 1-5 HEADING LINE NO 2 IS - J.N. 24694.05 FILE NO. C:\SP\DATA\MAGNOLIA\MAG1.DAT HEADING LINE NO 3 IS - STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 157.44 52.48 2 58.83 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 277.50 53.60 2 .012 .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4 281.50 54.60 2 1 0 .012 12.9 .0 54.60 .00 45.00 .00 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 301.07 55.00 1 .012 .00 .00 .00 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 305.07 55.20 1 0 0 .012 .0 .0 .00 .00 .00 .00 ELEMENT NO 6 IS A SYSTEM HEADUORKS * * U/S DATA STATION INVERT SECT W S ELEV 305.07 55.20 1 .00 -.On ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWtCDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG MAGNOLIA BT. HARDING & 1-5 J.N. 24694.05 FILE NO. C:\SP\DATA\MAGNOLIA\MAG1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION INVERT DEPTH ELEV OF FLOW W.S. ELEV VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH L/ELEM SO SF AVE HF NORM DEPTH HGT/ BASE/ ZL NO AVBPR DIA ID NO. PIER ZR ********************************************************************************************** 157.44 52.48 120.06 .00933 277.50 53.60 JUNCT STR .25000 281.50 54.60 19.57 .02044 6.35 58.83 5.64 59.24 4.97 59.57 301.07 55.00 4.83 59.83 JUNCT STR .05000 •05.07 55.20 4.68 59.88 25.9 5.28 .43 59.26 .00 1.74 2.50 .00 .00 0 .00 .00340 .41 1.40 .00 25.9 5.28 .43 59.67 .00 1.74 2.50 .00 .00 0 .00 .00213 .01 .00 13.0 7.36 .84 60.41 .00 1.35 1.50 .00 .00 0 .00 .01305 .26 1.01 .00 13.0 7.36 .84 60.67 .00 1.35 1.50 .00 .00 0 .00 .01305 .05 .00 13.0 7.36 .84 60.72 .00 1.35 1.50 .00 .00 0 .00 STORM DRAIN ANALYSIS PLUS n-;qinal version by Los Angeles County Public Works Jons Copyrighted by CIVILSOFT, 1986, 1987, 1989 Version Serial Number Aug 27, 1998 9:11:59 Input file : data\chinq\chinq1.dat Output file: data\chinq\chinq1.out INPUT FILE LISTING T1 12 T3 SO R JX R JX R JX STORM DRAIN ALONG CHINQUAPIN AVE. CON. WITN OUTFALL J.N. 24694.05 FILE NO. C:\SP\DATA\CHINQ\CHINQ1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 1071 1267 1271 1504 1508 1549 1553 .57 .76 .76 .76 .76 .40 .40 29 33 34 36 36 37 37 .60 .80 .00 .00 .50 .60 .80 2 1 1 3 1 1 3 3 3 3 .012 .012 .012 10.50 .012 .012 4.50 .012 .012 31.60 .00 .00 34.50 .00 .00 36.50 .00 .00 INV.2 .00 .00 .00 .00 .00 .00 Ang.1 .00 90.00 .00 90.00 .00 .00 Ang, .00 .00 .00 .00 .00 .00 .2 0 0 0 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE J SECT CHN NO OF AVE PIER HEIGHT 1 BASE CODE NO TYPE PIERS WIDTH DIAMETER WIDTH ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DROP CD CD CD 2.00 2.50 1.50 PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - STORM DRAIN ALONG CHINQUAPIN AVE. CON. WITN OUTFALL HEADING LINE NO 2 IS - J.N. 24694.05 FILE NO. C:\SP\DATA\CHINQ\CHINQ1.DAT HEADING LINE NO 3 IS - STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1071.57 29.60 2 31.60 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1267.76 33.80 1 .012 .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1271.76 34.00 1 3 0 .012 10.5 .0 34.50 .00 90.00 .00 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1504.76 36.00 1 .012 .00 .00 .00 0 ELEMENT NO 5 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1508.76 36.50 1 3 0 .012 4.5 .0 36.50 .00 90.00 .00 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT NO 6 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1549.40 37.60 3 .012 .00 .00 .00 0 ELEMENT NO 7 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1553.40 37.80 300 .012 .0 .0 .00 .00 .00 .00 ELEMENT NO 8 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT W S ELEV 1553.40 37.80 3 .00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG CHINQUAPIN AVE. CON. UITN OUTFALL J.N. 24694.05 FILE NO. C:\SP\OATA\CHINQ\CHINQ1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION L/ELEM 1071.57 1071.57 83.39 1154.96 50.54 1205.50 25.17 1230.67 15.33 1246.00 10.06 1256.06 6.53 1262.59 3.86 1266.45 1.31 1267.76 JUNCT STR 1271.76 213.59 INVERT DEPTH U.S. ELEV OF FLOW ELEV SO 29.60 1.24 30.84 29.60 1.24 30.84 .02141 31.39 1.27 32.65 .02141 32.47 1.32 33.79 .02141 33.01 1.38 34.38 .02141 33.33 1.44 34.77 .02141 33.55 1.51 35.06 .02141 33.69 1.58 35.27 .02141 33.77 1.66 35.44 .02141 33.80 1.76 35.56 .05000 34.00 3.09 37.09 .00858 Q VEL VEL HEAD SF AVE 25.0 10.31 1.65 25.0 12.24 2.33 .02028 25.0 11.91 2.21 .01849 25.0 11.36 2.01 .01643 25.0 10.83 1.82 .01464 25.0 10.33 1.66 .01310 25.0 9.85 1.51 .01177 25.0 9.39 1.37 .01065 25.0 8.95 1.25 .00974 25.0 8.53 1.13 .00643 14.5 4.62 .33 .00347 ENERGY SUPER GRD.EL. ELEV HF 32.49 .00 33.17 .00 1.69 34.86 .00 .93 35.79 .00 .41 36.21 .00 .22 36.43 .00 .13 36.56 .00 .08 36.64 .00 .04 36.68 .00 .01 36.69 .00 .03 37.42 .00 .74 CRITICAL HGT/ BASE/ ZL DEPTH DIA ID NO. NORM DEPTH ZR 1.70 2.50 .00 .00 1.76 2.00 .00 .00 1.23 .00 1.76 2.00 .00 .00 1.23 .00 1.76 2.00 .00 .00 1.23 .00 1.76 2.00 .00 .00 1.23 .00 1.76 2.00 .00 .00 1.23 .00 1.76 2.00 .00 .00 1.23 .00 1.76 2.00 .00 .00 1.23 .00 1.76 2.00 .00 .00 1.23 .00 1.76 2.00 .00 .00 .00 1.37 2.00 .00 .00 1.16 .00 NO PIER 0 0 0 0 0 0 0 0 0 0 0 AVBPR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PAGE 2 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG CHINQUAPIN AVE. CON. WITN OUTFALL J.N. 24694.05 FILE NO. C:\SP\DATA\CHINQ\CHINQ1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION L/ELEM 1485.35 19.41 1504.76 JUNCT STR 1508.76 2.10 1510.86 HYDRAULIC 10.86 14.69 1525.56 10.96 1536.51 7.57 1544.09 5.31 1549.40 JUNCT STR 1553.40 INVERT DEPTH U.S. ELEV OF FLOW ELEV SO 35.83 2.00 37.83 .00858 36.00 1.88 37.88 .12500 36.50 1.74 38.24 .02707 36.56 1.70 38.26 JUMP 36.56 .83 37.39 .02707 36.95 .86 37.81 .02707 37.25 .90 38.15 .02707 37.46 .93 38.39 .02707 37.60 .97 38.57 .05000 37.80 1.22 39.02 Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIEI SF AVE HF NORM DEPTH ZR 14.5 4.62 .33 .00323 14.5 4.73 .35 .00227 10.0 5.66 .50 .00772 10.0 5.66 .50 10.0 9.92 1.53 .02074 10.0 9.54 1.41 .01854 10.0 9.09 1.28 .01640 10.0 8.67 1.17 .01453 10.0 8.27 1.06 .01076 10.0 6.50 .66 38.16 .00 1.37 2.00 .00 .00 0 .06 38.23 .00 1.37 .01 38.74 .00 1.22 .02 38.76 .00 1.22 38.92 .00 1.22 .30 39.23 .00 1.22 .20 39.43 .00 1.22 .12 39.56 .00 1.22 .08 39.63 .00 1.22 .04 39.68 .00 1.22 1.16 .00 2.00 .00 .00 .00 1.50 .00 .00 .78 .00 1.50 .00 .00 .00 1.50 .00 .00 .78 .00 1.50 .00 .00 .78 .00 1.50 .00 .00 .78 .00 1.50 .00 .00 .78 .00 1.50 .00 .00 .00 1.50 .00 .00 0 0 0 0 0 0 0 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 STORM DRAIN ANALYSIS PLUS :qinal version by Los Angeles County Public Works :ons Copyrighted by CIVILSOFT, 1986, 1987, 1989 Version Serial Number Mar 19, 1998 11: 2:22 Input file : data\chin1\chinq1.dat Output file: data\chin1\chinq1.out INPUT FILE LISTING T1 STORM DRAIN ALONG CHINQUAPIN AVE. LATERAL AT EX. C.I. AT STREET END T2 J.N. 24694.05 FILE NO. C:\SP\DATA\CHIN1\CHINQ1.DAT T3 STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 1NV.2 Ang.1 Ang.2 SO 4000.00 22.50 3 .012 24.82 R 4025.00 31.77 3 .012 .00 .00 .00 .00 0 JX 4029.00 31.97 3 1 .012 10.70 .00 32.00 .00 90.00 .00 SH 3 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 J SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL CODE NO TYPE PIERS WIDTH DIAMETER WIDTH ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DROP CD 1 4 CD 24 CD 34 2.00 2.50 1.50 PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - STORM DRAIN ALONG CHINQUAPIN AVE. LATERAL AT EX. C.I. AT STREET END HEADING LINE NO 2 IS - J.N. 24694.05 FILE NO. C:\SP\DATA\CHIN1\CHINQ1.DAT HEADING LINE NO 3 IS - STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT U S ELEV 4000.00 22.50 3 24.82 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4025.00 31.77 3 .012 .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 4029.00 31.97 3 1 0 .012 10.7 .0 32.00 .00 90.00 .00 ELEMENT NO 4 IS A SYSTEM HEADWORKS * * U/S DATA STATION INVERT SECT U S ELEV 4029.00 31.97 3 .00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOU BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG CHINQUAPIN AVE. LATERAL AT EX. C.I. AT STREET END J.N. 24694.05 FILE NO. C:\SP\DATA\CHIN1\CHINQ1.DAT STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 iTATION INVERT DEPTH U.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER /ELEM SO SF AVE HF NORM DEPTH ZR r*********************************************************************^ 4000.00 1.81 4001.81 3.48 4005.29 2.86 4008.15 2.39 110.54 2.03 4012.57 1.74 4014.30 1.50 4015.80 1.30 4017.11 1.14 4018.24 1.00 4019.24 .88 22.50 .37080 23.17 .37080 24.46 .37080 25.52 .37080 26.41 .37080 27.16 .37080 27.80 .37080 28.36 .37080 28.84 .37080 29.26 .37080 29.64 .37080 .49 22.99 11.7 23.02 8.24 .18619 .50 23.67 11.7 22.55 7.91 .16968 .52 24.98 11.7 21.50 7.19 .14868 .54 26.06 11.7 20.50 6.53 .13027 .56 26.97 11.7 19.55 5.94 .11422 .58 27.74 11.7 18.64 5.40 .10021 .60 28.40 11.7 17.77 4.91 .08796 .62 28.98 11.7 16.94 4.46 .07726 .64 29.49 11.7 16.16 4.06 .06788 .67 29.93 11.7 15.40 3.69 .05964 .69 30.33 11.7 14.69 3.35 .05242 31.23 .00 1.30 1.50 .34 .42 31.58 .00 1.30 1.50 .59 .42 32.17 .00 1.30 1.50 .43 .42 32.59 .00 1.30 1.50 .31 .42 32.90 .00 1.30 1.50 .23 .42 33.14 .00 1.30 1.50 .17 .42 33.31 .00 1.30 1.50 .13 .42 33.44 .00 1.30 1.50 .10 .42 33.54 .00 1.30 1.50 .08 .42 33.62 .00 1.30 1.50 .06 .42 33.68 .00 1.30 1.50 .05 .42 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PAGE 2 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG CHINQUAPIN AVE. LATERAL AT EX. C.I. AT STREET END J.N. 24694.05 FILE NO. C:\SP\DATA\CHIN1\CHINQ1.DAT STATION ELEV. CD# CD# "n" Q-Latl Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION INVERT DEPTH U.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ****************************************************************************** 4020.12 .77 4020.89 .68 4021.56 .59 4022.16 .52 122.68 .46 4023.13 .40 4023.53 .34 4023.87 .29 4024.16 .25 4024.41 .20 4024.61 .16 29.96 .72 30.68 .37080 30.24 .75 30.99 .37080 30.50 .77 31.27 .37080 30.72 .80 31.52 .37080 30.91 .84 31.74 .37080 31.08 .87 31.95 .37080 31.22 .90 32.13 .37080 31.35 .94 32.29 .37080 31.46 .98 32.44 .37080 31.55 1.02 32.57 .37080 31.63 1.07 32.69 .37080 11.7 14.00 3.05 .04615 11.7 13.35 2.77 .04065 11.7 12.73 2.52 .03581 11.7 12.14 2.29 .03159 11.7 11.57 2.08 .02790 11.7 11.04 1.89 .02466 11.7 10.52 1.72 .02182 11.7 10.03 1.56 .01935 11.7 9.56 1.42 .01720 11.7 9.12 1.29 .01531 11.7 8.70 1.18 .01367 33.73 .00 1.30 .04 33.76 .00 1.30 .03 33.79 .00 1.30 .02 33.81 .00 1.30 .02 33.83 .00 1.30 .01 33.84 .00 1.30 .01 33.85 .00 1.30 .01 33.86 .00 1.30 .01 33.86 .00 1.30 .00 33.87 .00 1.30 .00 33.87 .00 1.30 .00 1.50 .00 .00 0 .42 .00 1.50 .00 .00 0 .42 .00 1.50 .00 .00 0 .42 .00 1.50 .00 .00 0 .42 .00 1.50 .00 .00 0 .42 .00 1.50 .00 .00 0 .42 .00 1.50 .00 .00 0 .42 .00 1.50 .00 .00 0 .42 .00 1.50 .00 .00 0 .42 .00 1.50 .00 .00 0 .42 .00 1.50 .00 .00 0 .42 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PAGE 3 WATER SURFACE PROFILE LISTING STORM DRAIN ALONG CHINQUAPIN AVE. LATERAL AT EX. C.I. AT STREET END J.N. 24694.05 FILE NO. C:\SP\DATA\CHIN1\CHINQ1.DAT STATION ELEV. C0# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION L/ELEM 4024.77 .12 4024.90 .08 4024.97 .03 4025.00 JUNCT STR '29.00 INVERT DEPTH U.S. ELEV OF FLOW ELEV SO 31.69 1.12 32.80 .37080 31.73 1.17 32.90 .37080 31.76 1.23 32.99 .37080 31.77 1.30 33.07 .05000 31.97 2.65 34.62 0 VEL VEL HEAD SF AVE 11.7 8.29 1.07 .01227 11.7 7.90 .97 .01108 11.7 7.54 .88 .01011 11.7 7.18 .80 .00487 1.0 .57 .00 ENERGY SUPER CRITICAL HGT/ BASE/ GRD.EL. ELEV DEPTH DIA ID NO. HF NORM DEPTH 33.87 .00 1.30 1.50 .00 .00 .42 33.87 .00 1.30 1.50 .00 .00 .42 33.87 .00 1.30 1.50 .00 .00 .42 33.87 .00 1.30 1.50 .00 .02 34.62 .00 .37 1.50 .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 NO AVBPR PIER 0 .00 0 .00 0 .00 0 .00 0 .00 STORM DRAIN ANALYSIS PLUS r ninal version by Los Angeles County Public Works ions Copyrighted by CIVILSOFT, 1986, 1987, 1989 Version Serial Number Mar 25, 1998 10:19: 7 Input file : data\acacia\acacia1.dat Output file: data\acacia\acacia1.out INPUT FILE LISTING T1 STORM DRAIN ALONG EAST OF ACACIA, WEST OF SDNR RxR T2 J.N. 24694.05 FILE NO. C:\SP\DATA\ACACIA\ACACIA1.DAT T3 STATION ELEV. CD# CD# "n" Q-Latl Q-Lat2 1NV.1 INV.2 Ang.1 Ang.2 SO 9000.00 34.46 1 .012 34.09 R 9153.50 36.18 1 .012 0.00 .00 .00 .00 .00 0 JX 9157.50 36.38 1 .012 .00 .00 .00 .00 SH 1 SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE SECT CHN NO OF AVE PIER HEIGHT 1 BASE NO TYPE PIERS WIDTH DIAMETER WIDTH ZL ZR INV DROP Yd) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CD CD CD 1 4 2 4 3 4 2.00 3.00 3.50 PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - STORM DRAIN ALONG EAST OF ACACIA, WEST OF SDNR RxR HEADING LINE NO 2 IS - J.N. 24694.05 FILE NO. C:\SP\DATA\ACACIA\ACACIA1.DAT HEADING LINE NO 3 IS - STATION ELEV. CD# CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 WATER SURFACE PROFILE - ELEMENT CARD LISTING PAGE NO 2 ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 9000.00 34.46 1 W S ELEV 34.09 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT 9153.50 36.18 1 N .012 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 9157.50 36.38 1 0 0 .012 .0 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 .0 .00 .00 .00 .00 ELEMENT NO 4 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT 9157.50 36.38 1 NO EDIT ERRORS ENCOUNTEREO-COMPUTATION IS NOW BEGINNING W S ELEV .00 ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, U.S.ELEV = INV + DC ERROR MESSAGE NO. 2 - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN OTLTUS, U.S.ELEV = INV + DC PAGE 1 UATER SURFACE PROFILE LISTING STORM DRAIN ALONG EAST OF ACACIA, WEST OF SDNR RxR J.N. 24694.05 FILE NO. C:\SP\DATA\ACACIA\ACACIA1.DAT STATION ELEV. CDU CD# "n" Q-Lat1 Q-Lat2 INV.1 INV.2 Ang.1 Ang.2 STATION L/ELEM 9000.00 114.60 9114.60 38.90 9153.50 JUNCT STR 9157.50 INVERT DEPTH U.S. ELEV OF FLOW ELEV SO 34.46 1.28 35.74 .01120 35.74 1.28 37.03 .01120 36.18 1.28 37.46 .05000 36.38 1.58 37.96 Q VEL VEL HEAD SF AVE 19.3 9.06 1.27 .01123 19.3 9.06 1.27 .01125 19.3 9.07 1.28 .00896 19.3 7.25 .82 ENERGY SUPER CRITICAL HGT/ BASE/ GRD.EL. ELEV DEPTH DIA ID NO. HF NORM DEPTH 37.02 .00 1.58 2.00 .00 1.29 1.28 38.30 .00 1.58 2.00 .00 .44 1.28 38.74 .00 1.58 2.00 .00 .04 38.78 .00 1.58 2.00 .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 NO AVBPR PIER 0 .00 0 .00 0 .00 0 .00 CURB OPENING INLET DESIGN oI-H C/)ttQ H O U cn I in 03Q 1 Xi-:Ul o p £ o CD oo - co m ^ CO CM ,_ 0)Q. 4-i "c w'x _J Q. S > <t 0)a. W^ CD S. CO "3T O dZ z CO ffl co CO o mo 0 1 CO m D co Z COco o o o 5 COT— COi inin CMi rr oN. o r Q. CD_J C 0 Continuous Grade \o CO CN v- CD COCO O 0 Oin CM oin o^ —70%of2/3W121- m 00 CM f- Q. CO_J 6 Continuous Grade |o C5 cri CO o COCO o CM CDm O) CO i "o Si"3- rr r-o m ^Q.CD_J lc 0 Continuous Grade Io oCD cri CD CO CO o •*}• 0 om CM I COSi•5^oCO tl r-0 m r CLro_i 6 1 CO 0 CMOO CD Z COCO o -p o 0 CD CM OJ t-t Oc~ CO c COcu 6 1 CO in 35 CD Z CO CO o CN O OOCD OO 000 i 01 CO OO rr 0oo o c COQ)6 Continuous Grade \0 o n CD oooo o CO 0 CO CM 1/3 W8arr oCD CD C COcu 0 Continuous Grade |in co CM ooCD CD CO CO o CO o oI"- CD W18a + 40%ofW18bb 0 CD CD C COcu O CO m 0 CM Z oooo o v? o 0 0 •sf P8M + 38Mti mCM 0CM C COcu.c 0 Continuous Grade \in oooo coCM oom 0 CO CO o 00 0 m "-60%ofW18bb in TOCM i COcuJCO Continuous Grade |o CD CO CMCM CD COoo o CM o oom CD 111 rr oo OO c COcu6 Continuous Grade \o coCD CMCM CD COCO O -9 CN O COin CD 5 t CO CM C (ACU £1O Continuous Grade \o CD CO CMCN O ci COCO o v? CN 0 OOm co HI £ 0oo oo c: COcu O Continuous Grade \o coCD CMCM 0 CD COCO 0 CM O COin CD i 1- o00 00 CM c COcu .Co 13 CO m CO CM Z oooo o 3?o 0 coCO 2/3 W8aH 0IO T— (D 0oOL Continuous Grade \0 mCO CM COm ci COCO 0 in 0 CMCD ^~ w CO CT1C TJ3 Oc: CO l-j 00OO 0) COc •a COX Continuous Grade \0 CNCD CD OOm ci CO CO o CO o CMCD '- OT O)c "oc c ti 0oo CM D) T3 CD CO m oq Z oo OO o 3s"o o oo CN 0)cu co rr 0CD cnc •o CD X 1 co2 m CDCD in Z ooCO o 58 o 0 CNCD v- OT CO O)C '-o T5c: C b 8 •sf cnc•o co X Continuous Grade \m oo m CD COCO o CM o CM C) 2 w <M D)C 73 "o OO |3 CO CD cnc T3 CD X 1 CO m CDCO Z oo OO o 3?o o T — CO •a H oCO CM cnc T3 CO X co m COo CO Z COoo o 3s"o o CO CD 1 H mCM T— CD CuCD Continuous Grade \o n cri CD CO CO o 3s"oo CD CD caCM OL h-o CO Y CDo Continuous Grade \o CO o' COoo o oo ooCM in 1/3 W1 ab r--o OOCM CO O Continuous Grade \o o CO cri m ci CO CO o o CDm o 2/3 W1 ati 0o CDCM COU Continuous Grade \o CM CDOO CD OOco o 3? in CM 0o CD CO 01 rr mCO ^CO O Continuous Grade \o o CM <3>OO CD COOO O 3s"m CM oo 00HI rr oco CM CD O Continuous Grade \o inCD CDCO CD COCO o 3s"oo o0 CD f- Hl in 01 o0 m <l>c Q.Continuous Grade \o CDOJ cri CD ooCO 0 0 oo o HI co rr wCD m <iic CL Gradefor Sumpf's Method",arlsbaov_> <fc. <N .^* II O -4 5s lod for Continuous GractIS wo.i1"s < 5t j_ co S. 0 ^^S C^ O n oII II 0> : U <O ,™ g) TS C €c aO Q> 11 n u f S~J O)cIsI <o g H If I ri ri I i I i i I 1 I I I I ( REV" i n i CHART 1-103.6 A CAPACITY OF CURB OPENING INLETS ASSUMED 2% CROWN, Q = 0.7L (A+Y)3/2 *A Y i — _ _._ // // , " ° • 0,33 - '\ &-(_<? ^ A- \\.\L^-\ ;.?'•>';?'.•(•'>*.... HEIGHT OF WATER AT CURB FACE (0.4' MAXIMUM) REFER TO CHART 1-104.12 t •• LENGTH OF CLEAR OPENING OF INLET *Use A=0 when the inlet is adjacent, to traffic; i.e., for a Type "J" median inlet or where the parking 1-ane is removed. CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO. CAPACITY. OF CURB OPENING- INLETS CHART I-I03.6C I.O-j- .9- .8- .7- .6- v— UJ UJu. z -3' .c oz ; ui .4- Q. O U. O HX O UJX .3- .2- L -12 -II -10 0u,•x.1f> -9 u-0 Z -8 __j O ~7 P, o£ 1 z £_ ui - 6 z O — U.£ o 0 K^ ? z~ 3 Z Ox UI . Z 0. / UJ 0 S u. ^ iv* u.o X*1 o -«£ ./X SOS O* / • / <zx;;.* ujx<r^x > ^3 S ^2<o " -10 - 8 - 6 - 5 - 4 - 3 -2 ^.S^ /'Z S O ^- i-< ./ * S -*/ s --5 i- -.4 0 1, S: u.0 '-* io: 1 UJ 7 •- z --I x. -.08 Q- UJ- Q -.06 -.05 ^ -O4 o Q. _J03 - 2 . 1 , -_j H.,«»l oC euron 'i «. "• / ' ^ X__u j.._4--_A -— i ~ — p j — t--' 1 ^~Lo««i 4«prtt<Mi (8) ELEVATION Surfoct of pon4*4 ««t«r ^__^__ SECTION -3 -4 -3 -2 -1.5 -1.0 - .9 - .8 - .7 - .6 - .5 _ .4 . • - .3 • ^ - .2 - .15 REV. CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO. MnMr'iPPAM PADAINvJIVlUor< AM LArA INLET AT CITY ,CURB SAG 15 CHART I-104.12 -T2L • •sm >&, 03— 04 — SO «0 SO EXAMPLE: 6i»tn: Chort OtSCHAWZ (CJTi) ONE SIDE 0«pth <t 4.4 t(H. REV.CITY OF SAN DIEGO - DESIGN GUIDE GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART SHT. NO. ENERGY DISSIPATER/ OUTFALL DESIGN TELEPHONE CONVERSA TION RECORD Date: By: Party Calling: Firm Name: Project Name: Subject: May 5, 1998 Edward Hitti Edward Hitti WW-Clyde South Carlsbad Village Storm Energy Dissipator Stability Project No.: 24694 Copies to: Mike R. , Called: Moi Arzamendi Drain and Interceptor Sewer File Summary of Conversation: Per my telephone conversation with Moi, Mr. Arzamendi indicated that the recommendations in the WW-Clyde Geotechnical Investigation report dated January 30, 1998 are generic and don't discuss any specific concerns for the proposed headwall structure at the Agua Hedionda Lagoon outfall. Moi recommended to remove loose, soft, or disturbed soils within five feet in all directions of the foundation zone of the storm drain outlet headwall. The removed soils shall be replaced with 3/i-inch gravel wrapped with geotextile fabric. If the City wants more specific information on the existing soil conditions and recommendations that are tailored for this particular site, additional field investigations and laboratory tests have to be performed. These additional works are beyond the existing scope of work for this project. EARTH S^| TECH A ft/CO INTERNATIONAL LTD. COMPANY f EARTH OF 2- TECH CALCULATED BY . CHECKED BY SCALE DATE . DATE. IP-*~n~/ C^f~-<-^'*7> . ;>.-- T>K I-;-,- I .y = ! c^ 5 x- 2-7 > ' "2-e>&>is>,' -\rW. ^.hA*iMei_ ^Prr'i.yJ W— •*• T^, -7 i z: -^- - b = 2-1 tv=e. X ^ al1 n^*" jvio ^c/^ue > 5 .v -i' ",-7. \/N/T J Or ' T 4-' -i • 2.. j?L1/?? ^'J -Hvj BEST ORIGINAL EARTH JOB SHEET NO. .OF. TECH CALCULATED BY CHECKED BY SCALE DATE. DATE. ENGINEERING FABRIC LIMITS OF NORMAL , TOE TRENCH SLOPE SIDES AT MINIMUM SLOPE REQUIRED FOR MATERIAL TO STAND (ESTIMATED AT 1:3.5) IP ROCK BUTTRESS PAY QUANTITY LJMfTS RIVER ROCK AS APPROVED BY THE ENGINEER. , n :4(fr.«fe4-4'>U- } | *- —•• - A v W = Z/7,|5A(sV-z^V?)y 1 ^ u * -4- o'PROJECT: Channel at Outfall TRAPEZOIDAL CHANNEL INVERT WIDTH (feet) ... 21.00 MANNINGS n SLOPE (feet/foot) 1200 DATE: 08-11-1998 TIME: 17:58:57 LEFT SIDE SLOPE (X to 1) 2.00 DEPTH (feet) 1.43 VELOCITY (fps) 13.25 AREA (square feet) 34.20 CRITICAL DEPTH 2.26 CRITICAL VELOCITY 7.86 0 (cfs) RIGHT SIDE SLOPE (X to 1) .. TOP WIDTH (feet) VEL. HEAD (feet) P + M (pounds) .. CRITICAL SLOPE .. FROUDE NUMBER .... .045 453.00 2.00 26.73 2.72 13096 0.0249 2.06 O BEST ORIGINAL JOB '^ A ?EARTH SHEET NO. TECH CALCULATED BY __L^__1___ CHECKED BY SCALE -" Kx^-U O..'- OF DATE. DATE_ C- F'.Vr'- '" ~T **- '-'.-I LT .:?c -•:- ex! - -9, 12--: g CD a:oh-v>UJ •2.L.5 v 4 c C,/K p. \ ••IB z. --iytM>it\,i*'-*>,vi t<_t^ Q :" - • '.- * '~ , -1 V JOB o,1 f EARTH SHEET NO. . TECH CALCULATED BY _ CHECKED BY SCALE OF DATE. DATE. -4-1,—n,-r x r ?,S7 rV 4-c? Z<- / I~^> L '><? ?5 Lb f^£\0»A^ >4.^ '. tP BEST J"iJ EARTH JOB SHEET NO. .OF TECH CALCULATED BY . CHECKED BY SCALE t" DATE. DATE. I ' I- M T !Z--ff '-f "7 = 14-, BEST PROJECT: DATE: 08-24-1998 PIPE FLOW TIME: 16:45:50 Diameter (inches) ... 84 Mannings n .013 Slope (ft/ft) 0.0050 Q (cfs) 453.00 depth (ft) 7.00 depth/diameter ... 1.00 Velocity (fps) 11.77 Velocity head 2.15 Area (Sq. Ft.) 38.48 Critical Depth 5.59 Critical Slope ... 0.0053 Critical Velocity ... 13.75 Froude Number 0.00 'ROJECT: TRAPEZOIDAL CHANNEL INVERT WIDTH (feet) ... 21.00 MANNINGS n SLOPE (feet/foot) 1200 Q (cfs) ... LEFT SIDE SLOPE (X to 1) 2.00 DEPTH (feet) 1.43 VELOCITY (fps) 13.25 AREA (square feet) 34.20 CRITICAL DEPTH 2.26 CRITICAL VELOCITY 7.86 DATE: 08-21-1998 TIME: 17:40:12 .045 453.00 RIGHT SIDE SLOPE (X to 1) TOP WIDTH (feet) ... VEL. HEAD (feet) ... P + M (pounds) CRITICAL SLOPE FROUDE NUMBER 2.00 26.73 2.72 13096 0.0249 2.06 Varies _L WING WALL REINFORCING ELEVATION SECTION B-B NOTES 1. Skewed Pipes: Dimension W to be increased to take care of increased width or length due to skew of multiple pipes. 2. Tops of headwalls, on grade culverts, shall be placed parallel to profile grade when the grades are 3% or more. 3. Concrete shall be 560-C-3250 4. Exposed corners shall be chamfered 3/4". 5. Multiple pipes shall be set a distance of D/2, with a V minimum, between outside diameters of pipes. 6. For pipe wall thickness greater than 3" use Alternate Oetail-C. LEGEND ON PLANS Revision Cone. By Approved Date SAN DIEGO REGIONAL STANDARD DRAWING WING AND U TYPE HEADWALLS FOR 42" TO 84" PIPES RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE Coonfoutw R.C.E. 19807 Dan DRAWING NUMBER D-35 JOB . EARTH TECH SHEET NO. CALCULATED BY . CHECKED BY SCALE .. J- '_ '.. OF _ DATE DATE . V \- ' Vll lfc B D = Pipe Diameter W = Bottom Width of Channel — Filter Blanket Sill, Class 420-C-2000 Concrete PLAN SECTION A-A NOTES: 1. Plans shall specify: . •/ A) Rock class and thickness (T). C- 1 ,-j B) Filter material, number of layers and thickness. 2. Rip rap shall be either quarry stone or broken concrete (if shown on the plans.) Cobbles are not acceptable. » 3. Rip rap shall be placed over a filter blanket which J A f\ may be either granular material or plastic filter cloth. r'". See standard special provisions for selection of rip rap and filter blanket. 5. Rip rap energy djssipators shall be designated as either Type 1 or TypeQj} Type 1 shall be with concrete sill; Type 2 shall be without sill. SECTION B-B ^_ & RECOMMENOEO BY THE SAN DIEGO REGIONAL STANDARDS COIWITTEE Oitc DRAWING NUMBER D-40 SAN DIEGO REGIONAL STANDARD DRAWING RIP RAP ENERGY DISSIPAT0R Revision Sill, filter By Approved to-tt Date EARTH H JOB SHEET NO CALCULATED BY . CHECKED BY SCALE OF .._ DATE . DATE Ul 0-3 ENGINEERING FABRIC LIMITS OF NORMAL TOE TRENCH <x ROCK BUTTRESS SLOPE SIDES AT MINIMUM SLOPE REQUIRED FOR MATERIAL TO STAND (ESTIMATED AT 1:3.5) PAY QUANTITY LIMITS RIVER ROCK AS APPROVED BY THE ENGINEER. KAX Vol.(ft) 8 TON 32000# 7 . 1 8 ' 193.9 TON 16000# 5 . 7O ' 97.0 2 TON 8OOO# 4. 52 ' 45 . 4 1 TON 400O# 3. 59 ' 24. 2 ^TON 2OOO# 2.85' 12.1 TON 1 OOO# 2.25 6 .0 LIGHT 500# 1.79' 3. O BACKING FACING) 200# 1 . 32 ' 1 . 2 O . 95 ' O . 45 8.4'6.7'5.3'4.2'3.3'2.7'2 . O '1.4'1.0' 5.3'4. 2 '3.3'2.5'1.8'1.2' W.50 16OOO#8000#4OOO#2OOO#1 OOO#500#200# D.5 . 70 '4 . 52 '3.59'2 . 85 '2.25'1 .79 '1 . 32 'O . 95 '0.66' Vo1 . ( f t)97 . 0 48 . 4 24.2 12.1 6 . O 3 . O 1 .2 O . 45 O . 1 5 n Value O . O53 O . O51 O . O49 O . O47 O .045 O . O44 O . O41 O . O39 Backing or #2 or #2 #2 !nt«r»*dlKiR9P ol»»«2 TON ovorY> TON 1 TON over Ji TON TON Ji TON Thickness for Method A •« 1.48 x (OB(>) o r / Thickness for Method 8 *• Method A •+• 25% I Of chonne I a »Iop»s 1.S : 1 or flottcr Manning's value varies with mean stone size (O80) O.O395 X (Oi0) • (Orouted - 0 . O23 to 0.030) SPEC I F I C ORAV I TY SPHERICAL SHAPES VOLUME - 3 TT R3 DENSITY •« s.G. (O^,) - 1 65 2 . 65 n Note: Since Coilrona •p«e!Meotlen» hovB no O,, or 0,, grading control*, d«»lgn of underlying filter* «hould bo baaad on lh« D of th« ov«rlylng loyor bo Ing \arg» enough to not poi» through the yo'd* of the overlying loyor, ;\ I , d - dlometer of booking O — Diometer of RSP d - 0.154 0M * 0. »0 i /u««r /' />v8/vce.d/<lr«w/r lor e.o . 8<t - 2.63 (62.*) U»« filter fobrlo In lieu of # 3 backing (Supported by material* Investigation) ROCK- SLOPE PROTECTION V-16 IT 26 24 22 20 ooUl UJ 0. LJ tlJb. z: 18 16 12 t 10oo_l UJ > 8 -M * "* Kx I J20! 60; PONE \\ ) too 4i ^ 1 \ i:Y/EIGHT, IN POUNDS 600 1000 1500 2000 ....5000i s ioTi 4oT'100 fcoo 'iboTeobT" Tiooo "f 40b'o'i"n FOR STON£ WEIGHING • 165 L3S. PER CU.FT. ADAPTED FROM REPORT OF SU3COMMITTE ON SLOPE PROTECTION. AM. SOC. CIVIL ENGINEERS PROC. JUNE I94.T I2:i orboMcm 1:1 O ~ • I ' 2 3 4 EQUIVALENT SPHERICAL DIAMETER OF STONE, IN FEET Fig. V-6 — Size of stone that will resist displacement for various velocities and side slopes. . BANK AND SHORE PROTECTION Stone Size In order to make optimum use of local materials, especially those obtained in roadway excavation, designs should have not only a wide range of stone sizes to choose from, but also an adequate number of classes within this range. Each class available for a specific hazard should be quite limited in range, as overly light stone would be washed away and overly heavy stone would require a thicker, and thereforemore costly, protection than necessary. The classifications shown in Table 3 were recently added to Califor- nia's Standard Specifications; upon recommendation of this committee. The weights by which the classes are designated does not necessarily correspond to the weights called for by the various formulas. For ex- ample, if the shore protection formula should call for 5-ton stone, it would be proper to use the 8-ton class as approximately 80 percent of this class would be larger than 5-ton, or special provisions would re- quire that each stone weigh more than 5 tons. Specific Gravity Eequired stone size is a function of the specific gravity and, unless unreasonably low, specific gravity need not be a limitation on its use. In fact, excellent results have been reported for lava with a specific gravity of 1.5. Once the stone size has been selected on the basis of a certain specific gravity, specifications should then prohibit the use of stones having specific gravity appreciably lower. For example, in order to obtain equal protection from stone having a specific gravity of 2.3 compared to 2.7, it would be necessary to increase the weight of the stone 100 percent and increase the thickness of protection 25 percent. Stone with an apparent specific gravity (AAHSO Test T-85, California Test 206-B) of 2.5 min. should normally be specified. Soundness Rocks that are laminated, fractured, porous or otherwise physically weak, are usually unacceptable as rock slope protection. Visual evalua- tion of a material by an experienced engineer or geologist is an ex- tremely accurate method of determining rock quality. Durability . • The Durability" Index for course aggregate, is a measure, to some extent, of the quality and quantity of fine material washed and/or abraded from the surface of the material being tested/and is a reliable indicator of rock quality. This test is most significant when the rock is to be used in shore protection where it is subjected to a pounding surf carrying sand, gravel, and smaller stones. A durability of 52 miiT. (California Test 229 E) is usually required. Properties contributing to durability of stone may be both physical and chemical. Obviously the above test measures only physical prop- erties and therefore would measure the results of chemical change, not the susceptibility to chemical change. DKSIO.N lUUNCU'LKS 115 s (V . O 5 30 a " Y o E PROTECTa. 2CO § ci LU !Percentage 4% > oo -s \ V* s 8 cs T- CO T- ^ 5, d .a i d .200 Lb.s 1 X J § { I 00 16 TonIS 8 r Jft 8r* U3 i .Method A Placement/J j 8 Ton"' 4 Ton.-'JM 5 Tnn" . -8 i 8 m J ^ 8 i 8 1 *ni j 1 8 s 3 •is § a i 2 j 3 3~ d 8 i ,| ;i» 8 i i >-+ ^ 8 I 8 i i ** U 1 i f 8 1 g I 2 ? T 1 P £ s I ft\ ^ u i.a*e- ^90-100in J '.I 1ec £ 7- 1 \Backing>ntent No. »& low clay C(£'E 5 ta of fine mis•g& $ *-H 1 i 4a ^1 dZ larger atoneid 2 Ton ort Backing.•quired behilind the No.NOTE: When backing a reshould be used beh>~f~ J' 102 BANK AND SHORE PROTECTION FIGURE 151. Rock slop* shore) protection. S«a Cliff Vll-V.n-101 RE 152.Truck.. R. lll-Nev-89 Rock slop* bank protection along high velocity stream. DESIGN PRINCIPLES 103 (6) Additional thickness can be provided at the toe to offset possible scour when it is not feasible to found it upon the solid. (7) Wave runup is less (as much as 70%) than with smooth types. (8) It is salvable, may be stockpiled and re-used if necessary. In designing the rock slope protection for a given embankment the following five determinations are to be made for the typical section (Fig. 153) : (1) Size of stone (may vary between top and bottom). (2) Depth at which the stones are founded. (3) Elevation of the top of protection. (4) Thickness of protection. (5) Need for backing material. (6) Face slope. £ Face stone. Voids should be filled with smaller rock. SECTION Below scour depth or to bedrock Notes: "T" is equal to or greoter than 1.5D where "D" Is diameter of nominal size rock specified. For Method B placement Increase "T" 25V Face stone is determined from formula in text. Bed stone is 50% to IOCS heavier than face stone. Filter backing should be designed to prevent extrusion through the face, using a graded material or two or more courses of progressively coarser particles. FIGURE 153. ROCK SLOPE SHORE PROTECTION Rock slope protection for ocean shore exposure. Pipe diameter in inches 87 90 Cover 93 96 102 108 in §835*0^371 occur at the transition trench width. The difference in dead load for wider trench widths or the projecting conduit condition may be a small value and the pipe may safely withstand the increase. For assurance it will be necessary to recompute the D-loads for any installation change at any depth of cover. Safety factor—A safety factor of 1.0 against the occurrence of the 0.01-inch crack is assumed in the calculations. If a factor different than 1.0 is desired, corrected D-loads can ' ^pbtained by multiplying loads ' snown in the table by the desired safety factor. Live loads—Live load distribution is calculated from AASHTO HS20 for truck loads? For different wheel loadings, correct live loads can be obtained by multiplying live loads shown in the table by the desired maximum wheel load in kips and dividing by 16. This table is limited to AASHTO live load distributions (a square at backfill depth, H, whose sides equal 1.75 H) for single truck loading with impact factors based on depth. A live load factor of 1.50, recommended in Iowa State College Bulletin 112 by Spangler for ordinary bedding or better, is used. For covers nine feet and greater, live loads are included in the indicated D-loads. References 1. "Soil Engineering," Spangler, M.G. and R. L. Handy; Intext Educational Publishers, fourth edition, 1982. 2. "Loads on Underground Conduits," Engineering Library 1-2, Ameron, 1973. 3. "Standard Specification for Highway Bridges," American Association of State Highway and Transportation Officials (AASHTO), thirteenth edition, 1983. 3 ] ] ] 1 1 SECTIONFIVE Pipeline Design and Construction Considerations should be placed in accordance with the provisions of the Green Book Section 300-8.1.1. Crushed rock backfill should be placed in accordance with San Diego Regional Standard Drawing Number S-4. Type B. Mechanical compaction is generally preferred from a geotechnical perspective and should be used where dewatering is maintained within the trench. However, this may require that personnel enter the trench. Consideration may be given to the use of a 2-sack per cubic yard lean sand/cement slurry. The slurry could be used around the pipe to reduce both the need for compaction and the need for personnel to enter the trench. Only nominal compaction under direct observation is required for crushed rock backfill. 5.3.7 Trench Cutoffs Should areas of possible groundwater contamination be found within the alignment, trench cutoffs may be needed to reduce the potential for migration of contaminated groundwater. Since trench backfill is anticipated to be select material or crushed rock, these materials may tend to be more permeable than the surrounding native soils. As a result, the backfilled trench may become a conduit for groundwater flows. Problems that may arise include erosion of supporting soils around the pipe or transport of contaminants along the alignment. Trench cutoffs should be spaced at intervals of approximately 400 feet to create a low permeability barrier across the width of the trench to inhibit the migration of groundwater and soil piping. The cutoffs may coincide with planned manhole locations in order to simplify design and construction. Options for trench cutoffs may include the following: • Low strength concrete • Compacted clay • Sand/cement slurry • Soil-bentonite The cutoffs should be at least 12 inches wide, embedded 12 inches into the sides of the trench and extend at least to the top of the bedding material. 5.3.8 Pipe Loads Pipes should be designed for all applied loads including dead load from overburden soils, loads applied at the ground surface, uplift loads, earthquake loads, and thrust loadings. Soil loading may be estimated assuming a total density of 130 pcf for fill and backfill. Vertical and horizontal loads on a pipe caused by surface and near-surface loads may be estimated by means of elasticity solutions. Wheel loads may be represented as concentrated point loads; railroad loading may be represented as line loads; and surcharges may be represented as area loads. Estimated pipe loads caused by vehicular or railroad traffic should be increased by an appropriate impact factor. Impact factors typically depend on conditions at the ground surface and the depth to the pipe crown beneath the soil subgrade. Pipes located below the design ;j Wfoodward-Ctyde W WV9751028A\0007-e-RDOC\3O.Jan-98\SDG 5-11 j ]SECTION I () U R Site, Soil, and Geologic Conditions Terrace deposits may also have gravels in localized areas as revealed in Borings B-2, B-8, and I B-22. Terrace deposit gravels were not observed in any other borings. However, observations •^ during the field reconnaissance around the local lagoons and shoreline areas indicated that exposed lower contacts of the terrace deposits may have some basal gravels. Cobbles were not I encountered in our borings. Nevertheless, cobbles were observed in the exposed contact between the terrace deposits and Santiago Formation in the near vertical cut slope along the west side of ]the NCTD right-of-way near Agua Hedionda Lagoon. However, for the most part, significant gravels and cobbles are not likely to be present along the geologic contact but should be anticipated in localized areas. ~| Blow counts in the terrace deposits typically ranged from 15 to 52 blows per foot and generally increased with depth. However, observed terrace deposits in Boring B-33 near Agua Hedionda _. Lagoon had equivalent blow counts on the order of 11 to 17 blows per inch (134 to 200 blows I per foot). From a blow count perspective, the terrace deposits may be considered medium dense to very dense. J As noted in Section 2.2.2 of this report, the CPT soundings may typically classify overconsolidated sandy soils with cementation as slightly more fine-grained than what is indicated in grain size analyses of the soil samples. As a result, the indicated SBTs presented on "1 the CPTs at depths corresponding to the terrace deposits also include silts and sandy silts. However, high silt content materials were not directly observed hi the borings. In this respect, _. CPT tip resistance results may be considered indicative of the dry strength of the terrace deposits ' only. CPT tip resistance in the terrace deposits generally ranged from 50 to 500 tsf. The majority of CPT tip resistance values were in excess of 100 tsf. "I Moisture content and dry densities of the upper terrace deposits ranged from 4 to 17 percent and •J 99 to 112 pcf, respectively. Moisture content and dry densities of the lower terrace deposits ranged from 5 to 26 percent and 94 to 107 pcf, respectively. The results of 3 laboratory j compaction tests indicated maximum dry densities of 127.5 to 135 pcf and optimum moisture contents of 9.5 to 7.5 percent, respectively. Based on these results, it appears that terrace deposits may be considered to be at less than 90 percent relative compaction and could be subject J to fast raveling upon wetting and 10 to 15 percent volume shrinkage if recompacted. The terrace deposits contain higher percentages of clay and iron weathering products that J enhance the apparent dry strength of the material. Saturated direct shear strength tests indicated peak internal friction angles of 39 to 42 degrees and saturated cohesion intercepts of 0 to 200 psf. In our opinion, a friction angle of 38 degrees and no cohesion may be used to characterize the "| terrace deposits for long-term engineering design purposes. However, these materials do exhibit variable dry strength from weak to moderate cementation which may be lost upon wetting. ~| Based on empirical correlations between grain size distribution and density, it is anticipated that the J upper terrace deposits may have permeability values on the order of 10"4 to 10"6 cm/sec. Lower terrace deposits may have permeability values on the order of 10"3 to 10"5 cm/sec. More and less ~| permeable materials may exist in the terrace deposits in localized zones. J Woodward-Clyde H W:\9751Q28A\0007-B-RDOC\30-Jan-98\SDG 4-3 "JUN. 15. 1998 2: 16PM WOODWARD-CLYDE TO:EARTH TECH NO. 9305 P. 1/3 1615 Murray Canyon Road, Suite 1000 San Diego, CA 92108 FH: (619) 294-9400 Woodward-Clyde FACSIMILE TRANSMITTAL FAX: (619) 293-7920 Transmitted By: Name Dale Number of Pages (including cover sheet) / Please Deliver To: Name Company Fax No. Subject 3 £ -Office PH: Project No. Remarks: ^ We are transmittini? from Fax No.293-7920. 12 Cheplei (2.2) Suti^tuting h - H, we get the total vertical pressure at the eleyiKon of thfltop of the conduit. How much of this vertical load V is jnosed on the%onduit ia dependent upon the relative compressibiUdy (stiff- ness) of^he pipe and soil. For very rigid pipe (day, concede, heavy- walled camiron, and so forth), the sidefiUa may be very^Ompreasible in relation\Q the pipe and the pipe may carry practiflHly all of the load V. For^xible pipe, the pipe may be less rigidKnan the sidefill soil. The maxmum load on ditch conduits is e^rossed in Eq. (2.2) with h = H. For^mplicity and ease of calculator; the load coefficient Cd is defined Now the load on a rigid c^luit itch is expressed as (2.3) (2.4) The function 1 - e 2/n is then pU^rJcl as H/Bd versus Cd, for vari their J^Vsdues where jf^,' is a function of It? of the fill material (see Fig. 2.2). values of K,(jI7)and M.' were determined irston and typical^values are given in Table 2.1. il types as defined by efficient of internal rimentally by Example Problem 2.1 What u the maximum load on a very rigid pipe In a ditch excavated in sand? The pip« diameter (OD) ia 18 in, the trench width IB 42 in, the depth of burial is 8 ft. and the soil unit weight is 120 Ib/ft*. TABLE 2-t Approximate Values of Sol) Unit Weight, Ratio of Lateral to Vertical Earth Pressure, and Coefficient of Friction agalnrt Sides ol Trench Unit weight, Soil type IWft* Partially compacted damp top soil Saturated top Bait Partially compacted damp clay Saturated clay Dry sand Wet sand 90 110 100 120 100 120 Rankine's ratio K 0.33 0.37 0.33 0.37 0.33 0.33 Coefficient of friction p. 0.50 0.40 0.40 0.30 0.60 0.50 Exteme'>d» 13 l.o Cd (graph on left) A B Cl DJ E C. loi k fj. ind kfi' rot |r»nul»r mat«(i«K without cotvtiion 6-0.165 max lof sand and g'*v«l C~O.I5O nix fo< taturated top toil 0.130 ordintry m»< (ai city 0.110 mai lor ululated clay (graph on right) CO COoo CD —O O.io 015 0.20 0.25 0.30 0.40 0.90 0.6 0.7 0.8 0.91.0 Values ol cotNlcicnl ,C( Figure 2.2 Computation diagram for earth loads on trench conduits completely buried in trenches. (Reprinted, by permission, from Design & Construction of Sanitary A Storm Sewers, "Manual* & Report* on Engineering Practice No. 37," American Society of Civil Engineer* and "Manual of Practice No. 9. Water Pollution Control Federation, 1969. p. 189.) 1. Determine Cd: From Table 2.1 for sand, Kp. = From Fig. 2.2. Crf = 1.8 0.165 x JJL . 2 29AM0d 42 in 12 in 2. Calculate load From Eq. (2.4): Wd - (VfB/ - 1.6(120)(||V = 2352 lb/ft ;jUN. 15. 19981L2:16PM O61,WOODWARD-CLYDE SAN DIEGO OFFC .JO. 9305 .J. 3/3@oo2 C, 8 COMPUTATION us' DIAGRAM FOR EARTH LOADS ON TRENCH CONDUITS (COMPLETELY BURIED IN TRENCHES) JO lilliiiliiiiiiiiitiiiiiiiiiiiJiiiiijiJiiiJBiiiiiiiiiiiiliiniHiiiiiiiiiiiiiiinniiiiiimuiiiiiiinjiiniiiHiif.45S VALUES .« , s OF COEFFldlEN I .1924 for Granular Matcriab 'withoutA-Cd for KM and KM' •B-Cd for KM and KM' «=.16.5tMax. for Sand and Gravel C = Cd for KM and KM' =.l50'Max. for Saturated Top Soil D ~Cd for KM and K£' -,pO>prdinary M'ax. for Clay 'Cd for KM and KA>' =jt1.10>Max. for Saturated Clay If Iti IS Cohesion Use LOW FLOW EARTHEN SWALE EARTH SHEET NO. TECH CALCULATED BY . CHECKED BY SCALE OF DATE DATE 4-' PROJECT: INVERT WIDTH (feet) ... LEFT SIDE oi npe fV tn 1 ^ DEPTH (feet) VELOCITY (fps) AREA (square feet) CRITICAL DEPTH CRITICAL VELOCITY TRAPEZOIDAL 4.00 .0050 3.00 1.00 2.32 7.00 0.67 4.02 DATE: 05 CHANNEL TIME: 1Z MANNINGS n Q (cfs) RIGHT SIDE SLOPE (X to 1) TOP WIDTH (feet) ... VEL. HEAD (feet) ... P + M (pounds) CRITICAL SLOPE FROUDE NUMBER i- 08- 1998 !:24:21 .035 16.22 3.00 10.00 0.08 260 0.0232 0.49 COMPUTATION DIAGRAM FOR EARTH LOADS ON TRENCH CONDUITS (COMPLETELY BURIED IN TRENCHES) .10 JO L5.20 .25 .3 .4 .S I .6 ' .71.8 .9 10 VALUES OF COEFFICIENT—Cd A = Cd for KM and KM' =.1924 for Granular Materials without Cohesion -»- B = Cd for KM and KM' =.165 Max. for Sand and Gravel C = Cd for KM and KM' =.150 Max. for Saturated Top Soil ^ • v > /- D =Cd for KM and KM' = .^pCMDrdinary Max. for Clay j>*'E = Cd for KM and KM' =f.\ICbMax. for Saturated Clay Figure 3 Wall C, eight-foot pipe lengths Inside Diameter(Inches) . Wall j Thickness (Inches) ! Depth 1 of Bell |(Inches) '| Joint Lap(Inches) i Mortar • Space ' (Inches) Mortar ; Required per i 100 Feet I of Pipe -; > (Cubic Feet) j Outside Diameter(Inches) •; Approximate I Weight i per Foot7 (Pounds) I Inside I 1 Diameter 1| (Inches) •; 12 15 18 21 24 27 30 , 33 36 39 42 45 ^48 51 54 57 60 63 66 69 ! 72 75 78 81 84 87 90 , 93 I 31/2 3V2 3% 4 j 4Va : 4</4 *i 43/9 3 4Vn l\ 4% . i 5 >l 5%, '; 5VM 5% 6 / ' 6</4 6V2 6% '• 7 7V4 , 7fc J • 7% - 8 8Vi 8V2 ; 8% } 9 I • 9V4 :; «MT''2 % - % 1¥a 1% -2 1 Va •: j 1V4 '» : 1% j'j • ' 1 8/< 1:1 ; ; 1%r*^ / :n%'1J 1%/J 2 J 2 2 ; 2 1 2 2 2 : 2% l 2% 3 * 2 YH 1 2% 2Vs '\ 3 ; 3 ".'I..:-3,- j .?> 3' :l % K«a 7/ IX °78 K« Z 3/4 % . 5 ¥4 ' 7/8 1.04 % 7/8 ' 1.32T/B % ; '1.39 Vf> ; ,% ? ' 1.53 | - ^ 1 & 1 f;1.76" ,1 ', . 1 ;' C % I '] 2.06 i 'f , ) ' j * *» ' '. i, *, .1- „ ,*1 ,' 5 -% | * 2.55 • ; 1 > \ ' 1* 1-4 3.79 - '1 1 J 1 '] 3.94 '' 1 i 1 i 4.35 : 1 i 1 | 4.77 , 1 "; 1 j 5.23 1 •' i 1 j : 5.69 1 I 1 J . 6.18 1 ; 1 j 6.68 1% : 1 i 7.10 1% j 7/s | 6.40 15/a 1 ': 7.69 1¥s -1 ; 8.24 1% ; 1 j 9.09 2 • 1 :* 9.69 2 j 1 I 10.32 2 - | 1 j -10.98 : 2* | 1 1 :11.33 | 19Vi 22 '/2 25% . 29 32 V4 ; ; 35'/2 1 i "-,38% . * ' ' ' i/ " " '» ' '"' ^ "1 ':t-527/8 •,; s-| 56Vi i 59% 631A 70'A 73% 77V4 80% 84 V4 87% 91 '/4 94 '/2 981/4 101% 1051/4 , 108% ^ '112V4 ,: 190 235 280 330 385 440 • ' 495 j ,* •-. 575 . < }' 680 ' ;' ;!%-_/. 770 .f •; J|' «55 ; ; ' 945 - .; 1,050 1.160 1,250 1,400 1,530 1,660 1,800 1,945 • 2,100 • 2,255 2,380 2,590 : 2,765 2,945 3,130 , 3,325 - i ; 12 J : 15 18 i f 21 i 24 27 j | 30 > 33 36 i 39 i 42 1 - 45 i 48 4 51 ! 54 j 57 * 60 I 63 ; 66 69 | 72 : 75 78 \ ' 81 \ 84 ? 87 | i 90 \ 93 1__i J Large diameter, eight-foot pipe lengths Inside • .. Diameter ,(Inches)'. * 102 -•' 108 114 '! 120 126 132 J 138 < 144 ' _ -,. ' ' 'i ^.Walgi: Thickness..(inches) * ' " :9^§ , 10 ^. ; - ioyz',.5 11 11 '; 11V2,,!; 11%-;;; 12 \ '&• V ' -<*• gfoepth^le.pfBe||.;.s-i-'I/lloches) ,"*.;r*'-^ ,y-':,s . - *5>''5' :-. 5 , 5 5 3 -'•>< "5 5 :~\ -r'r:~Mo' Joint , 4- -Sp'i ,%ap .: Ins(inches) -:..<in6 -4* j 4, .: '--•,••/: -. 4'"' " 1 tar , Mort£ be | Spac de * Outsities) r • (Inctia 1 } 1 j '1J6i 4 j 1%; 4 j 1% .4 ' , 4 - ' . -1Va 11*1 ^lortaf • • flequlred;i •$ I00fe« f. >' i^Kf .-•'8,901 10.40; Xi.25; 12.60 13,30, 14.65; 15.30 4 f 1Ve| 16.75 Wy ''^: *z Outside, „ I Diameter0 • (inches) j 121 128 \ 135 , j 142 , 148 155 •; 161 ' 168 . "Approximate"! "-, Weight^. - per Foot(Pounds) >j 3,760- •; 4,190 . ^ ' 4,640 .-.'^ . 5,115 ' 5,360 ; '. , 5.860 • < 6,115 " ^ 6,645 ' Inside , Diameter. (Inches) 102 108 114 120 126 ; 132 • 138 | 144 | c JOB SHEET NO. / OF _ EARTH TECH CALCULATED BY - DATE £ - ( <J - CHECKED BY DATE SCALE tp r;..., •-",_.-r _• v 2,- 4 l.^v' ^~ ,' ^ > '1 / f —. , BEST ORIGINAi fl EARTH JOB, SHEET NO. TECH CALCULATED BY . CHECKED BY SCALE OF DATE. DATE . f I o •*=».• (v . 162- BEST ORIGINAL JOB, EARTH TECH SHEET NO. CALCULATED BY . CHECKED BY SCALE OF DATE . DATE. f >s E-X- .f 4- r \ \ ~ -A- I' \L v -„ 1 4- 4- . JOB. EARTH SHEET NO. TECH CALCULATED BY . CHECKED BY SCALE OF. DATE. DATE. ~£> K A (L Z- 1-2. ~4 VI L ___________ 1 'I\\.-J? *5 ^^_ ^ V "'" . '—> V -, 3-S---^.BEST ORIGINAL • i fl ' ' /\ V -p,. V E A . R T H JOB SHEET NO.OF . T E C H CALCULATED BY . CHECKED BY SCALE DATE DATE. t V - ' '-V- 7 X HICD 10 fl J JOB SHEET NO. W^ OF . EARTH ^^» I T E C H CALCULATED BY -&-^|H DATE . CHECKED BY DATE . SCALE ,/ ! /tO 'K:'.-t\<5^.-^ 0^ \&^C+:-} :-s \ ^ >O^V-^y-^=- °' • 4-SOojL4^ M /(S, \] - 7, -v> ^ -^ .0 BEST ORIGINAL fl c EARTH JOB. SHEET NO. . TECH CALCULATED BY . CHECKED BY SCALE OF DATE. DATE . -V*. '£rso V c c i~ > • *. • \ JO'^vi "P ' > ' ' '• ' -. ^~^ • BEST ORIGINAL D - LOAD DESIGN VC11A AND South Cansbad Storm Drain Projects f-^^aredby:EGH J.N.,694 Revised Date:9/9/99 File Name: DLOAD.XLS Sta. - Sta.Pipe Dia. inch Backfill! Depth, H Trench Width, Bd Back/Depth Ratio, H/Bd Load Coeff., Cd Soil Density, w Trench Load SDNR R/W Storm Drain 4+00 - 9+50 9+50-19+60 20+73 19+60-30+96 30+96-37+11 37+11 -44+00 44+00 - 58+50 Chestnut 8+70-10+27 9+88 10+65-12+50 12+50-16+60 16+60 16+60-19+76 19+76-23+50 20+1 3 & 20+45 23+50 - 27+50 27+40 - 28+00 28+00 - 28+80 27+40 & 28+80 Harding 2+10-6+80 9+88 6+80 - 14+60 12+80 14+60 14+60 14+60-16+32 16+80 16+32-23+00 24+29 23+00 - 29+30 Oak 27+32 - 28+07 28+07 - 29+00 29+00 - 32+80 84 84 36 84 84 84 54 22 17 15 14 12 11 12 24 18 72 72 18 60 60 18 60 30 24 18 42 18 48 18 12 18 48 18 42 18 30 42 36 30 10 12 11 5 6 6 11 9 13 13 13 13 11 11 6 11 11 11 8 5 5 10 10 5 9 9 5 9 6 5 5 10 10 10 10 11 11 13 15 13 5 10 4 5 6 7 5 7 5 4 5 7 5 7 5 6 7 6 6 2.00 1.55 2.50 1.27 1.09 1.00 1.50 2.00 2.40 1.10 0.50 1.20 0.67 1.22 1.80 1.44 2.17 2.60 2.60 1.45 1.30 1.70 1.05 0.92 0.84 1.15 1.45 1.65 0.92 0.45 0.98 0.62 1.00 1.35 1.15 1.60 1.75 1.75 1.43 2.00 1.43 2.00 2.75 2.20 1.86 3.00 1.86 1.00 1.67 0.57 0.83 1.00 1.14 1.45 1.14 1.45 1.80 1.55 1.35 1.90 1.35 0.84 1.26 0.52 0.71 0.84 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 130 22,808.5 20,449.0 7,956.0 16,516.5 14,471.6 13,213.2 9,568.0 4,712.5 5,362.5 11,960.0 5,850.0 3,185.0 6,528.6 10,530.0 4,387.5 12,109.5 7,488.0 5,687.5 5,687.5 7,261.8 4,712.5 7,261.8 4,712.5 3,744.0 5,037.5 8,599.5 6,175.0 8,599.5 2,730.0 5,896.8 3,312.4 3,322.8 3,931.2 Live Load E- 80 Load 650 650 650 650 750 850 750 H-20 Load 0 0 0 192 153 143 0 0 0 0 0 0 H-20 Load 0 0 0 0 0 95 0 0 0 206 0 H-20 Load 276 193 145 Total D-Load 3,908 3,571 3,302 3,010 2,817 2,738 2,876 Use Win. D-Load LB./FT. 3950 3600 3350 3050 2850 2750 2900 2,356 3,575 1,993 1,167 2,276 1,449 2,106 2,925 2,422 2,995 2,844 3,792 2,075 3,142 1,815 3,142 3,744 3,453 2,150 4,117 2,457 2,026 2,359 1,222 1,301 1,717 2400 3600 2000 1350 2300 1450 2150 2950 2450 3000 2850 3800 2100 3150 1850 3150 3750 3500 2150 4150 2500 2050 2400 1250 1300 1750 19+38 75+12 5.23 D-l VD CALCULATIONS Prepared by:EGH Vista/Carlsbad Intercef Sewer Reaches VC5B TO VC11A AND South Cansbad Storm Drain Projects J.N. 24694 Revised Date:9/9/99 File Name: DLOAD.XLS Sta. - Sta. 24 18 12 Pipe Dia. inch 12+32.25+12 12+25.75+12 12+19.25+12 Backfilll Depth, H 4.69 4.15 3.60 Trench Width, Bd 5 5 4 Back/Depth Ratio, H/Bd Load Coeff., Cd Soil Density, w Trench Load Live Load Total D-Load Use Min. D-Load JOB EARTH SHEET NO. _± TECH CALCULATED BY. CHECKED BY SCALE OF-. DATE_ DATE. f •f£* , ,7,-. - \3. 4- x 'If -J / .r*'. ,~: p; u' ;'t .'.*> V. '..»/ BEST ORIGINAL parately to clioose design values which will produce "safe" loads and "safe" supporting strengths. How- ever, since the actual values of these factors may vary over some range as hetween one culvert and another, it is possible that the combined effect of all these safe values may produce a design which is ultra-safe and therefore not economical. Statistically, it is highly improbable that all these variable factors will combine at their most unfavorable specific value in any one culvert. For these reasons, it is the author's opinion at this time that a factor of safety of unity may reasonably be used in computing the safe height of fill over a culvert, tohen the minimum test strength of the culvert pipes is used as a basis of design and tohea. reasonably safe values of the other variable fac- tors are used. This opinion does not apply to cases where the height of fill over a conduit is relatively shallow and damage to vehicles and the occupants thereof might result from a culvert failure. It is I»e- Heved that a factor of safety of unity employed under the conditions enumerated above will give an overall factor which is greater than unity and fulfill the re- quirements of prudence in nearly all oases when the statistics of the situation are considered. "If, however, the average strength of culvert pipes as revealed by test strengths on representative samples of the pipes is used as a basis of design, a factor of safety of 1.20 to 1.25 should he allowed because of the normal variation of individual pipes relative to the average strength. This recommendation is based upon the premise that no individual pipe section in the finished structure should lie over-loaded.1" Sample Computations of Loads on Underground Concrete Pipe Conduits Experience has shown that concrete pipe can he designed and installed to perform without distress under heights of fill in excess of 100 feet. Variations in design of the pipe itself and in the method of in- stallation permit, economical designs under 9 or 90- foot fills. These features can be illustrated by ex- amples of the four general types of installation and die resulting loads together with a comparison of the supporting strength of concrete pipe under the vari- ous bedding conditions. Examples of Loads Figures 21 (a) through (d) show conditions where the load on a conduit varies between 13,000 Ibs. per ft, and 32,400 Ibs. per ft. although the pipe is the same, the height of fill is the same, the weight of the backfill material is the same and the bedding under the pipe is the same in all four cases. Examples: Consider the first example shown in Figure 21 (a) where a 60-inch concrete pipe with a 6-inch wall thick- ness (Bc = the outside diameter = 6 feet). Consider the backfill material to weigh 120 Ibs. per cu. ft. and «.height of fill from the top of the pipe to the top of the final grade to be 30 feet. In the first example the pipe is installed as a positive projecting conduit with a projection ratio of 0.70 and a settlement ratio (the relative settlement ' of the ground with respect to the settlement of the pipe) assumed to be 0.5. For positive projecting conduits refer to pages 8 through 10. H/BC = 30 H- 6 = 5.0. r.d p = 0,5 X 0,7 = 0.35. From the figure on page 10, Cc = 7.5. Wc = Cc w B'c = 7.5 X 120 X (6)' = 32,400 Ibs. per ft. Figure 21 (b) shows the same pipe installed as a negative projecting conduit in an 8-ft, trench with the top of the pipe 6 feet below the natural ground^ sur- face and with a settlement ratio of — 0.5. H/B< = 30 -i- 8 = 3.75. Refer to pages 11 through 14, Chapter III of this series, for load computation diagrams, p' = 6 -7- 8 = 0.75. From interpolation between Figures 10 and 11 (page 13) , C. = 2.S. WT = C« w B'« = 2.5 X 120 X W = 19.200.lbs. per ft, -V- Figure 21 (c). shows the same pipe installed «s * trench conduit in- an 8-foot wide trench. In this case greater advantage is taken of the upward shearing forces in the soil to relieve the load on the pipe. The load may be computed from the formula and compu- tation diagram on pages 3 and 4, Chapter I in this vol- ume, or it may be read directly from the table on page 5. Using the diagram and formula, H/Bj = 30 -~ 8 = 3.75. Kj<_=LJL16j;, (120 lb. per cu. ft. sand_, and gravel) . Using line B" on page 3, C< = 2.15, W< = C< w B'< = 2.15 X 120 X (8)' = 16,500 Ibs. per ft, In Figure 21 (d) the pipe is installed as an Imper- fect Trench Conduit. The condition is similar to Fig- ure (b) in that the original ground of Figure (b) *nd the compacted material of Figure (d) are both 6 feet above the top of the pipe. Note, however, that the 25 For all cacet «hown: Figure 21 Outside diameter of pipe, 6C « 6 ft. Unit weight of backfill, w • 120 Ib per cu ft FINAL FILL HEIGHT Height of fill - 30 ft Clats of bedding = Type . FINAL FILL HEIGHT origi, ground turfjc* (3) Podrtv* Projecting P = 0.7, ly = 0.5 Negative Projecting Conduit p' = 0.75, r,d = -0.5 toad s 19,200 'A Trench Conduit Load = lo,SOQ '/ft Trench Conduit p'= 1.0, r^ « -0.5 13,000 >A excavated and refilled trench is only 6 feet wide in Figure (d). The diagrams and method of computing the load are shown on pages 13 and 14 of Chapter III in this study on loads. Assume tvj = —0,5, the same as for the negative projecting conduit example. H/BC = 30 ~- 6 = S.O. p' = 6 :- 6 = 1.0. From Figure 11 (page 13), C« = 3.0. W* = C. w Bi = 3.0 X 120 X (61* = 12,960 Ibs. per ft. To carry the comparison * step further, the weight of material above the pipe if it were simply piled on in a column, would be W = (H) X (B,) X (w) = 30 X 6 X 120 = 21,600 Ibs. per ft. Supporting Strength Consider next the supporting strength of concrete pipe on various types of bedding. The examples below are based on procedures outlined on pages 19 through 22. 60-inch internal diameter concrete pipe is avail- able in several strength classes according to ASTM Standard Specifications — C76-57T, Tables I through IV. These specifications require that pipe sections must support certain minimum loads in three-edge bearing tests without developing a crack 0.01 inches wide and one foot long, and/or greater loads without exceeding their ultimate strength. The 0.01-inch crack strength for Class I pipe is 800-D (800 x 5 ft. = 4000 pounds per lineal ft, for 60-iri. pipe.) For classes II, III, IV and V it is 1000-D, 1350-D, 2000-D and 300O-D, respectively. Concrete pipe can be designed to support still heavier loads where required. For trench conduits the load factor for Class A bedding is 3.0; for Class B bedding it is 1.9; for Class C bedding it is 1.5 and for Class D bedding it is 1.1. This means that a 60-inch C76-S7T Class I concrete pipe will support at least 3.0 x 4000 — 12,000 Ibs. per ft, in the field on a Class A type bedding. For Classes B, C, and D beddings this figure becomes 7,600, 6,000 and 4,400 Ibs. per ft. respectively. Similarly the minimum field supporting strength for 60-inch Class II pipe will be 15,000, 9,500, 7,500, and 5,500 Ibs. per ft. for Classes A, B, C, and D bedding. The minimum field supporting strength for 60- inch Class III pipe in trenches is 20,250, 12,825, 10,125, and 7,425 Ibs. per lin. ft. with Classes A, B, C, and D bedding respectively. For Class IV (2000-D at 0.01-inch crack) the field supporting strengths are 30,000, 19,000, 15,000 and 11,000 Ibs. per ft. for Classes A, B, C, and D beddings respectively. Class V (3000-D) 60-inch diameter pipe will sup- the trench is to be sheeted or whether the banks are to be allowed to cave and thus produce a sloping sided trench. Where sheeting is used the load may be affected materially by the selected procedure. If the sheeting is left in place, the coefficient of sliding friction, /*', may be reduced, thus increasing Cd and the load. When the sheeting is pulled, it should be pulled in increments of 3 or 4 feet hi order to allow time for frictional forces between the back- fill and the trench sides to develop. This method results in the most favorable loading condition for a conduit in a sheeted trench. If the sheeting is pulled as the trench is filled, the value of K/t' is that for the fill material and the soil of the trench sides, but the APPROXIMATE MAXIMUM BACKFILL LOADS value of Bd is that between the back faces «f the sheet- ing. If the sheeting is pulled after all or most of the fill is completed, the mass of fill material may retain its shape for a time, thus tending to eliminate the frictional load transferences and so to increase the load on the conduit. Designers are cautioned against indiscriminate use of Tables I through V to determined loads on pipe in wide trenches. These tables apply in particular when trenches are up to about twice the nominal diameter of the pipe. For wide trenches, it is best to compare the trench load with the load as determined by the embankment conduit formulas in the next chapter. » (in Ib. per fin. ft.) ON TRENCH CONDUITS TABLE ill Sand and gravel (K0=0.165 and w=120 Ib./co.ft.) H<" 4 A 1 10 13 14 16 11 20 2S 30 WIDTH OF TRENCH AT TOP OF CONDUCT (IN FEET) 2 700 900 1.000 1,200 1,200 1,300 1,300 1,400 1,400 MOO MOO 3 1,100 1,500 1,900 2,200 2.400 2,500 2^00 2,800 2,900 3,000 3,100 4 1.600 2,200 2,800 3.200 3,600 4,000 4.200 4,500 4700 5,100 5,300 5 2,100 2,900 3700 4,300 4,900 5.400 5,900 4,300 4,400 7,300 7,800 6 2,400 3,400 4,400 5,500 4,300 7,000 7/00 8,200 8700 9700 10,400 r . 3,100 4.400 5,500 4,400 7,400 8,500 9,400 10,100 10,800 12,200 1 3,400 • 3.500 5,000 4.500 7.800 9.000 10,100 11,100 12,000 13.000 14.900 14,500 9 4,000 5,800 7,500 8,900 10.400 11700 13.000 14.100 15,200 17.400 - 19.500 10 4,400 4,600 8,400 10.200 11,800 13.300 14,800 14,200 17,400 20,300 22,800 TABU IV Soturoted CI^(K/j==OJiaWnd w=130 Ib./eu.ff.) H"> 4 6 a 10 12 14 /'* IS 20 25 30 WIDTH OF TRENCH AT TOP OF CONDUIT (IN FEET) 2 800 1,100 1,300 1,500 1700 1,800 1,900 2,000 2.100 2.200 2,300 3 1,300 1,900 2,400 2,800 3,100 3.300 3,600 3.900 4,100 4.400 4.700 4 1,900 2,400 3,300 4.000 4,500 5,000 5,500 5,900 6.200 7,000 7,600 s 2,400 3,400 4,400 5,200 6,000 6,800 7.400 8.000 8,600 9,700 10,800 « 3,000 4.300 5.400 6,600 7,500 8,500 9,400 10,200 11,000 12,600 1 4,000 9 3.400 5,100 6,500 7,800 9.100 10,300 p' s^rTsoo ^— w^ocP 13,500 15,700 17,500 1 4,000 5,900 7,600 9,100 10700 12.100 ) 13,400 14>00 16.000 18700 21.200 9 4.500 6,800 8700 10,500 1 2,200 14.100 1 5,600 17,100 1 8.400 21.800 24,800 1 '0 5.000 7,400 9,800 1 2.000 13,900 15,900 17700 1 9,400 21,000 25,000 28,400 / \ >>H - d.plh of fill 10 lop of conduit (in ft.l.*Nol*t (y !*>• Mortton formula (W.-Cdw »J)j lurfoc* loodi not Included Concrete Structures and Foundations 8-10-3 3000 8500 2000 U £ 1500 Za PI<a 1000 500 04 0 -4- •LIVE LOAD INCLUDING IMPACT Q 10 DEPTH BELOW BOTTOM OF TIE ( FT ) UNIFORMLY DISTRIBUTED LOAD TO TOP OF BOX Figure 10.3.3 1989 D-load requirements for ordinary bedding Pipe diameter in inches 12 15 18 21 24 27 30 33 36 39 42 45 48 51 54 Design criteria General—D-load values given in the table indicate greater accuracy than warranted in field installation; thus, when specifying, pipe should be classified in 50-D increments; for example, 800-D, 850-D. Bedding—The above table is based on installations with ordinary bedding1 and should not be used for other conditions, except as noted. D-loads given in the table are based on a load factor of 1.50. For classes of bedding with load factors other than 1.50, the corrected dead load may be obtained by multiplying the table's dead load by 1.50 and dividing by the desired dead load factor. Backfill2—Based on Marston's curve for saturated topsoil, when K//=0.150, the table is conservative for sands, gravels and cohesionless materials. The D-load should be recomputed for clay backfills, when Kf/< 0.150, using the correct coefficient. The table has been computed using materials with a unit weight of 110 pounds per cubic foot. For materials having a unit weight other than 110 pounds per cubic foot, the correct dead load can be calculated by multiplying the dead load shown in the table by the desired unit weight and dividing by 110. Trench width—D-loads given in the table are based on trench widths (at top of pipe) of pipe OD plus 16 inches for pipe diameters 33 inches or less; and pipe OD plus 24 inches for pipe diameters greater than 33 inches. Pipe ODs are based on wall thicknesses given in the dimensional data table for Wall A pipe through 96-inch diameter, and on wall thicknesses given in table for large diameter pipe with 102- and 108-inch diameters. Thicker wall designs may reguire a slightly higher D-load classification. For earth covers of two to eight feet, the tabulated dead load D-loads approach the maximum loads that i • PART 2 CONSTRUCTION MATERIALS SECTION 200 - ROCK MVTEHIALS 200-1.1 General (p. 66) Add: "Alternate Rock MaterlaFs - Type "S" as de- scribed In Section 400 may be used, unless specifi- cally prohibited In Special Provisions". 200-1.6 Stone for Riprap (p. 69) Add: "The Individual classes of, rocks used In slope protection shall conform to the -following: PERCENTAGE LARGER TWN* Rock Sizes 4 Ton 2 Ton 1 Ton 1/2 Ton 1/4 Ton 200 Ib 75 Ib 25 Ib 5 Ib 1 Ib tf2/on wr 0-5 50-100 95-100 1 -J?0 (V 0-5 50-100. 95-100 CLASSES 1/2 Ton NJC V 0-5 50-100 95-100 1/4 Ton # ff 0-5 50-100__ 95-100 No. 2 Backing /V 0-5 25-75 90-100 No. 3 Backing fJ 0-5 25-75 90-100 •The amount of material smaller than the smallest size listed -In the table for any class of rock slope protection shall not exceed the percentage limit listed In the table determined on a weight basis. Compliance with the percentage limit shown In the table for all other sizes of the Individual pieces of any class of rock slope protection shall be de- termined by the ratio of the number of Individual pieces larger than the smallest size listed In the table for that class. •200-1.6.1 Selection of Riprap and Filter biannet .'-'arenal Vol. Ft/Sec (1) t 6-7 7-8 8-9.5 9.5-H 11-13 13-15 15-17 17-20 Rock Class (2) No. 3 Back- Ing No. 2 Back- Ing Fac- ing Light 1/4 Ton 1/2 Ton 1 Ton 2 Ton Riprap Thick- ness T" .6 1.0 1.4 2.0 2.7 3.4 4.3 5.4 Filter Blanket (3) Upper Layer(s) Opt. 1 Sec. 200 (4) 3/16" 1/4" 3/8" 1/2" 3/4" 1" 1 1/2" 2" Opt. 2 Sec. 400 (4) C2 83 — > __ __ — Opt. 3 (5) O.G. O.G. O.G. 3/4", 1 1/2" P.B. 3/4", 1 1/2" P.B. 3/4", 1 1/2" P.B. Type B Type B Lower Layer (6) __ __ — __ Sand Sand Sand Sand Practical use of this table Is limited to situations where "T" Is less than 0. (1) Average velocity In pipe or bottom velocity In energy dlsslpator, whichever Is greater. (2) If desired riprap and filter blanket class Is not available, usa next larger class. rv- n TV- os il l t \^\ S8n = Specific gravity of rock\ \V \ \^ \ z !!T.:.1 i 3'.;-li Ha•o3- <T a.A5-3 " o 1 '., '. "^- ' \ N M ^s \ \ ••°-° a \ \ Li \ w „ > * * Pound, \ "^"S1"' 11^ « ^ m ^ "^ K» 01 0 C?3 — MOlOooSSH. °- i i i . i i . i ,J- i\0 K» , 'j V=Velocilr \\\\\<C-VS § \0 X0 _>k I\I 1 1'V \ 1 ~^~^7 Tons X c — ..>i w o Mv rsi M i • i , , , T?\|A L^1 4 i i ', -Y SA-^/Sof water in H per s« v / 1 ' 1t-jCD 3-.o > I Pivot line I / I / i Face slope = cof a r / v» / 1° 51? •Vs If- I Hi to toMo »o 0x TABLE 2. APPLICATION OF CHART D TO DESIGN OF STREAM-BANK REVETMENT Mean stream velocity VH fps 4.5 0 7.5 9 10.51 12 13.5 15 1821 24 Parallel flow along tangent bank Current Telocity VA Ipf 3 4 5 6 7 8 9 10 12 14 16 Minimum stone W Ib 1 3 7 15 30 57 170 430 950 Protection class We None None None None Facing Facing Light k ton •-• .tftbn^ Mton 1 ton Placement method A or B B i B B B-' B /A IB (A \B Section thickneM T ft 1.8 1.8 2.5 3.3 • 3.3 3.3 4.2 4.2 5.3 Impingement flow against curved bank Current velocityF. fiw 6 8 10 12 14 16 18 20 24 28 32 Minimum atom W IborT 3 Ib 15 57 170 430 950 LOT 1.8 5/S13.7 30.4 Protection class We None Facing M ton M ton Mton 1 ton 2 ton 4 ton 8 ion Special Special Placement method A or B B . B B ABA\BA A A Section thickness ft 1.8 3.3 3,3 3.3 4.2 4.2 5.3 6.3 6.7 8.3 O % o 3 9 •:c data and assumptions: velocity ratios VA:VM:VB = 2:3:4; specific gravity of rock is sgr = 2.65; face slope of lent is 1.5:1; stones grade uniformly between specified minima for class with two thirds heavier than minimum Jd on face; T = % VWC, plus 25% for Method B. 1— C^U IVi^ V/J >H Cr r-T W 2 X -10-* F« sgr = .00002 F«-2.65 jr - 1)' sin' (p - a) 1.65' .592'= .000057 V* Table 1 TIDE PREDICTIONS High Low Waters (NOAA, National Ocean Services) MONTH DATE Time High '.MMfts Low ±&,!M~ i m&tGrk ;?'>*?'' ifff'" """, " AjJtli^i^'V^v May'" , " - ' JRS»>^r,T'; Jltly •-'•" -' - -;"'"" August ~ ,,, rr / WiM$M%w 29, 1998 26,1998 26, 1998 27, 1998 25, 1998 26,1998 23, 1998 24, 19S8 21, 1998 22,1998 7, 1998 8, 1998 10:1 9:00 PM 2:14:00 PM I 10:1 0:00 PM 4:52:00 AM 9:46:00 PM 4:44:00 AM i 9:30:00 PM i 4:35:00 AM I 8:37:00 PM 3:41:00 AM i 9:36:00 PM 4:29:00 AM i 6.4 6.9 7.2 7.3 7.2 7.0 7,00 -1.0 -1.5 1 -1.7 -1,6 -1.2 -0.9 -1.32 tides.xls 8/10/98 Tide Predictions for San Diego, California Page 1 of4 Oceanographic Products and Services Division All times listed are in Local Time, and all heights are in Feet. San Diego, California Tide Predictions (High and Low Waters) NOAA, National Ocean Service Standard Time Day Time Ht.Time Ht. March, 1998 Time Ht.Time Ht. 1 Su 2 M 3 Tu 4 W 5 Th 6 F 7 Sa 8 Su 9 M 10 Tu 11 W 12 Th 13 F 14 Sa 15 Su 16 M 17 Tu IS W 19 Th 20 F 21 Sa 22 Su 23 M 24 Tu 25 W 26 Th 27 F 28 Sa 29 Su 30 M 31 Tu 500am L 559am L 1225am H 125am H 240am H 403am H 516am H 1211am L 1259am L 138am L 212am L 243am L 313am L 343am L 415am L 449am L 529am L 618am L 12O8am H 105am H 231am R 403am R 514am H 1209am L 1257am L 142am L 227am L 313am L 400am L 451am L 547am L .1 .2 5.6 5.4 5.2 5.2 5.4 1.9 1.6 1.3 1.0 .8 .7 .6 .6 .7 .8 1.0 4.7 4.5 4.5 4.7 5.1 1.7 1.0 .3 -.3 -.7 -.9 -.8 -.6 1106am 1203pm 709am 836am 1011am 1130am 1227pm 614am 700am 739am 813am 845am 915am 945am 1016am 1050am 1128am 1218pm 726am 901am 1031am 1133am 1219pm 611am 701am 748am 835am 922am 1011am 1103am 1203pm R H L L L L L H H H H R R H H R H H L L L L L H H H R H H H H 5.5 4.6 .4 .5 .4 .0 -.3 5.6 5.7 5.8 5.8 5.7 5.5 5.2 4.8 4.3 3.8 3.3 1.2 1.1 .8 .2 -.3 5.6 6.0 6.3 6.3 6.0 5.6 5.0 4.3saaiOWA 516pm 558pm 115pm 257pm 453pm 612pm 702pm lllpm 147pm 218pm 246pm 311pm 334pm 357pm 420pm 442pm 505pm 531pm 140pm 406pm 536pm 617pm 650pm 1259pm 137pm 214pm 251pm 328pm 406pm 445pm 529pm L L H H R H H L L L L L L L L L L L H H H H H L L L L L L L L .0 .7 3.9 3.4 3.4 3.8 4.1 -.5 -.7 -.6 -.5 -.3 -.1 .3 .6 1.0 1.4 1.9 2.9 2.9 3.2 3.7 4.2 -.7 -.9 p-TToj -.9 -.5 .0 .6 1.3 1136pm 649pm 758pm 935pm 1106pm 739pm 809pm 836pm 900pm 923pm 946pm 1009pm 1033pm 1059pm 1129pm 606pm 728pm 946pm 1112pm 722pm 754pm 828pm 903pm 940pm 1019pm 1101pm 1148pm H L L L L H R R H H H H H H H L L L L R H H H H H H H 5.8 1.4 2.0 2.3 2.2 4.4 4.7 4.8 5.0 5.0 5.1 5.1 5.0 5.0 4.8 2.3 2.7 2.7 2.3 4.8 5.3 5.8 6.1 6 . 3 T6. 4 i ( 6.2 5.8 San Diego, California Tide Predictions NOAA, Day 1 W 2 Th 3 F 4 Sa (High and Low Waters)April, 1998 National Ocean Service ' Time 651am L 1245am H 200am R 330am H Ht. -.3 5.4 4.9 4.7 Daylight Saving Time begins 5 Su 6 M 7 Tu 8 W 551am R 104am L 150am L 226am L 4.7 1.8 1.4 1.0 Time 118pm 810am 937am 1054am H L L L Ht. 3.7 .0 .1 .1 Time 621pm 258pm 442pm 549pm L H H H Ht. 1.9 3.5 3.6 4.0 Time 738pm 928pm 1102pm L L L Ht. 2.4 2.5 2.3 at 0200 1252pm 653am 742am 822am L H H H -.1 4.9 5.0 5.1 733pm 136pm 211pm 241pm H L L L 4.4 -.2 -.2 -.1 807pm 835pm 859pm H H H 4.7 4.9 5.1 http://www.opsd.nos.noaa.gov/tides/westSD.html 3/19/98 Tide Predictions for San Diego, California Page 2 of4 9 Th 10 F 11 Sa 12 Su 13 M 14 Tu 15 W 16 Th 17 F 18 Sa 19 Su 20 M 21 Tu 22 W 23 Th 24 F 25 Sa 26 Su 27 M 28 Tu 29 W 30 Th 259am L 329am L 359am L 429am L SOOam L 534am L 612am L 658am L 1227am H 120am H 241am H 419am H 542am B 1255am L 145am L 232am L 318am L 405am L 452am L 541am L 634am L 1218am H .6 .3 .1 .0 .0 .0 .2 .3 5.0 4.7 4.5 4.5 4.7 1.4 .5 -.3 -.9 -1.3 C3GS-1.4 -1.1 6.0 857am H 930am H 1002am H 1034am H 1107am H 1144am H 1226pm H 122pm B 758am L 913am L 1034am L 1140am L 1233pm L 648am B 745am H 837am H 927am B 1017am B 1108am H 1202pm H 103pm H 733am L 5.1 5.0 4.8 4.6 4.3 4.0 3.6 3.3 ,5 .5 .4 .1 -.1 5.1 5.4 5.5 5.5 5.3 5.0 4.5 4.1 -.7 308pm L 332pm L 355pm L 418pm L 441pm L 504pm L 529pm L 559pm L 244pm H 434pm B 549pm B 633pm B 709pm B 118pm L 200pm L 239pm L 318pm L 357pm L 437pm L 519pm L 605pm L 215pm B .1 .3 .5 .8 1.1 1.5 1.8 2.2 3.1 3.2 3.6 4.1 4.7 -.3 -.4 -.3 -.1 .2 .7 1.2 1.8 3.8 922pm B 944pm B 1006pm B 1028pm B 1052pm H 1118pm B 1149pm B 644pm L 819pm L 1028pm L 1155pm L 744pm B 819pm B 855pm H 932pm B 1010pm H 1050pm B 1132pm B 701pm L 5.3 5.4 5.5 5.5 5.5 5.4 5.2 2.5 2.8 2.7 2.1 5.3 5.9 6.4 6.7 E536.8 6.5 2.3 San Diego, California Tide Predictions (High and Low Haters) NOAA, National Ocean Service Daylight Saving Time Day Time Bt.Time Bt. May, 1998 Time Bt.Time Bt. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 F Sa Su M Tu H Th F Sa Su M Tu W Th F Sa Su M Tu W Th F Sa Su M Tu W Th F Sa Su lllam 219am 344am 510am 1245am 131am 209am 242am 314am 345am 416am 449am 524am 602am 646am 1207am 100am 213am 345am 514am 1241am 135am 224am 311am 358am 444am 531am 619am 710am 1242am 138am B B B B L L L L L L L L L L L B H B B B L L L L L L L L L B B 5.4 4.8 4.4 4.2 1.8 1.3 .8 .4 .1 -.2 -.4 -.5 -.5 -.4 -.3 5.4 5.0 4.6 4.4 4.4 1.1 .2 -.6 -1.2 -1.6 EOJ-176 -1.3 -.9 5.5 4.8 839am L 952am L 1102am L 1201pm L 620am B 715am B 800am B 839am B 916am H 951am B 1027am B 1104am B 1144am B 1230pm B 126pm B 738am L 839am L 945am L 1049am L 1146am L 629am B 732am B 830am H 923am R 1015am B 1106am B 1159am B 1255pm H 157pm H 804am L 901am L -.3 .0 .2 .3 .2 .3 .4 .4 .4 .3 4.2 4.0 3.8 3.6 3.5 -.1 .0 .1 .2 .2 4.5 4.7 .8 .8 .8 .6 .4 .2 .1 -.4 .1 342pm B 507pm B 609pm H 652pm B 1247pm L 124pm L 156pm L 225pm L 251pm L 317pm L 343pm L 409pm L 437pm L 509pm L 549pm L 236pm B 351pm B 455pm B 545pm B 628pm B 1236pm L 123pm L 207pm L 249pm L 331pm L 414pm L 458pm L 546pm L 641pm L 304pm B 413pm B 3.7 3.9 4.2 4.6 .4 .5 .6 .7 .9 1.1 1.4 1.6 1.9 2.1 2.4 3.5 3.7 4.1 4.6 5.2 .2 .3 .5 .7 1.0 1.3 1.7 2.1 2.4 4.0 4.2 820pm 1008pm 1141pm 725pm 753pm 818pm 842pm 906pm 930pm 955pm 1022pm 1052pm 1126pm 648pm 822pm 1011pm 1137pm 708pm 747pm 826pm 906pm 946pm 1027pm 1109pm 1154pm 753pm 925pm L L L B B B B B B B B B B L L L L B B B B B B B B L L 2.6 2.7 2.3 4.9 5.2 5.4 5.6 5.8 5.9 5.9 5.9 5.8 5.6 2.7 2.8 2.6 1.9 5.8 6.4 6.9 7.1 pTTi TTo" 6.6 6.1 2.7 2.7 San Diego, California Tide Predictions (Bigh and Low Haters) NOAA, National Ocean Service Daylight Saving Time June, 1998 iay 1 M 2 Tu 3 W 4 Th 5 F 6 Sa Time 248am 412am 1213am 105am 147am 224am B B L L L L Bt. 4.3 3.9 2.0 1.5 .9 .4 Time 1000am 1056am 533am 641am 736am 823am L L B B B B Bt. .4 .7 3.7 3.7 3.8 3.9 Time 512pm 558pm 1146am 1229pm 107pm 141pm B B L L L L Bt. 4.4 4.7 .9 1.1 1.3 1.4 Time 1100pm 635pm 707pm 736pm 805pm L B B B B Bt. 2.5 5.0 5.3 5.6 5.9 http://www.opsd.nos.noaa.gov/tides/westSD.html 3/19/98 Tide Predictions for San Diego, California Page 3 of4 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Su M Tu W Th F Sa Su M Tu H Th F Sa Su M Tu W Th F Sa Su M Tu 257am L 330am L 403am L 437am L 513am L 550am L 632am L 717am L 1250am H 157am B 321am B 454am H 1229am L 127am L 219am L 306am L 351am L 435am L 517am L 559am L 640am L 1214am H 1259am B 153am B .0 -.3 -.6 -.7 -.8 -.8 -.6 -.4 5.3 4.8 4.3 4.1 .8 .0 -.7 -1.2 -1-J>.j^i.e•~_~~4~ -1.1 -.7 5.6 5.0 4.3 904am 943am 1021am 1059am 1139am 1223pm 112pm 206pm 808am 903am 1003am 1102am 618am 729am 830am 923am 1013am 1100am 1146am 1232pm 120pm 722am 806am 852am B B B B B B B B L L L L B B B B B B H B B L L L 3.9 4.0 4.0 4.0 4.0 4.0 4.0 4.1 -.2 .1 .4 .7 4.1 4.2 4.4 4.5 4.5 4.6 4.5 4.4 4.4 -.2 .3 .8 213pm 244pm 315pm 348pm 423pm 502pm 551pm 654pm 305pm 404pm 459pm 549pm 1159am 1252pm 142pm 229pm 314pm 359pm 443pm 528pm 618pm 211pm 304pm 359pm L L L L L L L L B B H B L L L L L L L L L B B B 1.5 1.7 1.8 1.9 2.1 2.2 2.4 2.6 4.3 4.7 5.2 5.7 .9 1.1 1.2 1.4 1.5 1.7 1.9 2.1 2.4 4.4 4.4 4.5 833pm B 901pm B 931pm B 1003pm B 1037pm B 1114pm B 1158pm H 816pm L 951pm L 1119pm L 636pm B 721pm B 805pm H 848pm B 930pm B 1011pm B 1051pm B 1132pm B 716pm L 828pm L 957pm L 6.1 6.2 6.3 6.4 6.3 6.1 5.8 2.6 2.3 1.6 6.2 6.7 7.1 7.3 fijf' 7.1 6.7 6.2 2.6 2.7 2.6 San Diego, California Tide Predictions (Bigh and Low Haters) NOAA, National Ocean Service Daylight Saving Time Day Time Bt.Time Bt. July, 1998 Time Ht.Time Bt. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 W Th F Sa Su M Tu W Th F Sa Su M Tu W Th F Sa Su M Tu W Th F Sa Su M Tu W Th F 305am 436am 1232am 122am 203am 239am 313am 346am 420am 455am 531am 609am 650am 1244am 148am 310am 448am 1220am 122am 213am 259am 341am 419am 456am 530am 604am 636am 1226am 109am 207am 337am H B L L L L L L L L L L L B B H B L L L L L L L L L L B B B H 3.8 3.4 1.7 1.1 .6 .1 -.3 -.6 -.8 -.9 -.9 -.7 -.4 5.5 4.8 4.2 3.8 .7 .0 -.6 -i.- 9, : "ji.2| -1 . 2 -1.0 -.7 -.3 .2 5.1 4.4 3.8 3.3 942am L 1035am L 605am B 715am H 809am B 852am H 931am B 1007am B 1043am B 1119am B 1158am B 1240pm B 126pm H 735am L 825am L 923am L 1027am L 621am B 735am B 833am B 921am H 1003am B 1043am B 1120am B 1156am H 1232pm H 109pm H 709am L 744am L 824am L 916am L 1.2 1.5 3.4 3.5 3.6 3.8 4.0 4.2 4.3 4.4 4.5 4.6 4.8 .0 .5 1.0 1.4 3.8 4.0 .3 .5 .7 .8 .8 .8 .8 .7 .7 1.2 1.7 2.1 451pm 537pm 1128am 1217pm 102pm 142pm 220pm 257pm 335pm 415pm 459pm 550pm 650pm 218pm 315pm 416pm 516pm 1134am 1236pm 132pm 221pm 307pm 349pm 429pm 510pm 551pm 637pm 149pm 234pm 327pm 426pm B B L L L L L L L L L L L B B H B L L L L L L L L L L B B B H 4.7 5.0 1.8 1.9 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.1 5.0 5.2 5.6 5.9 1.7 1.8 1.8 1.8 1.7 1.7 1.8 1.9 2.1 2.2 4.7 4.7 4.7 4.9 1125pm 618pm 656pm 731pm 805pm 839pm 913pm 949pm 1026pm 1107pm 1152pm 804pm 932pm 1102pm 613pm 705pm 753pm 837pm 919pm 958pm 1035pm llllpm 1148pm 732pm 844pm 1017pm 1147pm L B B B B H B B H B B L L L H B H B B B B B B L L L L 2.2 5.3 5.6 6.0 6.3 6.5 6.7 6.8 6.7 6.5 6.1 2.1 1.8 1.3 6.4 6.7 7.0 £LjLi 7.1 7.0 6.6 6.2 5.7 2.4 2.4 2.3 1.9 San Diego, California Tide Predictions (Bigh and Low Waters) NOAA, National Ocean Service August, 1998 Daylight Saving Time Day Time Bt.Time Ht.Time Ht.Time Bt. 1 sa 2 Su 3 M 4 Tu 534am 1251am 136am 214am B L L L 3.2 1.3 .8 .3 1023am L 702am B 756am H 835am H 2.4 3.4 3.7 4.0 524pm 1134am 1233pm 122pm B L L L 5.1 2.5 2.5 2.3 615pm 700pm 74Opm H B B 5.5 5.9 6.3 http://www.opsd.nos.noaa.gov/tides/westSD.html 3/19/98 Tide Predictions for San Diego, California Page 4 of4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 W Th F Sa Su M Tu H Th F Sa Su M Tu W Th F Sa Su M Tu W Th F Sa Su M 248am L 321am L 355am L 429am L 504am L 541am L 619am L 1239am B 144am B 310am B 457am B 1209am L 112am L 203am L 245am L 322am L 356am L 427am L 455am L 522am L 548am L 614am L 1238am B 130am B 255am B 518am B 1207am L -.2 -.6 -.8 p-^jj -.8 -.5 -.1 5.4 4.7 4.0 3.7 .5 .0 -.4 -.7 -.8 -.7 -.5 -.2 .2 .7 1.1 4.4 3.8 3.3 3.2 1.4 909am 941am 1013am 1047am 1123am 1201pm 1244pm 701am 749am 849am 1004am 633am 740am 829am 908am 943am 1014am 1044am 1112am 1139am 1207pm 1238pm 641am 712am 753am 914am 651am B H B B B B B L L L L B B B B B B B B B B B L L L L B 4.3 4.6 4.8 5.0 5.3 5.4 5.5 .5 1.1 1.7 2.1 3.9 4.2 4.6 4.8 5.0 5.1 5.2 5.2 5.2 5.1 5.0 1.6 2.1 2.5 2.9 3.5 204pm L 245pm L 325pm L 408pm L 453pm L 543pm L 640pm L 132pm B 229pm B 336pm B 448pm B 1126am L 1237pm L 134pm L 221pm L 302pm L 340pm L 415pm L 450pm L 525pm L 603pm L 648pm L 113pm B 158pm B 300pm B 420pm B 1101am L 2.1 1.8 1.6 1.4 1.3 1.3 1.3 5.6 5.6 5.7 5.9 2.3 2.2 2.0 1.8 1.6 1.5 1.4 1.4 1.5 1.6 1.8 4.9 4.8 4.7 4.9 2.9 819pm 857pm 936pm 1017pm 1059pm 1146pm 749pm 913pm 1047pm 556pm 655pm 745pm 829pm 909pm 945pm 1019pm 1051pm 1124pm 1159pm 744pm 905pm 1047pm 532pm B B B B B B L L L B B B B B B B B B B L L L B 6.6 6.9jTToJ 6.9 6.6 6.1 1.3 1.3 1.0 6.2 6.5 6.7 6.8 6.8 6.6 6.3 5.9 5.5 4.9 2.0 2.0 1.8 5.2 Return to OPSD Home Page or Make Another Tide Prediction http://www.opsd.nos.noaa.gov/tides/westSD.html 3/19/98 SILTATION BASIN MEETING SCHEDULE 1st Thursday, monthly at 10:00 a.m., except January 7 Carlsbad Municipal Water District Offices January 7, 1998 (Wednesday, 10:00 a.m.) February 5, 1998 March 5, 1998 April 2, 1998 May 7, 1998 June 4, 1998 24694.01/mming.2/10-Dec-97