Plum-Oasis Interceptor (Project 3) Re-Calculation of Pre-Project Spillage to Incorporate Head Dependent Weir Coefficient for Grade Board Weirs

Transcription

1 Imperial Irrigation District Metropolitan Water District of Southern California Water Conservation Agreement Plum-Oasis Interceptor (Project 3) Re-Calculation of Pre-Project Spillage to Incorporate Head Dependent Weir Coefficient for Grade Board Weirs Conservation Verification Consultants April 1999

2 Ianperial Irrigation District Metropolitan Water District of Southern California Water Conservation Agreement Plum-Oasis Interceptor (Project 3) Re-Calculation of Pre-Project Spillage to Incorporate Head Dependent Weir Coefficient for Grade Board Weirs Conservation Verification Consultants April 1999

3 Piton-Oasis Interceptor (Project 3) Re-Calculation of Pre-Project Spillage to Incorporate Head Dependent Weir Coefficient for Grade Board Weirs Record of Revisions Revision Date June 15, 1999 l)escription Modified Table 5: corrected November 1989 value; changed table from calendar year to Sep-Aug year so that averages would represent full years. Modifed Attaclunent 4: corrected Plum Lateral November 1989 value. mca~ recalc rev.wpd June 15, 1999

4 Plum-Oasis Interceptor (Project 3) Re-Calculation of Pre-Project Spillage to Incorporate Head Dependent Weir Coefficient for Grade Board Weirs I. Background Pre-project spill for the Plum-Oasis Interceptor project as documented in the CVC annual projected water conservation savings reports was calculated using the sharp-crested weir equation [ 1 ] and a weir coefficient (C) of Q = 3/ Cwh 2 [ I] Where: Q -- flow, cfs C = weir coefficient w = weir crest width, fl h = head on weir, ft. Further research indicated that grade board weirs, which were used at most of the spill measurement sites in the Plum-Oasis Interceptor project, do not act as sharp-crested weirs at low heads due to the thickness of the grade boards, typically 3 to 4 inches. This research resulted in the adoption of a head-dependent weir coefficient (see Figure 1) for use in computing flows at grade board weirs. The development of the head dependent weir coefficient is documented in the CVC report Development of Head Dependent Weir Coefficient for Computation of Flow Over Grade Board Weirs, dated March Head, h (feet) Figure 1. Head Dependent Weir Coefficient Relationship for Grade Board Weirs inca> recalc doc.wpd 1 April 30, 1999

5 The pre-project period for the Plum-Oasis interceptor project is defined as September 1, 1989 through August 31, During this period spills were recorded at eight lateral spill sites using data loggers. The data loggers measured water level and calculated flow ever5, 15 minutes. Each hour the data logger would record the average level and flow for the four measurements that occurred during the preceding hour (e.g., the average of the level and flow values from the 1:15, 1:30, 1:45 and 2:00 reading would be averaged and recorded for 2:00). The data logger data was retrieved by lid Water Operations staff weekly, loaded into a Lotus Symphony spreadsheet and manually checked and adjusted for grade board changes (addition or removal of grade boards). Zanjero logs were used as the basis for determining whether records were good or bad, and when grade boards were changed. The Lotus Symphony files for the pre-project period were converted to dbase database files (DBF format) by I11) Water Resources Unit staff, producing one DBF file for each lateral spill site (see Table 1). Attachment 1 contains single page excerpts from each of the DBF files. Table 1. Plum-Oasis Pre-Project Period Base Data Files Lateral Filename File Date Oasis OAS.DBF 08/05/93 Oat OAT88-93.DBF 07/16/93 Palm PLM.DBF 06/15/93 Pepper PEP.DBF 06/15/93 Pine PIN89-93.DBF 07/15/93 Plum PLU.DBF 06/15/93 Pomelo POM.DBF 06/15/93 Township TOW.DBF 06/29/93 II. Re-Calculation Procedure The re-calculation of the spill data required the following steps: Screen the base data for repeat or questionable records. Determine spill weir crest widths. Compute the head for each data record. Determine head dependent weir coefficient for each record. Compute revised spill for each record. Compute monthly and average annual pre-project spillage. The following sections describe these steps in more detail. mca> recalc doc.wpd 2 April 30, 1999

6 ILl. Base Data Screening The base data files were screened to remove repeated records and questionable records. Repeated records occur if more than one record shares the same date and time. For these occurrences the extra records were removed. Questionable records were those in which the data was not consistent with the data field definitions. For example, a record in which the date field did not contain a valid date was considered questionable and removed. The only significant occurrence of questionable records not related to the date and time fields was the Township Lateral spill during the period of 10/01/91 through 01/07/92. During this period the level fields are empty and the spill fields appear to contain level data. This is evidenced by the fact that the values in the spill fields are provided to the nearest hundredth, whereas all other records in the base data file have the level data in hundredths and spill data in tenths. Also, during this period of record negative values occur in the spill fields; negative values are allowed in the level field but not in the spill field. These records were considered questionable and removed from the analysis. Table 2 summarizes the number of records for each spill site for the pre-project period, as well as the number of records removed during this re-analysis. Lateral Oasis Oat Palm Pepper Pine Table 2. Summary of Base Data Records for Plum-Oasis Pre-Project Period Spill Re-Calculation Number of Hourly Spill Records in Base Data File 24,875 26,296 24,435 25,556 26,370 Number of Repeat i or Questionable Percent Removed Records Removed 12 I 0.05 % , % 0.04 % 0.08 % 4.43 % Number of ttourly Records with Data 24,863 25,446 24,426 25,535 25,203 Percent of Pre- Project Period with Spill Data 94.5% 96.8% 92.9% 97.2% 95.9% Plum 20, % 20, % Pomelo 25, % 25, % Township b 11,237 2, % 8, % Total 184,225 4, % 179, % a b There are 26,304 hours in the pre-project period (September 1, August 31, 1992). Township Lateral spill measurement started on 04/30/91. II.2 Determining Spill Weir Crest Widths The weir crest width is required for computing flow using Equation 1. The weir crest widths for the spill sites were not available, therefore the weir crest widths were estimated using the available data. Rearranging Equation 1 as shown in Equation 3, the weir crest width in feet, w, can be computed if Q, C and h are known. w 3/z) = Q/( Ch [ 3 ] The base data files contain flow and water level data, and it is known that a C of 3.33 was used to mca> recalc doc.wpd 3 April 30, 1999

7 compute the Q values in the base data files. For the most part the water level data in the base data files is the same as the head. However, the water level in the base data files has not been adjusted for those periods when grade boards were added or removed In these cases the water level does not equal the head. There is no record of grade board changes available, so no adjustments can be made for this computation. The impact of this on the computations is minimized due to the large total number of records relative to the occurrences of unadjusted heads due to grade board changes. In the process of solving for the weir widths, it was found that significant round off impacts xvere introduced because the spill flows are provided to the nearest tenth and the water levels to the nearest hundredth. For example, a head of ft. on a 5 foot weir would result in a flow of0.11 cfs. Rounding the head to 0.04 ft. and the flow to 0.1 cfs, and using Equation 3, a weir width of 3.75 ft. is calculated. Therefore, for this record, the rounding of the data in the base data file introduces a 25% error (3.75 ft. versus 5.00 ft.) in the calculation of the weir crest width. The weir crest widths were calculated using Equation 3 for each data record in the base data files. Plots showing the calculated weir crest widths for each site for the pre-project period are provided in Attachment 2. These plots have been "smoothed" by using a 48 hour running average, but they still demonstrate the effects of the rounding of the base data. It should also be noted that a flow of zero would result in a weir crest width of zero, and would therefore explain the many occurrences in the plots where the line drops to the x-axis. To minimize the effects of the rounding, which is most significant at low flows, and remove the effects of the zero flow records, only records with high flows were examined. Plots showing the calculated weir widths for the 1500 records with highest flows from each site are provided in Attachment 3. The resulting weir crest widths are summarized in Table 3. Table 3. Plum-Oasis Lateral Spill Weir Crest Width Lateral Estimated from Base Data Head and Flow (feet) Oasis 5.0 a, 5.25 ~, 5.6 Oat 6.0 Palm 3.0 Pepper 5.0 Pine 6.0 Plum 4.0 Pomelo 4.0 Township 6.0 a (9/1/89-12/31/89, 7/1/90-9/19/91) b (1/1/90-6/30/90) (10/29/91-8/31/92) d Based on information provided by IID staff. Site Weir Crest Widths Adopted Weir Crest Width (feet) 5.0 d inca> recalc doc.wpd 4 April 30, 1999

8 All of the sites, with the exception of the Oasis Lateral spill, calculated consistent weir widths. As seen on the Oasis plot in Attaclunent 2, the calculated width varies between 5.0 ft., 5.25 ft. and 5.6 ft. IID stafflocated data that suggested that the actual weir width for the Oasis Lateral spill was 5.0 ft., therefore a width of 5.0 ft. was used in the recalculation. Additionally, further review of the spill sites revealed that the Oasis Lateral spill weir was a metal plate, not a grade board. Therefore, a weir coefficient of 3.33 is appropriate at all heads and the recalculation for the head dependent weir coefficient should not have been applied to the Oasis Lateral spill. During this review there was also uncertainty concerning the weir crest width for the Palm Lateral spill. The pre-project period data in the base data file indicates a weir crest width of 3 feet. However, lid stafflocated data indicating a width of 4 feet. Further research by IID staff revealed that there had been a 4 foot wide grade board weir at this site prior to the pre-project period which had been replaced with a 3 foot wide prototype leaf gate on March 8, This information was brought to the attention of the CVC after recalculation of the pre-project spills and estimation of the projected 1999 water conservation savings. This is important to note because the weir coefficient of 3.33 as initially used is appropriate for the prototype leaf gate. Therefore, the recalculation with the head dependent weir coefficient should not have been applied to the Palm Lateral pre-project spill Computing Head on Weir The water level values in the base data files are the levels that were recorded by the data logger. These values are based on a fixed datum and need to be adjusted for the addition or removal of grade boards. No record of grade board changes is available, therefore the water levels in the base data file cannot be used for the re-calculation of the spills. However, with the spill, Q, and the weir crest width, w, known, Equation 1 can be rearranged to solve for the head as shown by Equation 2. I1.4 Calculation of Revised Pre-Project Spillage h 2/3 : (Q/(3.33w)) [2] The following steps are used to recalculate the flows for each data record: Calculate the head corresponding to the reported flow using Equation 2. Determine the weir coefficient using the relationship shown in Figure 1. Calculate the revised flow using Equation 1. Compute the monthly and average annual pre-project spillage. The average annual pre-project spillage was used in the conservation savings projections. The revised average annual Plum-Oasis pre-project spillage was calculated by determining the average hourly flow for each spill site using the available record from the pre-project period and converting those average flows to annual volumes (see Table 4). The average annual Plum-Oasis pre-project spillage, re-calculated using the head dependent weir coefficient relationship for the applicable sites, is 5,502 AF. This represents a reduction of 5.79 % from the average annual spillage calculated using a fixed weir coefficient of 3.33 for all sites (see Table 4). mca.> recalc doc.wpd 5 April 30, 1999

9 Table 4. Revised Plum-Oasis Pre-Project Spillage Calculated Using C=3.33 Calculated Using Head-Dependent C Mean Spill Flow Avg. Annual Mean Spill Flow Lateral (cfs) Spill Volume (cfs) (AF) Oasis 1.21 I Oat Pahn Pepper Pine Plum Pomelo Township Total a b ,840 ] Avg. Annual Spill Volume (AF) 873 a ~ 526 Percent Change na % na % % % % 5, % The Oasis Lateral spill structure was a sharp-crested weir for which a C of 3.33 is applicable at all values of head, therefore the spill was not calculated using the head dependent C. The Palm Lateral spill structure was a leaf gate for which a C of 3.33 is applicable at all values of head, therefore the spill was not calculated using the head dependent C. The pre-project spillage used by the CVC in estimating the projected 1999 water conservation savings is 5,33 8 AF. This differs from the spillage of 5,502 AF as shown in Table 4 because at the time of the development of the Projected 1999 Water Conservation Savings it was understood that all of the spill structures were grade board weirs. The fact that the Oasis Lateral and Palm Lateral spill structures were sharp-crested weirs for which the head dependent weir coefficient relationship was not applicable was not known until after the development of the projected 1999 water conservation savings. The pre-project spillage of 5,338 AF used in the projected 1999 water conservation savings includes an Oasis Lateral spill of 771 AF and a Palm Lateral spill of 921 AF that were calculated using the head dependent weir coefficient. The base average annual pre-project period spillage for Project 3 as used in the projected water conservation savings reports for 1994 through 1998 is 5,798 AF, not 5,840 AF as computed in this report. The difference between these values is due to the quality control screening of the data described in Section II. 1. It is not known if, and to what degree, the base data had been screened in the original spillage calculation. Monthly spillage rates for the eight spill sites were also computed and are provided in Attachment 4. Table 5 summarizes the average monthly pre-project period spillage rates for the eight laterals. inca.> recalc doc.wpd 6 April 30, 1999

10 Table 5. Monthly Piton-Oasis Pre-Project Spillage Month Sep Oct Nov Dec Jan Feb Mar Apt May Jun Jul Aug Average Rates in cfs Average for the Eight Lateral Spill Sites Year mca> recalc doc.wpd 7 June 15, 1999

11 Attachment 1 Excerpts from Base Data Files

12 Description of Base Data File Contents Most of the base data files (exceptions are listed following the column heading description list) contain three types of flows: 1) drain and spill flow (flow in drain downstream of spill), 2) spill flow, and 3) drain flow (flow in drain upstream of spill). The spill flow and the "drain and spill" flow were measured and the drain flow was computed as the difference between them (see Figure 1-I for schematic of spill site monitoring). Definitions of the data contained in the base data files follows. Column Heading DATE, TIME DS SITE DS DEPTH DSD UNIT DS FLOW DSF UNIT S SITE S DEPTH SD UNIT S FLOW SF UNIT D SITE D FLOW DF UNIT Description Date and time of record. Combinedrain and spill site ID Combinedrain and spill site water level Unit of ~neasurement corresponding to DS_DEPTH Combinedrain and spill site flow Unit of measurement corresponding to DS_FLOW Spill site 1I) Spill site water level (not adjusted for grade board changes) Unit of measurement corresponding to S_DEPTH Spill site flow (adjusted by IID staff for grade board changes) Unit of measurement corresponding to S_FLOW Drain site ID Drain flow (computed: DS_FLOW - S_FLOW) Unit of measurement corresponding to D_FLOW Exceptions: In the Plum Lateral and Township Lateral base data files, PLU.DBF and TOW.DBF, the headings D_SITE, D_FLOW and DF_UNIT are used incorrectly. These should be S_SITE, S_FLOW and SF_UNIT, respectively. Lateral Figure 1-1. Spill and Drain Measurement Site Schermtic File: recalc doc.wpd 1-1 March 9, 1999

13 Oasis Lateral Spill Base Data Excerpt File: OAS.DBF DATE TIME DS_SITE DS_DEPTH DSD_UNII DS_FLOW DSF_UNIT S_SITE 9/I/ OASD&S 0.10 Y_IT 0.60 OASS 9/I/ OASD&S 0.10 Y_IT 0.60 OASS 9/I/ OASD&S OASS 9/I/ OASD&S 0.10 Y_Ff 0.60 OASS 9/I/ OASD&S OASS 9/I/ OASD&S OASS 9/I/ OASD&S OASS 9/I/ OASD&S 0.I I 0.70 OASS 9/I/ OASD&S OASS 9/1/ OASD&S OASS 9/1/ OASD&S OASS 9/1/ OASD&S OASS 9/1/ OASD&S 0.1t Y_IT 0.70 OASS 9/I/ OASD&S OASS 9/1/ OASD&S OASS 9/1/ OASD&S OASS 9/1/t OASD&S OASS 9/1/ OASD&S OASS 9/1/ OASD&S OASS 9/1/ OASD&S 0.09 Y._FT 0.60 OASS 9/1/ OASD&S OASS 9/1/ OASD&S OASS 9/1/ OASD&S OASS 9/1/ OASD&S OASS 9/2/ OASD&S 0.09 Y_IT 0.50 OASS 9/2/ OASD&S OASS 9/2/ OASD&S OASS 9/2/ OASD&S OASS 9/2/ OASD&S OASS 9/2/ OASD&S ,50 OASS 9/2/ OASD&S OASS 9/2/ OASD&S OASS 9/2/ OASD&S 0.19 Y._FT 1.60 OASS 9/2/ OASD&S 0.21 Y_IT 2.00 OASS 9/2/ OASD&S OASS 9/2/ OASD&S OASS 9/2/ OASD&S OASS 9/2/ OASD&S OASS S_DEPTH SD_UNIT Y_IT Y_F!r Y_tq Y._FT Y._FT S_FLOW SF_UNIT D_SITE 0.60 OASD 0.60 OASD 0.50 OASD 0.50 OASD 0.50 OASD 0.50 OASD O.7O OASD 0.90 OASD O.8O OASD 0.80 OASD 0.50 OASD 0.40 OASD 0.30 OASD 0.20 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD O.O0 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.00 OASD 0.80 OASD 0.20 OASD D_FLOW DF_UNIT O O.2O O.50 O.6O O.6O O.6O 0.60 O.6O O.6O , O O F~bruary l, 1999

14 Oat Lateral Splll Base Data Excerpt F le: OAT88-93.DBF DATE TIME DS_SITE DS_DEPTF DSD_UNIT DS_FLOW DSF_UNITS_SITE 9/I/ OATD&S OATS 9/1/ OATD&S OATS 9/1/t OATD&S OATS 9/1/ OATD&S 0.26 Y._FT 1.50 OATS 9/1/ OATD&S 0.26 Y_Er 1.50 OATS 9/1/ OATD&S OATS 9/1/ OATD&S OATS 9/1/ OATD&S OATS 9/1/ OATD&S 0.25 Y._FT t.40 OATS 9/1/ OATD&S 0.22 Y_IT 1.10 OATS 9/1/ OATD&S 0.22 Y._FT 1.20 OATS 9/1/ OATD&S OATS 9/1/ OATD&S 0.22 Y._FT 1.10 OATS 9/I/ OATD&S OATS 9/1/ OATD&S 0.21 Y_IT 1.00 OATS 9/1/ OATD&S OATS 9/1/ OATD&S OATS 9/1/ OATD&S 0.13 Y._FT 0.60 OATS 9/1/ OATD&S 0.37 Y_IT 2.50 OATS 9/1/ OATD&S 0.43 Y._FT 3.20 OATS 9/1/ OATD&S 0.45 Y._FT 3.40 OATS 9/1/ OATD&S OATS 9/1/ OATD&S OATS 9/1/ OATD&S OATS 9/2/ OATD&S OATS 9/2/ OATD&S OATS 9/2/ OATD&S OATS 9/2/ OATD&S OATS 9/2/ OATD&S OATS 9/2/ OATD&S OATS 9/2/ OATD&S OATS 9/2/ OATD&S OATS 9/2/ OATD&S OATS 9/2/ OATD&S OATS 9/2/ OATD&S OATS 9/2/ OATD&S OATS 9/2/ OATD&S OATS S_DEPTH SD_UNITS_FLOW SF_UNIT D_SITE OATD OATD O OATD O OATD OATD 0.16 Y._FT 1.30 OATD OATD O. 16 Y...FT 1.30 GLCFS OATD OATD OATD 0.13 Y._FT 1.00 OATD OATD OATD 0.13 Y_.FT 1.00 OATD 0.12 Y._FT 0.80 OATD OATD OATD OATD OATD OATD 0.05 Y._FT 0.20 OATD OATD OATD OATD OATD OATD OATD OATD OATD OATD OATD 0.09 O.5O OATD OATD OATD OATD OATD OATD D_FLOW DF_UNIT 0.2O I Q.._C FS Q_C:FS February 1, 1999

15 Pepper Lateral Spill Base Data Excerpt Flle: PEP.DBF DATE TIME DS_SITE DS_DEPTI- DSD_UNI1 DS_FLOW DSF._UNITS_SITE 9/1/ PEPD&S 9/] /! PEPD&S 9/1/ PEPD&S 9/1/ PEPD&S 9/1/I PEPD&S 9/1/ PEPD&S 9/1 r1989o6oopepd&s 9/1 q PEPD&S 9/1 q PEPD&S 9/1 ~198909OO PEPD&S 9/1 q PEPD&S 9/1 ~ PEPD&S 9/1 r PEPD&S 9/1 q PEPO&S 9/1/ PEPD&S 9/1 / PEPD&S 9/1 / PEPD&S 9/1/1989 9/1/1989 9/1/1989 9/1/1989 9/1/1989 9/1/1989 9/I/1989 9/2/1989 9/2/1989 9/2/1989 9/2/1989 9/2/1989 9/2/1989 9/2/1989 9/2/1989 9/2/1989 9/2/1989 9/2/1989 9/2/1989 9/2/ PEPD&S 1800 PEPD&S 1900 PEPD&S 2000 PEPD&S 2100 PEPD&S 220O PEPD&S 2300 PEPD&S 0000 PEPD&S 0100 PEPD&S 0200 PEPD&S 0300 PEPD&S 04OO PEPD&S O5OOPEPD&S 06O0 PEPD&S 0700 PEPD&S 0800 PEPD&S O9OO PEPD&S 1000 PEPD&S 1100 PEPD&S 1200 PFPD&S 0.28 Y_IT 2.90 PEPS 0.29 Y._FT 3.10 PEPS PEPS 0, Q_~FS PEPS PEPS PEPS PEPS PEPS PEPS PEPS PEPS PEPS PEPS PEPS 0.36 Y_IT 4.30 PEPS PEPS PEPS 0.36 Y._FT 4.30 PEPS PEPS PEPS PEPS PEPS PEPS PEPS 0.29 Y_FI 3.20 PEPS PEPS PEPS PEPS 0.51 Y._FT 7.20 PEPS 0.55 Y._FT 8.00 PEPS PEPS 0.53 Y_IT 7.80 PEPS 0.53 Y_FI 7.80 PEPS PEPS PEPS PEPS 0.6t Y._FT 9.40 PEPS S_DEPTHSD_UNITS_FLOW SF_UNIT D_SITE PEPD PEPD PEPD PEPD 0.18 Y._FT 1.30 PEPD PEPD PEPD PEPD PEPD -0.70Y._FT 0,90 PEPD PEPD PEPD PEPD 0.22 Y_F Q_Ct:S PEPD PEPD PEPD PEPD PEPD PEPD PEPD PEPD PEPD PEPD PEPD PEPD PEPD PEPD PEPD PEPD PEPD 0.20 Y_IT 1.40 PEPD 0.20 Y_IT 1.50 PEPD PEPD PEPD PEPD PEPD PEPD D_FLOW DF_UN IT O O February. 1, 1999

16 Plne Lateral Splll File: PIN89-93.DBF Base Data Excerpt DATE TIME DS_SITE 9/1/ /1/ /I/I PfND&S 9/I q /I ~ /I q /I q /I q /I q /I q /I q /I q /I q /I q /I r /I q /I q /I fl /I/ /I/1989 2O00 9/I/ /I/ /I/ /2/ /2/ /2/ /2/ /2/ /2/ /2/ /2/ /2/ /2/ /2/ /2/ /2/ P I N D&S PtND&S PI N D&S PIN D&S DS_DEPTHDSD_UNITDS_FLOW DSF_UNITS_SITE PINS PINS PINS PINS PINS PINS 0.26 Y._FT 2.90 PINS PINS PINS PINS PINS PINS PINS 0.25 Y._FT 2.90 PINS PINS PINS PINS PINS PINS PINS PINS PINS PINS PINS PINS PINS PINS PINS PINS PINS PINS Q_QFS PINS Q_QFS PINS PINS PINS PINS PINS S_DEPTH SD_UNIT O O O Y FT S_FLOW SF_UNIT D_SITE 1.20 PIND 1.20 PIND 1.20 PIND 1.20 PIND 1.20 PIND 1.20 PIND 1.20 PIND 1.20 PIND 1.20 PIND 1.20 PIND 1.20 PIND 1.20 PIND 1.20 PIND 1.10 PIND 1.10 PIND 1.10 PIND 1.10 PIND 1.00 PIND 1.00 PIND 0.90 PIND 0.90 PIND 0.90 PIND 0.90 PIND 0.90 PIND 0.90 PIND 0.90 PIND 0.90 PIND 0.90 PIND 0.90 PIND 0.90 PIND 1.00 PIND 1.00 PIND 1.00 PIND 1.00 PIND 0.90 PIND 0.90 PIND 1.4O PIND D_FLOW DF_UNIT February 1, 1999

17 Palm Lateral Spill Flle: PLM.DBF Base Data Excerpt DATE TIME DS_SITE 9/1/ /1/ /1/ /1/] /]/] /1/ /1/ /1/ /1/ /1/] /1/ /1/ /1/ /1/ /1/ /1/ /1/ /1/ /1/ /1/ /1/ /1/ /1/ /1/ /2/ /2/ /2/ /2/ /2/ /2/ /2/ /2/ /2/ /2/ /2/ DS_DEPTH DSD_UNIT 0.27 Y.._FT Y.._FT Y_F[ Y_IT O ~_Fr DS_FLOW DSF_UNITS_SITE 2.90 PLMS 5.30 PLMS 5.50 PLMS 5.50 PLMS 5.50 PLMS 5.50 PLMS 5.50 PLMS 5.50 CLCFS PLMS 4.60 PLMS 4.20 PLMS 6.00 PLMS 4.40 PLMS 2.90 PLMS 3.70 PLMS 3.70 PLMS 3.60 PLMS 3.50 PLMS 2.30 PLMS 1.50 PLMS 2.10 PLMS 2.10 PLMS 2.10 PLMS 2.80 PLMS 3.20 PLMS 3.20 PLMS 3.20 PLMS 3.40 PLMS 3.70 PLMS 3.80 PLMS 3.80 PLMS 3.80 PLMS 3.80 PLMS 3.80 PLMS 3.50 PLMS 2.80 PLMS 1.90 PLMS 2.50 PLMS S_DEPTH SD_UNIT Y_IT Y...FT S_FLOW SF_UNIT D_SITE 3.80 PLMD 5.30 PLMD 5.30 PLMD 5.40 PLMD 5.40 PLMD 5.40 PLMD 5.40 PLMD 5.30 PLMD 4.20 PLMD 4.10 PLMD 6.60 PLMD 3.00 PLMD 3.00 PLMD 3.90 PLMD 3.60 PLMD 3.50 PLMD 3.10 PLMD 1.80 PLMD 1.60 PLMD 1.80 PLMD 1.60 PLMD 1.70 PLMD 3.30 PLMD 3.40 PLMD 3.40 PLMD 3.40 PLMD 3.60 PLMD 3.80 PLMD 3.90 PLMD 3.90 PLMD 3.80 PLMD 3.80 PLMD 3.70 PLMD 3.00 PLMD 2.00 PLMD 1.40 PLMD 3.50 PLMD D_FLOW DF_UNIT O t I February. I, 1999

18 Plum Lateral Spill File: PLU.DBF DATE TIME D_SITE 9/1/ PLUS 9/I/ PLUS 9/1/ PLUS 9/1/ PLUS 9/1/ PLUS 9/1/ PLUS 9/I/ PLUS 9/1/ PLUS 9/1/ PLUS 9/1/ PLUS 9/1/ PLUS 9/1/ PLUS 9/1/ PLUS 9/1/ PLUS 9/1/ PLUS 9/1/ PLUS 9/1/ PLUS 9/1/ PLUS 9/I/ PLUS 9/1/ PLUS 9/1/ PLUS 9/I/ PLUS 9/1/ PLUS 9/1/ PLUS 9/2/ PLUS 9/2/ PLUS 9/2/ PLUS 9/2/ PLUS 9/2/ PLUS 9/2/t PLUS 9/2/ PLUS 9/2/ PLUS 9./2/ PLUS 9/2/I PLUS 9/2/ PLUS 9/2/ PLUS 9/2/ PLUS S_DEPTH SD_UNIT 0.4O D_FLOW DF_UNIT 4.40 Q_C:FS 4.7O O Q_C;FS Q_C:FS Base Data Excerpt 1-7 February 1, 1999

19 Pomelo Lateral Spill File: POM.DBF Base Data Excerpt DATE TIME DS_SITE DS_DEPTH DSD_UNIT 9/1/ POMD&S /1/ POMD&S /1/ POMD&S /1/ POMD&S /1/ POMD&S /1/ POMD&S /1/ POMD&S /1/ POMD&S /1/ POMD&S /1/ POMD&S /1/ POMD&S /1/ POMD&S /1/ POMD&S /1/ POMD&S /1/ POMD&S 0.47 Y FT 9/1/ POMD&S /1/ POMD&S /1/ POMD&S /I/ POMD&S /1/ POMD&S 0.40 Y_IT 9/1/ POMD&S /1/ POMD&S /1/ POMD&S /1/ POMD&S /2/ POMD&S 0.22 Y._FT 9/2/ POMD&S /2/ POMD&S /2/ POMD&S /2/ POMD&S /2/ POMD&S /2/ POMD&S /2/ POMD&S /2/ POMD&S /2/ POMD&S /2/ POMD&S /2/ POMD&S /2/ POMD&S 0.14 DS_FLOW DSF_UNIT S_SITE POMS POMS POMS POMS 9.90 POMS 8.70" POMS 7.50 POMS 6.00 POMS 5.20 POMS 5.20 POMS 5.9O POMS 5.90 POMS 5.90 POMS 6.20 POMS 6.40 POMS 6.20 POMS 6.00 POMS 6.00 POMS 5.70 POMS 5.00 POMS 4.00 POMS 3.20 POMS 2.70 POMS 2.30 POMS 2.00 POMS 1.80 POMS 1.60 POMS 1.50 POMS 1.30 POMS 1.30 POMS 1.30 POMS 1.30 POMS 1.20 POMS 1.10 POMS 1.00 POMS 1.10 POMS 1.10 POMS S_DEPTH SD_UNIT Y._FT 0.20 Y_IT Y_F[ Y._FT O.O0 Y_.FT Y_F[ S_FLOW SF_UNIT D_SITE 1.00 POMD 1.00 POMD 1.00 POMD 1.00 POMD 1.10 POMD 1.20 POMD 1.20 POMD 1.40 POMD 1.40 POMD 1.40 POMD 1.60 POMD 0.60 POMD 0.10 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 0.00 POMD 4.20 POMD 4.80 POMD 0.00 POMD 0.00 POMD 4.60 POMD 0.00 POMD D_FLOW DF_UNIT ] 0.2O I-8 February l, 1999

20 Townshlp Lateral Spill File: TOW.DBF DATE TIME D_SITE 4/30/ TOWS 4/30/ TOWS 4/30/ TOWS 4/30/ TOWS 4/30/ TOWS 4/30/ TOWS 4/30/ TOWS 4/30/ TOWS 4/30/ TOWS 4/30/ TOWS 4/30/ TOWS 4/30/ /30/ TOWS TOWS 4/30/ TOWS 5/1/ TOWS 5/1/ TOWS 5/1 q /1 r /1 ~ /1 ~ /1 r /1 q /1 q /1 q /1 q /1 q /1 q /1 q /1 q /1 q TOWS TOWS TOWS TOWS TOWS TOWS TOWS TOWS TOWS TOWS TOWS TOWS TOWS TOWS 5/1/ TOWS 5/1/ /I/ /1/ /1/ TOWS TOWS TOWS TOWS 5/1/ TOWS 5/1/ TOWS S_DEPTH SD_UNIT 0.12 Y_IT 0, I O Y._FT D_FLOW ~_CFS Base Data Excerpt DF_UNIT Q_C FS Q_C FS 1-9 February. 1, 1999

21 Attachment 2 Chronological Plots of Calculated Weir Crest Widths

22 Oasis Lateral Spill Computed Weir Crest Width (48 hour running average) 7 I Date File: Oasis ww.xls /99

23 Oat Lateral Spill Computed Weir Crest Width (48 hour running average) 5 I I o4 3 2 Date File: Oat ww.xls 2-2 4/6/99

24 Palm Lateral Spill Computed Weir Crest Width (48 hour running average) 6 Date File: Palm ww.xls 2-3 4/6/99

25 Pepper Lateral Spill Computed Weir Crest Width (48 hour running average) Date File: Pepper ww.xls 2-4 4/6!99

26 Pine Lateral Spill Computed Weir Crest Width (48 hour running average) Date File: Pine ww.xls 2-5 4/6/99

27 Plum Lateral Spill Computed Weir Crest Width (48 hour running average) 2 Date File: Plum ww.xls 2-6 4/6/99

28 Pomelo Lateral Spill Computed Weir Crest Width (48 hour running average) Date File: Pomelo ww.xls 2-7 4/6/99

29 Township Lateral Spill Computed Weir Crest Width (48 hour running average) 3 Date File: Township ww.xls 2-8 4/6/99

30 Attachment 3 Plots of Calculated Weir Crest Widths Based on Records with Highest Flows Note: The charts in this attachment were developed using the following steps: 1. Weir widths were computed from the spill and water level data for each record in the base data file. 2. The data record was sorted by that computed weir width. 3. Computed weir width outliers were removed. The definition of outlier was site dependent. For example, if the computed weir widths at a given site indicated a width of 6 ft., records with computed weir widths greater than 10 ft. or less than 3 ft. may be considered outliers. 4. The remaining records were then sorted by spill flow. 5. The computed weir widths for the top 1500 records were plotted. The step-fianction patterns in these plots are a result of this sort procedure and have no significance.

31 Oasis Lateral Spill Computed Weir Crest Width 1500 records with highest flow 6 ~5 o4 Average = 5.19 ft Record No. 9OO File: Oasis ww.xls 3-1 4/6/99

32 Oat Lateral Spill Computed Weir Crest Width 1500 records with highest flow 7 6 Average = 6.03 ft O Record No File: Oat ww,xls 3-2 4/6/99

33 Palm Lateral Spill Computed Weir Crest Width 1500 records with highest flow 7 Average = 3.02 ft Record No File: Palm ww.xls 3-3 4/6/99

34 Pepper Lateral Spill Computed Weir Crest Width 500 records with highest flow.-.5 o4 Average = 5.02 ft O Record No File: Pepper ww.xls 3-4 4/6/99

35 Pine Lateral Spill Computed Weir Crest Width 1500 records with highest flow 7 Average = 6.02 ft Record No File: Pine ww.xls 3-5 4/6/99

36 Plum Lateral Spill Computed Weir Crest Width 1500 records with highest flow ~,5 o4 _/ I I I J F- Average = 4.05 ft Record No O File: Plum ww.xls 3-6 4/6/99

37 Pomelo Lateral Spill Computed Weir Crest Width 1500 records with highest flow -.5 O4 Avera.c.c e = 4.03 ft Record No File: Pomelo ww.xls 3-7 4/6/99

38 Township Lateral Spill Computed Weir Crest Width 1500 records with highest flow Average = 6.01 ft Record No File: Township ww.xls 3-8 4/6/99

39 Attachment 4 Monthly Spillage Rates

40 Mon.-Yr. I Plum-Oasis Pre-Project Period 1Monthly Spillage Rates (cfs) Oasis Oat _. Sep-89 Oct-89 Nov-89 Dcc-89 Jan-90 Feb-90 Mar-90. Apr-90 May-90 Jun-90 Jul-90 Aug-90 Sep-90 Oct Nov-90 Dec-90 Jan-91 Feb-91 Mar-91 Apr-91 May-91 Jun-91 Jul-91 Aug-91.Sep-9~ Oct-91 Nov-91 Dec-91 Jan-92 Feb-92 Mar-92 Apt I.II I May Jun Jul Aug Pahn [ Pepper Lateral Pine Plum Pomelo!Township I ,:::,: i, " I I : :.i i :i. ".: 0.75 ~....:i... I 0.660"45 "" O I I0 File: recalc att.wpd 4-1 Junc 15, 1999