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FLD2002-07021 , ~ ~ Traffic Impact Study (Section 4-202.A.13 and 4-801.c) Addendum to attached traffic study: The traffic study prepared by Florida Design Consultants for the purpose of evaluating the impacts on traffic due to the construction of a Community Sports Complex at the subject site has recommended a number of improvements to mitigate said impacts as follows: . Construct southbound right turn lane (storage and deceleration) from Old Coachman Road to project entrance. . Construct northbound left turn lane from Old Coachman Road to primary parking entrance (Joe DiMaggio Sports Complex). . Construct additional southbound lane on Old Coachman Road from primary parking entrance (Joe DiMaggio Sports Complex) to Drew Street. . Remove median and stripe to include an eastbound left turn lane from Drew Street to project entrance. . Construct five-foot wide sidewalk on each side of Old Coachman Road from Drew Street to Sharkey Road. (Sidewalk/trail may be provided on eastbound side of Old Coachman as a part of the construction of the Florida Power Trail and may not be necessary to be completed as a part of this project). . Provide striped pedestrian crosswalks at the Sharkey Road/ Old Coachman Road intersection, and at pedestrian access points to the project site. . Construct additional turn lane on Old Coachman, north of Sharkey Road for southbound traffic to turn into the northern parking entrance (Florida Power right-of-way). In addition to the above, FDS has provided a recommendation regarding the Old Coachman / NE Coachman intersection. This intersection involves County and State Roads. The County has this project designed, but not funded. Based on the roadway ownership and the limited impact caused by 12 - 15 Spring Training games, this recommendation is not under consideration by the City. r.1lE COPl L I' :2U02 Pt.ANNlt~C,~ D€Vn . PMfNT SVCS c,nar ClfAPW" 1 A I I I I I I I I I I I I I I I I I I I TRAFFIC ANALYSIS FOR COMMUNITY SPORTS COMPLEX OLD COACHMAN ROAD CLEAR~ATER,FLORIDA PREPARED FOR: CITY OF CLEARWATER PREPARED BY: Florida Design Consultants, Inc. June 2002 PROJECT # 212-06 FilE COpy I I I I I I I I I I I I I I I I I I I I. INTRODUCTION The City of Clearwater has acquired property located at the northwest comer of Drew Street and Old Coachman Road to provide parking for the proposed Community Sports Complex. The Community Sports Complex and its parking area would comprise an area bounded by Drew Street on the south, US 19 to the east, Sharkey Road to the north and a residential subdivision to the west. (See Figure 1). The City of Clearwater intends to construct a complex containing a 7,000 seat stadium, one practice infield, a ticket office and associated parking lots. It is expected the complex will have access to US 19, Drew Street and Old Coachman Road, but will not have access to Sharkey Road. Parking will be provided on the 38 acre lot located north of St. Petersburg College, on the FPC right-of-way and the site immediately south of the proposed stadium. The stadium will host Spring Training games for the Philadelphia Phillies during the month of March and this traffic analysis was prepared to evaluate the traffic impacts of the facility and develop solutions for mitigating those impacts during events at the stadium. II. EXISTING CONDITIONS Spring Training games will be the critical events held at the stadium where traffic entering and exiting the site will be heavy at certain times. Typically, Spring Training games have a 1 :05 PM start time and usually conclude at approximately 4:15 PM. To establish existing conditions during the critical time periods FDC conducted intersection turning movement counts at the following locations during the week of June 17 - 21, 2002. Traffic counts were conducted between the hours of 11 AM - 1 :30 PM (pre-game arrival) and 4 PM - 5:30 PM (post game departure) 1. Gulf-to-Bay Boulevard / Old Coachman Road 2. Drew Street / Old Coachman Road 3. Old Coachman Road / Sharkey Road 4. Old Coachman Road / N.E. Coachman Road All traffic counts were upwardly adjusted to peak hour/peak season equivalents to represent Spring Training conditions by using FDOT weekly adjustment factors. Existing peak hour/peak season intersection conditions were analyzed using 2000 Highway Capacity Manual (HCM) procequres and roadway segments were analyzed using FDOT QLOS Handbook capacity tables and accompanying software. Existing peak hour traffic volumes are shown in Figure 2, the intersection conditions are shown in Table 1, and existing roadway conditions are shown in Table 2. The computer printouts for the intersection analysis, traffic count data, and the FDOT weekly adjustment factors are included in Appendix A. -1- I I I I I I I I I I '6 "C '" .D E I { E o I : N o o 1- N r-: N 1 r ci u o .-d. 1 ~ N /" N I i ~ l- /" Ul 13 I "- /" Ul E I! I C :l -, SUNSET POINT RD CHMAN RD Nt: COA PROJECT LOCATION DREW ST GULF - TO-SAY SL VO z ~ ::2: I U ~ o u o -l o . SIGNALIZED INTERSECTION DESCRIPTION, PROJECT LOCA TION MAP ~ FLqt!.!~~. f!~~!g!:fAL~C?"!u~}t~:: ~'tLI~~R!NC. 2639 McCormick Dr. Clearwater FL. 33759 Tel, (727) 724-8422 - Fox, (727) 724-8606 DATE, 6/2002 DRAWN BY, EJC IOCopyriqhl 2000 Florida Desiqn Consultants. Inc. drowinQS ond concepts may not be used or reproduced without written permission. N NTS PROJECT No. 212-06 FIGURE, 1 I ! o "0 c: o I i N /' N I i ~ >- /' l/) I 3 DESCRIPTION, I D- /' '" E I 0; j ,:.: I I I I I I I I I I c: .0 -.: " .D E I 0 .c:. .~ E 0- r-- I of) .;j @ N 0 0 N I N c: :J -, I ~ ~ (498)624 Nt. COACHMAN RO (496)471 ~ ~ (:!>99)540 l (H:!>)145 .--(425)427 3\L- \(66)63 (28)26~ ~k ~ (339)476 ~~-;;; (32)381 ~ E- e. ~J'J. ~~SOO (<s <]<6S OLD COACHMAN ROAD SHARKEY RD L (16)30 -(3)3 ~ I L r(1)3 ~ (6)10 J I I r (11)i2 (l)D~ ~:::l~ (1O)15l 2: ~e '" (250)11 ~ 269 (335) 556 ~ (17)25 DREW ST (264) j 1(357) 300 510 of) o~a() L (78)104 ,,~ co ~"'~ "'"If) .:::.~!::. - (602)706 ~IL r (184)207 (869)1017 (73)77 J Ilr (1060)1050 (771)831- "'''''' r--N", (126)118l ~"'~ -;;)w--;' "D~ ~NN (458) 1 1(;3~~ 500 636 (548) 1 1(355) 439 721 co r-- N"CO L (126)435 _N~ ~~~ co~" ",,,,.,., ~e~ - (1539)1954 ~IL r (103)71 (1768)2460 (137)167 J Ilr (1862)1917 (1506)1655- ~"'of) ~........... (125)82l N-~ Ol'NN -O'I~ ~~ ~jr-- ~Iof) '" r-- Nr-- ~N ~N (791)919 (970)1026 GULF - TO- BA Y BLVD (1829)2163 (1768)1904 . SIGNALIZED INTERSECTION (XX) MID-DAY PEAK HOUR/PEAK SEASON VOLUME XX PM PEAK HOUR/PEAK SEASON VOLUME EXISTING TRAFFIC CONDITIONS (2002) ~ FLq!!.!~~. R~~!r!t!AL~?"!u~'!v~! ~~LI~~R!NC. 2639 McCormick Dr. Cleorwoler FL. 33759 Tel, (727) 724-8422 - Fox, (727) 724-8606 DATE, 6/2002 DRAWN BY, EJC iOCoovriaht 2000 Florida Desian Consullants. Inc. drawinas and conceots mav not be used or rearoduced without writlen oermission. N NTS PROJEC T No. 212-06 FIGURE, 2 I I I I I I I I I I I I I I I I I I I Location TABLE 1 EXISTING INTERSECTION CONDITIONS Mid-Day Peak PM Peak Hour LOS Hour LOS C C C D AIB NC B C Old Coachman/ Gulf-to-Bay Old Coachman/Drew Street Old Coachman/Sharkey Road N.E. Coachman/Old Coachman Note: For unsignalized intersections NC represents major street left turn/minor street approach LOS. TABLE 2 EXISTING ROADWAY SEGMENT CONDITIONS Roadway Segment Lane Mid-Day Peak Hour PM Peak Hour Type Volume (LOS) Volume (LOS) Old Coachman (N.E. Coachman - Sharkey Rd) 2LU 592 (C) 847 (C) Old Coachman (Sharkey Road - Drew Street) 2LU 621 (C) 825 (C) Old Coachman (Drew Street - SPC) 4LU 1,021 (C) 1,136 (C) Old Coachman (SPC - Gulf-to-Bay) 4LU 903(C) 1,160 (C) Gulf-to-Bav (West of Old Coachman) 6LD 3,597 (C) 4,067 (C) Gulf-to-Bay (East of Old Coachman) 6LD 3,630 (C) 4,377 (D) Drew Street (West of Old Coachman) 4LD 1,761 (B) 1,945 (B) Drew Street (East of Old Coachman) 4LD 1,929 (B) 2,067 (B) N.E. Coachman (West of Old Coachman) 2LU 895 (C) 1,011 (C) N.E. Coachman (East of Old Coachman) 2LU 1,132 (C) 1,259 (C) A review of Table I shows all intersections operate at acceptable levels of service (LOS). A review of Table 2 shows all roadway segments analyzed operate at acceptable levels of service (LOS D or better) during both the mid-day and PM peak hours. III. PROGRAMMED IMPROVEMENTS Several roadway improvements are programmed for construction in the next three years that will substantialJy improve capacity in the area. They include: Location us 19/Drew Street us 19 (S. ofNE Coachman-No of Sunset Pt.) Drew St. (NE Coachman-Saturn Ave) Improvement Interchange Interchanges Widen to 4LD Proj ect # 2569571 2568881 2570331 Construction FY 2002/03 2002/03 Under CST Agency FDOT FDOT FDOT IV. FUTURE CONDITIONS As previously mentioned this analysis focuses on "gameday" conditions which will occur approximately 1 0-15 days a year in March when the Philadelphia Phillies host a Spring Training game. As such, the future conditions analyzed represent a worst-case scenario of a game at the proposed stadium. According to the City of Clearwater the proposed facility would be completed in early 2004. -2- I I I I I I I I I I I I I I I I I I I A. Trip Generation I Trip Distribution / Traffic Assignment According to information provided by the City of Clearwater, the complex would have a total of 2,000 parking spaces approximately 1,200 parking spaces on the former St. Petersburg College site on the northwest comer of Drew Street/Old Coachman Road, with 200 parking spaces provided on-site and 600 spaces on the Florida Power Corporation Right-of-Way. All locations are accessible from Old Coachman Road within walking distance of the site. Events such as baseball games are subject to a large influx of fans over a two-hour period prior to the start ofthe game and a large outflow of fans immediately after the conclusion of the game. As usual there will be some portion of fans who may arrive very early and some who leave prior to the end of the game, particularly in Spring Training games. Trip generation data for stadiums is lacking, therefore this analysis assumes a maximum of 2,000 vehicles. The estimated time-of- day arrival and departure schedules are shown in Table 3. TABLE 3 VEHICLE ARRIV ALIDEPARTURE ESTIMATES ARRIVAL (2000 VEHICLES ARRIVE) Time Period % Arriving # Arriving 11:00 -11:15 A.M. 2% 40 11 :15 - 11 :30 A.M. 4% 80 11:30-11:45 A.M. 6% 120 11 :45 - 12:00 A.M. 8% 160 12:00 - 12:15 P.M. 10% 200 12:15 - 12:30 P.M. 20% 400 12:30 - 12:45 P.M. 25% 500 .12:45 - 1 :00 P.M. 20% 400 1:00-1:15 P.M. 3% 60 1:15 -1:30 P.M. 2% 40 TOTAL 100% 2,000 TABLE 3 VEHICLE ARRIV ALIDEP ARTURE ESTIMATES DEPARTURE (2000 VEHICLES DEPART) Time Period % Departing # Departing Prior to 4:00 PM 10% 200 4:00-4:15 PM. 10% 200 4:15 - 4:30 PM 30% 600 4:30 - 4:45 PM 30% 600 4:45 - 5:00 PM 15% 300 5:00-5:15 PM 4% 80 5:15 - 5:30 PM 1% 20 TOTAL 100% 2,000 -3- I I I I I I I I I I I I I I I I I I I As shown in Table 3 the peak arrival hour for a 1 :05 PM start would be between 12 Noon and 1 PM when approximately 75% of the crowd (1,500 vehicles) would arrive. Early arrivals and late arrivals outside this one-hour window are generally insignificant. As shown in Table 3 it is expected up to 20% of the fans would leave prior to the end of the game followed by a large surge within the first 30 minutes after the game (4:15 - 4:45 PM) and then a diminishing number of departures until 5:30 PM. The peak hour of stadium traffic would be between 4:00 - 5:00 PM when approximately 85% of the crowd (1,700 vehicles) would depart. This coincides with the beginning of the normal evening rush hour. Traffic is expected to be attracted to the facility from a large area since many games attract fans of the visiting team that may train in other bay area locations. It is expected the regional roadway network (US 19, SR 60, Drew Street, N.E. Coachman Road) would be used to reach the site. It is also assumed and strongly recommended, proper precautions would be made to discourage traffic within the adjacent neighborhood. US 19 will be improved by adding a series of interchanges. These improvements will create a frontage road on US 19 to which a right- in/right-out connection will serve the site. The main parking lot on the former St. Petersburg College site will have access from Old Coachman Road (Drive A) and Drew Street (Drive B). Access from Old Coachman Road would be provided to the site at two locations, one location opposite Sharkey Road (Drive D), and another further north at the northern end of the Carpenter Complex (Drive C). B. Capacity Analysis Projected traffic was assigned to the roadway network and expected conditions were reanalyzed. Future peak hour volumes and distribution percentages are shown in Figure 3. Expected intersection conditions are shown in Table 4 and expected roadway segment conditions are shown in Table 5. The computer printouts of the intersection analysis are included in Appendix B. TABLE 4 FUTURE INTERSECTION OPEA TIONS Location Mid-day Peak Hour PM Peak Hour : LOS LOS Old Coachman Road/Gulf-to-Bay D D Old Coachman Road/Drew Street D* D* Old Coachman Road/Sharkey Road/Drive D AlC AIF N.E. Coachman Road/Old Coachman Rd. B* C* Old Coachman Road/Drive A BINA NAIF Drew Street/Drive B CINA NAIF Old Coachman Road/Drive C BINA NAIF * Improvements Required As shown above in Table 4 the signalized intersections would operate at acceptable levels of service during the critical time periods with improvements. Congestion is to be expected since a large amount of traffic is loaded onto the system during a short time period however, the improvements would be adequate. At the Drew Street / Old Coachman Road intersection, recommended improvements include the construction of an additional southbound lane, and restriping the northbound approach to include a left turn lane and two through lanes. -4- N /' Ii o ..= /' I ~ DESCRIPTION, 0.. /' en 11 ,:..: I I I I I I I I I I~ '" .0 E o I'~ E o '" I~ N o o N I~ c " -, Ii o "0 C o I: N I L (16)45 - (3)3 --l I L r (1)18 (20)66 - DRIVE D (6)10 J ,I r (60)12 (1)0- ~ie8 (10)15l ~;;:;-~ ~~ 10 (3i~1) 1(58;) (:go~ I ~'l 1~~~( 80 010 CD L ~ ~ ~ (353)104 ~.::.!::. -(702)706 --l I L r (184)207 ,Ir ~ ~~ ~ -'~ 0 ~~ "d> ~ ~ .. i~ l(143)'45 ~ t, -;0 ____ (425)427 3\!::,L-- \ (2'6)63 j 1\\ (28)26 ~ '!; '{!. 76- __'" ('l (339)4 '" ---;;;- (32)381 ~ E- ~ ~ CHMAN RD Nt:. COA (784)635 ~ ~ (498)794 OLD COACHMAN ROAD , ~J<9I_ J ~~)8"O SS,? ~/<6S -<O.5?- o DRIVE C SHARKEY RD (23)31 (17)25 (791)1259 (1270)1026' (73)77 J (771)981- (126)118l (458)) $0 925 lJ) (548)) N 864 IX) N "'~~ NN~ ~-~ IX)~~ ",CD 10 Ce~ 1(730) 721 L (351)435 -(1539)1954 r (103)71 ,Ir co~~ N';::,,-;; e~~ ~~ m w > 0:::: o 00 ~IO 0")_ ee L (100)0 (891) (791)919 919 (970) 1T76 --l L (300)0 J (970)1026 - O")"'~ .....N"l -"l_ ~-;.'~ ~IX)_ _ION 1(9:8~~ 636 ~or~ GULF - TO-BA Y (1829)2333 --lIL (287)167 J (1506)1655- (125)82l BLVD (1918)1904 . SIGNALIZED INTERSECTION (XX) MID-DAY PEAK HOUR/PEAK SEASON VOLUME XX PM PEAK HOUR/PEAK SEASON VOLUME -:;'j..... ;:01 :c H. ~ ~ N FUTURE TRAFFIC CONDITIONS (2004) ~ FLq!!!~~, 12~~!gt!AL~~"!u~}t~:: ~~LI~h!NC. 2639 McCormick Dr. Clearwaler FL. 33759 Tel, (727) 724-8422 - Fox, (727) 724-8606 ~ --l DRIVE E (0)150 l ~5V (1244)1017 (1060)1475' ~5r~ (1993)2460 (1862)2087 . DATE, 6/2002 DRAWN BY, EJC N NTS o 0' 10 .::. 150 r l PROJECT No. 212-06 FIGURE, 3 ((;lCopyright 2000 Florida Design Consultonts. Inc. drowings ond concepts may not be used or reproduced without written permission. I I I I I I I I I I I I I I I I I I I At the Old Coachman Road / N.E. Coachman Road intersection major improvements are recommended, these include constructing left turn lanes at all approaches and an exclusive right turn lane at the northbound approach. These improvements have been designed by Pinellas County (CIP # 921313) but construction was eliminated from the Capital Improvements Program due to funding constraints. At the unsignalized driveway intersections all turning movements into the parking lots would operate at LOS C or better and turning movements exiting Sharkey Road and the parking lots would be delayed due to through traffic on Old Coachman Road and Drew Street. It is recommended these neighborhood motorists be directed to use Lake Forest Road to access N.E. Coachman Road or use Anna Avenue to access Drew Street during these critical time periods. TABLE 5 FUTURE ROADWAY SEGMENT CONDITIONS Roadway Segment Lane Type Mid-Day Peak PM Peak Hour Volume Hour Volume (LOS) (LOS) Old Coaclunan Road (N.E. Coaclunan - Drive C) 2LU 890 (D) 1,105 (D) Old Coaclunan Road (Drive C - Sharkey Rd. 2LU 942 (D) 1,447 (F) Old Coaclunan Road (Sharkey Rd. - Drive A) 2LU 935 (C) 1,421 (F) Old Coaclunan Road (Drive A - Drew St.) 2LU 1,271 (D) 1,510 (F) Old Coaclunan Road (Drew St. - SPC) 4LU 1,396 (C) 1,561 (D) Old Coaclunan Road (SPC - Gulf-to-Bay) 4LU 1,278 (C) 1,585 (D) Gulf-to-Bay Blvd. (W. of Old Coaclunan) 6LD 3,747 (C) 4,237 (C) Gulf-to-Bay Blvd. (E. of Old Coaclunan) 6LD 3,885 (C) 4,547 (D) Drew Street (W. of the Site) 4LD 2,061 (B) 2,285 (B) Drew Street (E. of Old Coaclunan) 4LD 2,304 (B) 2,492 (B) N.E. Coaclunan (W. of Old Coaclunan Rd.) 2LU 895 (C) 1,011 (C) N.E. Coaclunan Rd. (E. of Old Coaclunan Rd) 2LU 1,282 (C) 1,429 (D) As shown in Table 5 all roadway segments would continue to operate at acceptable levels of service except the segment of Old Coachman Road between the northern parking lot entrance (Drive, C) and Drew Street. Recommended improvements include widening Old Coachman Road to four lanes to accommodate the heavy turning movements into and out of the stadium parking lot (Drive A), and adding a southbound left turn lane into Drive C. IV. CONCLUSION AND RECOMMENDATIONS The construction of the Community Sports Complex will have significant impacts on traffic during a few hours on days of Spring Training baseball games. These impacts can primarily be mitigated through stationing traffic control officers at strategic locations during the arrival and departure ofthe crowds. It should be noted that the heavy impact is expected to occur only 10-15 times during the entire year during the month of March when the Philadelphia Phillies host a game. With that in mind the City of Clearwater must make a policy decision weighing the total costs of the recommended physical improvements to accommodate the peak traffic or accept short term congestion on the adjacent public roadways for these time periods. The recommended improvements are further described below and are shown in Figure 4. -5- I I I I I I I I I I I I I I I I I I I 1. At Old Coachman RoadlN .E. Coachman Road implement the intersection improvements designed by Pinellas County. The addition ofturn lanes would provide LOS C or better operations even during critical peak times before and after Spring Training games. 2. At Drew Street/Old Coachman Road reconstruct the southbound approach to include an additional lane to accommodate through/right turn movements. This lane should extend from the main parking lot exit to the intersection. Restripe the northbound approach to allow two northbound through lanes and construct an additional northbound lane on Old Coachman Road between the Drew Street intersection and the main parking lot entrance (Drive A). 3. On Old Coachman Road construct a southbound right turn lane from south of Sharkey Road to the site driveway. Use a traffic control officer at the main parking lot entrance. Parking attendants (fee collectors) should be stationed well within the site to avoid backup onto Old Coachman Road. 4. On Drew Street construct a driveway and remove portions of the raised median and re- stripe to include an eastbound left turn lane to accommodate all motorists approaching from the west on Drew Street. Use a traffic control officer at this entrance. Parking attendants should be stationed well within the site to avoid backup onto Drew Street. 5. Construct a Southbound left turn lane on Old Coachman Road into the Northern driveway (Drive C). Reconstruct the driveway to have two exiting lanes. Parking attendants should be stationed well within the site to avoid backups on Old Coachman Road. 6. Construct sidewalk along Old Coachman and add crosswalks at the Old Coachman Road/ Sharkey Road intersection. 7. Prohibit any parking or non-local traffic on Sharkey Road. Prohibit any potential cut through traffic by posting signs and traffic control officers at the subdivision entrances between IIAM and 5PM. : a. Sharkey Road west of Old Coachman Road b. Anna Avenue north of Drew Street c. Lake Forest Drive south ofN.E. Coachman Road Residents within this subdivision should avoid using Sharkey Road at these times. Access to Drew Street is provided by Anna Avenue and access to N.E. Coachman Road is provided by Lake Forest Drive. Existing traffic on Sharkey Road is very low such that the impacts at these other subdivision entrances will be insignificant. 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Z [5 ~~ u aLL c: w aLL ~<.:>~zO a~<(<(....J wn.....J 0 ~~Z~g: ~(/)~zz =>00 w>-I-Uu >LLI-W OOLL(/)~ ~OW=>LL W~....J,-,LL <( ~ ~ ~ I- o o ANNA AVENUE o >- W ....J ~....J6~61? ....J<( LL~W u UU ~I-U aOG:~zc: <(....J~I-OLL o ~ ,-,UO ~ I- -+ -+ I I~ I~ n. I ~ I~ I ~ ~ ~ tit 5 ~ w <.:> <( Z <.:> Vi a w U Z <( > a <( I- W W ~ l- (/) S: W ~ a -+ I tit I I I I I I .../1 I I I tit I I~ : u n. (/) DESCRIPTION, COMMUNITY SPORTS COMPLEX RECOMMENDED IMPROVEMENTS I I ~ FLqft!1?~. f!~~!5:t!AL~?'!u~}t~:r: ~'tI~~R!NC. 2639 McCormick Dr, Cleorwoler FL. 33759 Tel, (727) 724-8422 - Fox, (727) 724-8606 DATE, DRAWN BY, 6/2002 EJC I I ~ I ~ I ~ tit I ... I PROJECT No. 212-06 FIGURE, 4 OCopyright 2000 F1orido Design Consultonts. Inc. drowings ond concepts may not be used or reproduced without written permission. I I I I I I I I I I I I I I I I I I I APPENDIX A Analyst: RP Agency: FDC Date: 6/2002 Period: MID-DAY Project ID: E/W St: GULF TO -- -~--~------ ..........__Jo- ......--'-...L.'--'.I..L1o...1 .I.\..~..L.capc ~....LJ....J Inter.: GULF TO BAY BLVD/OLD COACHMAN Area Type: All other areas Jurisd: FDOT/PIN CO. Year 2002 EXISTING CONDITIONS PEAK HOUR BAY BLVD N/S St: OLD COACHMAN RD SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 3 1 1 3 0 1 1 0 1 1 0 LGConfig L T R L TR L TR L TR Volume 137 1506 125 103 1539 126 92 92 102 254 96 198 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vol 33 20 20 70 I I I I I I Duration Phase Combination 1 I EB Left A Thru Right Peds Left Thru Right Peds Right SB Right I Green Yellow All Red I WB I NB I Appr / Lane Lane Group I Grp Capaci ty Eastbound L 215 IT 2699 R 840 Westbound I L 233 TR 2673 I Northbound L 188 TR 293 I Sou thbound L 303 TR 485 I I 0.25 Area Type: All other areas Signal Operations 3 4 NB 8 15.0 22.0 0.0 4.0 0.0 2.0 Cycle Length: Intersection Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) 2 A A A Left Thru Right Peds Left Thru Right Peds Right Right A A A A SB EB WB 7.0 3.0 2.0 69.0 4.0 2.0 v/c g/C Delay LOS 1770 0.67 0.62 22.7 C 5085 0.58 0.53 15.1 B 1583 0.11 0.53 11. 0 B 1770 0.45 0.62 13.9 B 5036 0.63 0.53 15.9 B 1111 0.52 0.17 51. 6 D 1731 0.62 0.17 54.3 D 1770 0.99 0.28 94.7 F 1703 0.54 0.28 40.6 D Intersection Delay = 24.8 ( sec/veh) Intersection LOS C 5 6 A A A 7 A A A A A A 130.0 secs Approach Delay LOS 15.5 B 15.7 B 53.4 D 69.3 E HCS2000: Signalized Intersections Release 4.1b Robert Pergolizzi IFlorida Design Consultants I <5"0, \ N ...s.CO ~...., I ~~ J:~ ~ l~t -.5~ ~r\.t;; I ~ ~.,.... 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"--"--""".,.....,.....,......--"-- ~~~.,.... :!::!:ll. ll. 0.0. 0:: I :Z aU ::> .:: 0 0 ll. alalalal r u >- ZUlW:!: w i= I- ~ .., < ~I W <l: 0 U Z W 0:: 0 <l: a. a. -l ...J I I I I I I I Duration I I WB I I I I Eastbound I L 180 T 2699 R 840 I Westbound L 183 TR 2638 Analyst: RP Agency: FDC Date: 6/2002 Period: PM PEAK Project ID: E/W St: GULF TO No. Lanes LGConfig Volume Lane Width RTOR Vol Appr/ Lane Grp Lane Group Capacity I Northbound L 197 TR 299 I Southbound L 295 500 I TR . ----- - - -.. --=:1......................""............ ............__............_-'--L\...J.l.J.O .1'\..C.LOC=:o.oc:: ~....LJ.J i i HOUR BAY BLVD Eastbound L T R 1 3 T 1655 12.0 Inter.: GULF TO BAY BLVD/OLD COACHMAN Area Type: All other areas Jurisd: FDOT/PIN CO. Year : 2002 EXISTING CONDITIONS N/S St: OLD COACHMAN RD SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 1 R 82 12.0 20 1 3 TR 1954 12.0 o 1 1 TR 119 12.0 L 71 12.0 435 L 167 12.0 0.25 A 7.0 3.0 2.0 90 L 81 12.0 Area Type: All other areas Signal Operations 3 4 2 A A A A A A 69.0 4.0 2.0 v/c g/C NB Left Thru Right Peds Left Thru Right Peds Right Right Intersection Delay = 29.7 ( sec/veh) Phase Combination 1 EB Left A Thru Right Peds Left Thru Right Peds NB Right SB Right Green Yellow All Red I 15.0 22.0 0.0 4.0 0.0 2.0 Cycle Length: Intersection Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) SB EB WB Delay LOS : 1770 1. 08 0.62 130.7 F 5085 0.71 0.53 17.4 B 1583 0.09 0.53 10.8 B 1770 0.42 0.62 17.3 B 4971 0.94 0.53 27.7 C 1164 0.44 0.17 50.1 D 1769 0.65 0.17 55.1 E 1770 0.67 0.28 43.9 D 1755 0.43 0.28 38.4 D Southbound L T R o 1 1 TR 124 12.0 o 75 L 187 12.0 IRobert Pergolizzi Florida Design Consultants 128 15 50 5 6 A A A 7 8 A A A A A A 130.0 secs Approach Delay LOS 27.2 C 27.4 C 53.5 D 41.1 D Intersection LOS = C HCS2000: Signalized Intersections Release 4.1b -- ~m"_." --.-..-----....-- I c ....,90 cb\' ~~ ~~ I '''& l~t I~ \.~~ $ ,;. I ""~ ... ~ - ~H C ::. ~ -* r-...~ L .\r. ~ v, m \" I el'" +-~,.,. *r-+- ~ N 0- < r ~'l- 0 :: ~*- --~~ 0 ..J LL I >- ~\' ..J G-;t - n'- n: tr'- -+<9'" ~ -<D ~ ::> ....,;; '::~ co'i- 0 J:: JJt I ~~~ CO~h.. ~:g'" >- I ~"i >-(J) "'0 tO~ ..JW Nt-ClO..... ..s;g en <c.. 0::::2' CD t-co N\D ~ci "'t,<.r :J::> ~lI'J,.........."Ilt ...,. 0..J ~.o:;";MN J::O > I ..Jw ..JW <::. cn,....cn("")..q-C"') 0'> <(::. Q')C"').q("') 0'> ~::> ~~q~~~oo N ~::> c.Dl{).,..-L[) co 0..J 0'> 0..J qN..N..C\I~ r--- ~O ,....,.... '11""""""''''''''-- cO ~O ,....,....,.... ,.... ~ > > I , <D ('I')lO(O('I') n:1 ~n: '" ~n: !~ 0'> mcncoc> '" 0 0000 '" !.... ~~ <D ~~ !'" >-1 0'> !.... <D I~ I N <D ! 0 ~..J 0 ~..J N ell Ir--- LL I<D J:: N 0. '\9. z mmmm ~ I ffln: 0'> ffln: 0 zenw:: <(I 1:: ~ LLLLLLLL " ~ U J::J::J::J:: W 0.0.0.0. en ~ 0 mmmm ffl~ '" ffl~ <0 n: ~ M w z 0 zenw:: "'. ~ ~ ~ > en N ~ ..J V I - z z it -, ::> ffl..J co 0 < ~~ co ffl..J u: aJ 0 0 ~ :i n: -en u N 0. 6 ~o .' .~ cL ~ ..Jz 0: 0 :? 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M 0 co ::>::>00 ~1t0000<9 ~.t)U)ai) enenJ::J::J::J:: :5 ~ ....J....J....J....J ~o. ~ll.. olborn 0:0::,:::,:::,:::,:: I <D NNLO'V Ol.()Ol{)OLOOL[) ~~UIjUljUljUlj I O..--MVO,....M'V M'VO..-- 0 ~~..;r.q:Li)U)u;u-; ..;r.q:u-isn ll.. ~~o.o.o.o. 0: ::> I :Z Iii 0 .=-: 0. mmmm J:: u 0 ~ zenw:: :,:: W ~ ~I < -, < W W 0 U Z ll.. n: 0 < ll.. ..J ..J I I Analyst: RP Agency: FDC Date: 6/2002 I Period: MID-DAY Project ID: E/W St: DREW ST - - - - - - - --::J--..........................-- ...........--...... .......-...............................1.0 J.'-O;;:::-LCo.oc::; '":t....LJ.J Inter.: DREW ST/ OLD COACHMAN RD Area Type: All other areas Jurisd: PINELLAS COUNTY Year : 2002 EXISTING CONDITIONS PEAK HOUR N/S St: OLD COACHMAN RD I SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R INO. Lanes 1 2 0 1 2 0 1 1 1 1 1 0 LGConfig L TR L TR L T R L TR Ivolume 73 77 126 184 602 78 143 206 214 75 143 46 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vol \ 20 15 50 10 IDuration 0.25 Phase Combination 1 IEB Left A Thru Right Peds Left Thru Right Peds Right SB Right ~reen Fellow All Red IwB LB lppr/ Lane frp Eastbound 397 1158 Lane Group Capacity fR Westbound IR 651 1250 lorthbound 410 T 543 f 462 outhbound l..J 360 TR 527 I I 7.0 35.0 3.0 3.0 2.0 2.0 Cycle Length: Intersection Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) Area Type: All other areas Signal Operations 3 4 2 A A A NB Left Thru Right Peds Left Thru Right Peds Right Right A A A A SB EB WB 15.0 3.0 2.0 43.0 3.0 2.0 v/c g/C Delay LOS 1770 0.20 0.52 16.5 B : 3232 0.17 0.36 26.4 C 1770 0.31 0.52 15.7 B 3489 0.58 0.36 32.0 C 1770 0.42 0.39 25.8 C 1863 0.46 0.29 35.4 D 1583 0.43 0.29 35.1 D 1770 0.22 0.39 24.4 C 1807 0.36 0.29 34.1 C Intersection Delay = 29.4 ( sec/veh) Intersection LOS = C 5 A 6 A A A 7 8 A A A A 120.0 secs Approach Delay LOS 23.6 C 28.4 C 32.6 C 31.2 C HCS2000: Signalized Intersections Release 4.1b jobert Pergolizzi Ilorida Design Consultants G' 6" ...so o-S OJ~ ~~ ~~t 'c!:> ",-it :g ". a- ...... tt- LP ,,6j ::;; ~H l <( f' L ~*+-~~ II:: tf'I~ If>\ t 0 +-r* - <( t-l\m 0 :; rl'1 ,..s 0 ::: ~ ---+ +-~'<:l -' ~<-l "- >- ~* i ~~ -' r~~ II:: ~ -J~~ => 0 J: 1 r t rl'c,H-~J r1P <i< <-l ".~~ ~ ~ i en - <D ",.0 W f=~ ~~ :;;;: O':l~CX)O')I,{')Nlt) (,OC'l""'~T"""N"'" => OT"""M'VI,{')'Vr') -' N N N~ N N N N 0 > w -'w ::;; .... <(::;; Ii) => T-OMl[)Mr--VT"""OO en I-=> MI'-'l;;t'll"""" ;0 -' O)r-l[)'II""""T"""c'oC\I"'-N(J) (0 0-' 'II"""" <0 N...... 0 Vl[)l{)l{)CDCO<.OWl{)l() .0 1-0 IDc.oc.oCO N > > ~II:: .... 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N ~~~'II"""" I-I-wwww ~~1l.1l.1l.1l. cr => 0 :I: :.:: <( w Il. .---.. --~- ,- -, I I ~ d;: I I I I I >- -' n:: => 0 :r: I ..J ~ 0 l- I crl m :; >-1 m I :; (0 m 0 01 N :: N I <(I m w I mmmm m ~ ZVJW:; w I c:; ~ <( z 0 z => m ..: ~~ 0 w Z _VJ U I- 1--0 ..,~ Ii en ..Jz er - 3: <(0 => I II:: W zu 0 m => n:: OW, :I: VJ 0 0 -VJ' :.:: VJ~ :I: U) :.:: ~ Il. m <( VJ w !!!. ::;; Il. Il. I all ~FI~I~I m VJ u c( .:: mmmm m :::; 0 I => cr ~ ZVJW:; z 0 z :; ~ c( 0 :::; w m en :r: w Z en U Il. W c( VJ :J 0 I -' u I 0 m D- -' Z <( 0 I N D- o -' iil 0; w w ::>::> 00 I 0 ~ - -' -' -' -' ::;; ::5 (0 MN MM i= 0 I D- I .:: z Iii D- mmmm 0 ~ u i= zcnw:; w ..., c( ~I w 0 u z er 0 c( Il. ..J ..J I - - - - --~---~----- -............-........--....................&........... ..."-'-".............""""'............. ....-LJ..J I Analyst: RP Agency: FDC Date: 6/2002 I Period: PM PEAK Project ID: E/W St: DREW ST HOUR Inter.: DREW ST/ OLD COACHMAN RD Area Type: All other areas Jurisd: PINELLAS CO. Year 2002 EXISTING CONDITIONS N/S St: OLD COACHMAN RD I Eastbound L T R SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R Southbound L T R INO. Lanes 1 2 0 1 2 0 1 1 1 1 1 0 LGConfig L TR L TR L T R L TR Ivolume 77 831 118 207 706 104 173 329 134 85 175 40 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vol 20 20 40 10 IDuration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 IEB Left A A NB Left A A Thru A Thru A Right A Right A IWB Peds Peds Left A A SB Left A A Thru A Thru A Right A Right A IJB Peds Peds Right EB Right SB Right WB Right freen 15.0 43.0 7.0 35.0 ellow 3.0 3.0 3.0 3.0 All Red 2.0 2.0 2.0 2.0 Cycle Length: 120.0 secs lppr/ Intersection Performance Summary Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate rp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound "]" fR 351 1770 0.24 0.52 17.9 B 1248 3483 0.80 0.36 38.5 D 36.9 D Westbound tR 314 1770 0.72 0.52 37.3 D 1248 3483 0.70 0.36 34.6 C 35.2 D [Orthbound 387 1770 0.55 0.39 31.1 C T 543 1863 0.74 0.29 43.7 D 38.3 D f 462 1583 0.25 0.29 32.7 C outhbound 244 1770 0.37 0.39 27.1 C TR 531 1822 0.41 0.29 34.7 C 32.5 C I Intersection Delay = 36.2 ( sec/veh) Intersection LOS D I HCS2000: Signalized Intersections Release 4.1b 'obert Pergolizzi lorida Design Consultants I I I I I I I I I I I I I I I I !I I I ~ CL ~ < o u.: :i a: It: :J o J: ~ < W 0- "" o N N o Z I- U W ., o It: 0- ;::; ::J o ~ m m w ::::; ...J I a. -1 Cll <I mmmm zmw3: (; z ~~ -m 1-0 -'Z <0 ZU Cl w : -rn rn ~ ~I~I~I~I .=.: mmmm ~ zrnw;: ::; o w W 0- m '" o en ~ to o :J::JOO ....J...J---J....J MNMM ~I Iii 0- ~ W Z < ...J mmmm zmw;: rn I- Z :J o U It: :J o J: ~ i1i 0.. ::;; 0.. \" ';) -ctI olJ'l ~~ ~O l ~ t "'\'cb~~~ ~ ~ tf-r:-~ ~H I~ ::;; ~~,f- U1.4, t Cl\.!'~ ~<9- < o ;: o ...J LL >- ...Jam g; ~ ry-~~ ~ o J: >-m ...JW a:;::; ::J::J 0...J IO > T"'COmNT"" T"'MOOCQ c.o,.....mN"lt NN"NN"'~ -,w <::;; I-::J 0-' 1-0 > CX)lDt-..-lO(D NLOONlDNOO CD<D<ot---,......,...... ~It: ~I- ~-' ffia: ffil- ffi-' lJla: lJll- lJl-' ~It: ~I- ~-' w::;; ~a. lOOl[)OLO0ll10 "-C"')VO"-M~O ~~~liiUiu-;aOu; 6th6J,6u:,oJ, o..-C"')"'>:to..-C"1""," ~~~~UlU->LOUi N en o .:: ~ ~It: N ro en ro r-- N en "" '" "" "" en N l() ro '" N o ~ l() ro ... ... ... en '" N L iD-<- cl> ~ ~~ * ::; U)..;, r--<o-+ -r, 0" <llf- ~ ~ <9<'" r W~ ~~ ~] t r l' ~ .". .... ,,0 r-, ~ ~ ::: ~~ i ~U; ~~ ocp Ol '" ...Jw <::;; I-::J 0-' 1-0 > t'--..-l[)(D ONl{')N c.or--r--,...... ~1- ~-' ffilt: ffil- ffi-' lJllt: lJll- lJl-' ~It: ~1- ~-' w::;; ~a. LOOl.OO VOT"""M ~u-iu-iLO oJ,oJ, ("") V" 0 ..- ~~U1Ll) It: ::J o J: ~ < w a. m o ro N iro 1m M NaIDa 0) m,......<<:lQ') ci c:ic:icic:i o I"" iffi 1 !~ i~ I l~ I~ i... l~ !", r-- V <:l LL J: 0.. Z mmmm o zmw;: t ~~~~ w 0..0.. a. 0.. rn It: w I- ~ -.. <;( ~ /....-~^ 'v 't' 'I bL ) <. ~ ~'\ ~,. '-U It\ ro '" o ~~mMCO(j) OCOmcoCDLO ('f') N"'l[) N 0> 0'> ~ l() "" ~ o ro ~ 8 CL "" '" ~ w ::;; :J -' o > It: It: :J:J ~~~lJlffi~ ~~wwww i1ii1i~~~~ 0..0..-'-'-'-' zzoooo 00>>>> t=t=g;g;g;g; lrllrloooo mrnJ:J:J:J: 1t:1t:~~~~ ww<<<< I-I-wwww ~~o..a.a.a. o ;;; '" "" HCS2000: Unsignalized Intersections Release 4.1b I I Analyst: RP Agency/Co. : FDC Date Performed: 6/2002 I Analysis Time Period: MID-DAY PEAK HOUR Intersection: OLD COACHMAN/SHARKEY RD Jurisdiction: PIN CO. Units: U. S. Customary I Analysis Year: 2002 EXISTING CONDITIONS Project ID: East/West Street: SHARKEY RD I North/South Street: OLD COACHMAN RD Intersection Orientation: NS I I I I I TWO-WAY STOP CONTROL SUMMARY Study period (hrs): Major Street: Vehicle Approach Movement 3 R Volumes and Northbound 2 T Adjustments 0.25 Southbound 4 5 6 L T R 5 239 8 0.93 0.93 0.93 5 256 8 2 0 1 0 LTR No Eastbound 10 11 12 L T R 6 1 10 0.80 0.80 0.80 7 1 12 2 2 2 0 No 0 1 0 LTR Service Eastbound 10 11 12 LTR 20 542 0.04 0.11 11. 9 B 11. 9 B 1 L Volume 12 Peak-Hour Factorl PHF 0.95 Hourly Flow Ratel HFR 12 Percent Heavy Vehicles 2 Median Type Undivided RT Channelized? Lanes Configuration Upstream Signal? 318 0.95 334 5 0.95 5 o 1 LTR No o Approach Movement Minor Street: Westbound 8 T 9 R 7 L I Volume Peak Hour Factorl PHF I Hourly Flow Ratel HFR Percent Heavy Vehicles Percent Grade (%)~ I Median Storage. Flared Approach: Exists? Storage 1 0.79 1 2 3 0.79 3 2 o 16 0.79 20 2 No I RT Channelized? Lanes Configuration o 1 0 LTR I Approach I Movement Lane Config DelaYI Queue NB SB 1 4 LTR LTR 12 5 1300 1220 0.01 0.00 0.03 0.01 7.8 8.0 A A Lengthl and Level of Westbound 789 LTR v (vph) I C (m) (vph) v/c 95% queue length I Control Delay LOS Approach Delay I Approach LOS 24 621 0.04 0.12 11. 0 B 11. 0 B HCS2000: Unsignalized Intersections Release 4.1b I I Analyst: RP Agency/Co. : FDC Date Performed: 6/2002 I Analysis Time Period: PM PEAK HOUR Intersection: OLD COACHMAN/SHARKEY RD Jurisdiction: PIN CO. Units: U. S. Customary I Ana~ysis Year: 2002 EXISTING CONDITIONS ProJect ID: East/West Street: SHARKEY RD I North/South Street: OLD COACHMAN RD Intersection Orientation: NS TWO-WAY STOP CONTROL SUMMARY Study period (hrs): I Major Street: Vehicle Approach Movement 1 L Volumes and Adjustments Northbound 2 3 T R IRT Channelized? Lanes Configuration I Approach IMovemen t Lane Config v (vph) Ic (m) (vph) lIv/c 95% queue length .Control Delay ~OS Approach Delay rpproach LOS 0.25 Southbound 4 5 6 L T R 10 251 10 0.91 0.91 0.91 10 275 10 2 0 1 0 LTR No Eastbound 10 11 12 L T R 10 0 15 0.82 0.82 0.82 12 0 18 2 2 2 0 No 0 1 0 LTR Service Eastbound 10 11 12 LTR 30 356 0.08 0.27 16.0 C 16.0 C 536 0.86 623 2 0.86 2 o 1 LTR No o I Volume 18 Peak-Hour Factor, PHF 0.86 I Hourly Flow Rate, HFR 20 Percent Heavy Vehicles 2 Median Type Undivided RT Channelized? I Lane s Configuration Upstream Signal? IMinor Street: Approach Movement Ivolume Peak Hour Factor, PHF IHourlY Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%)r IMedian Storage , Flared Approach': Exists? Storage 7 L Westbound 8 T 9 R 3 0.71 4 2 3 0.71 4 2 o 30 0.71 42 2 No o 1 0 LTR Delay, NB 1 LTR Queue SB 4 LTR Length, and Level of Westbound 789 LTR 20 1277 0.02 0.05 7.9 A 10 956 0.01 0.03 8.8 A 50 413 0.12 0.41 14.9 B 14.9 B I ~ *=~ I -It ,"'m 1 t ~ "^r<' I A- ~~rPr? j~ l :;: <1:,.s _oq,~ 0 I II:_~ L r).,,)+-~ ~ eJ-' <1:'" "? 0 ~ -, ..s. 0 ~~-----Jlo- -~'" -' ~r')I 19 1I'\ U. I >- -'- r'-- ~~ ~~~-~~~ ~= ,,~ :r <4] r I i ~q, 0 -it \.J' --' ~- I A I ... I >-CJ) -m ~U\ -'w "'<1< 0::::;:; .,....N......I/')M r" :J:J O"""r')CD'f') 0-' ............QJCD~ :ro I > -'w -'w <1::;: :,.....ONNOClIO .... <1::;: NNCOLO ..... I-:J It) I-:J : <D LOt--.,....M '""""00 ~ r--..-M..- (') 0-' !T""""".,...-NNN 0-' .,...-NNN co 1-0 1-0 > > I ~o::: co to"r"C\lT"" 0:1 ~o: ~ CX) co coc>>ror-- N 0 ciocici ~I- ~I- 'V >-1 .... (') \) I .......~ <0 ~-' ~-' 9 eJl .... (') U. 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Year : 2002 EXISTING CONDITIONS N/S St: OLD COACHMAN RD Eastbound L T R SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R Southbound L T R 27.0 3.0 1.0 Cycle Intersection Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) No. Lanes LGConfig Volume Lane Width RTOR Vol o 1 LTR 339 32 12.0 o o 1 LTR 425 143 12.0 o 28 66 26 o o 0.25 Area Type: All other areas Signal Operations 3 4 2 NB Left Thru Right Peds Left Thru Right Peds Right Right I WB I NB A A A SB EB WB 40.0 3.0 1.0 Lane Group Capacity v/c g/C Delay LOS "r 918 1722 0.51 0.53 11. 7 o 1 LTR 229 83 12.0 o o 76 1 LTR 154 45 12.0 o o o 5 A A A 6 7 8 A A A Length: 75.0 secs Approach Delay LOS B 11. 7 B I Westbound LTR 878 1647 0.78 0.53 18.8 B 18.8 B I Northbound LTR 622 1727 0.63 0.36 22.0 C 22.0 C I Southbound I ILTR 494 1372 0.65 0.36 23.2 C 23.2 C Intersection Delay = 18.4 ( sec/veh) Intersection LOS = B I HCS2000: Signalized Intersections Release 4.1b IJOhn Cunningham Florida Design Consultants I ~cb d,(iJ "'en t.t~ I --9"i' l~t ~ ~ ~ *:i I <;t ~H l :;; c{ ~~ -~~~ t to/) *~ ~ el - ~~-- l" I c{ Q ~ ~oP~ tb~ 0 ~:1 -;\iN -' u. >- \r-d>_,^~ t $~ I -' r~r n:: ::J N~ ,r'f 0 I 1 r '" I I Q<h 0 .:, r..I N~~r)t"Ii I ~~ i >-CfJ ..sCo ~& -'w or", ~ n::~ NCOOlONlOO ~ '1 r<1 ::J::J ~:J_~~:fl~~ 0-' IO r or- T""" or- "1"""............ > I -,w -,w c{:;; ())0'>l[)0'll.[)........~l[)0'>l{) co c{:;; l[)...--..-- l[) N t-=> '" t-=> '" 0-' C>..--'<1",.....O<DOCO~..q '" 0-' atoOCO "l. t-O C"?(",)MM~C"1-q-C"1MM '" t-O v-M-.;;tM > > I <0 <Dl{)I.ON '.9 ~I ~~ '" ~n:: '" '" rococom '" '" 0 cioco N ~ ---' >-1 ~t- co ~t- ' ~ '" :0 0> :..,. 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Year : 2002 EXISTING CONDITIONS N/S St: OLD COACHMAN RD Eastbound L T R SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R Southbound L T R 27.0 3.0 1.0 Cycle Intersection Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) No. Lanes LGConfig Volume Lane Width RTOR Vol o 1 LTR 476 38 12.0 o o 1 LTR 427 145 12.0 o 26 63 20 o o 0.25 Area Type: All other areas Signal Operations 3 4 2 NB Left Thru Right Peds Left Thru Right Peds Right Right A A A SB EB WB 40.0 3.0 1.0 I Appr / Lane Lane Group I Grp Capacity Eastbound v/c g/C Delay LOS ILTR 942 1766 0.64 0.53 14.0 o 1 LTR 375 105 12.0 o o 43 1 LTR 164 24 12.0 o o o 5 A A A 6 7 8 A A A Length: 75.0 secs Approach Delay LOS B 14.0 B Westbound ILTR 870 1632 0.77 0.53 18.0 B 18.0 B I Northbound LTR 639 1776 1. 00 0.36 60.8 E 60.8 E ISouthbound LTR 498 1383 0.53 0.36 20.1 C 20.1 C I Intersection Delay = 29.7 ( sec/veh) Intersection LOS = C I HCS2000: Signalized Intersections Release 4.1b John Cunningham IFlorida Design Consultants I I I I I I I I I I I I I I I I I I I ~ CL ~ <( o ..: :r n: 0:: :J o :I: :.: <( W II. co o N N o Z ..... 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I'" '" .... \{) M '" ~ FDOT /TRAt-lSP STATISTICS Fax:850-488-4752 I Print Date: ltUl/18/2002 I PINELLAS COUNTnVIDE Category: 1500 I I I I I I I I I I I I I I I I Note' ","" indicates peak seasOn week I ,gk::.."";2:'~'::':';hE::''-'''~:'::C:;;::'':':C'~:'''::'=;;,;:;,,,", ..__..._:....:,,~~.,._.. .-. -~ ---.~_...- .. ....--.. -- Jun 18 '02 10:33 Flolida Department of Transportation Transport'ltion Stati sties Office 2001 Peak Season Factor Category Report SF PSCF We~k Dates 1 2 01101/2001 -- 01106/2001 1.10 1.18 01/07/2001 - 01/13/2001 1.05 1.13 01/14/2001.. 01/20/2001 1.00 1.08 01/21/2001 '-01/27/2001 0.98 1.05 01128/2001 - 02/03/2001 0.96 1.03 02/04/2001 - 02/10/2001 0.94 1.01 02/11/2001 - 02/17/2001 0.92 0.99 02/18/2001 - 02/24/2001 0.92 0.99 02/25/2001 -- 03/03/2001 0.93 1.00 03/04/2001 .. 03/10/2001 0.93 1.00 03/11/2001 - 03/17/2001 0.93 1.00 03/18/2001 - 03/24/2001 0.93 1.00 03/25/2001 .. 03/3l!2001 0.93 1.00 04/01/2001 - 04/07/2001 0.92 0.99 04/08/2001 - 04/14/2001 0.92 0.99 04/15/2001 .. 04/21/2001 0.91 0.98 04/22/2001 - 04/28/2001 0.93 1.00 04/29/2001 - 05/05/2001 0.94 1.01 05/06/2001 - 05/12/2001 0.95 1.02 05/13/2001 - 05/19/2001 0.96 1.03 OS/20/2001.. OS/26/2001 0.97 1.04 OS/27/2001 - 06/02/2001 0.98 1.05 06/03/2001 - 06/09/2001 0.98 LOS 06/10/2001 - 0611612001 0.99 .1.Q6 (~6/1'11Z0~72ooL':::::~9.9L=:=~::.}j_V 06/24/2001 - 06/30/2001 0.99 1.06 07/01/2001 - 07/07/2001 0.99 1.06 07/08/2001 ~ 07/14/2001 0.99 1.06 07/15/2001 - 07/2112001 0.99 1.06 07/22/2001 - 07/28/2001 1.00 1.08 07/29/2001 .. 08/04/2001 1.00 1.08 08/05/2001 - 08/11/2001 1.01 1.09 08/12/2001 - 08/18/2001 1.02 1.10 08/19/200 1 - 08/25/200 1 1.05 1.13 08/26/2001 - 09/01/2001 1.08 1.16 09/02/2001 - 09/08/2001 1.11 1.19 09/0912001 - 09/15/2001 1.14 1.23 09/16/2001 - 09/22/2001 1.13 1.22 09/23/2001 - 09/29/2001 1.12 1.20 09/30/2001- 10/06/2001 1.11 1.19 10/07/2001 - 10/13/2001 1.09 1.17 10/14/2001 -10/20/2001 1.08 1.16 10/21/2001 - 10/27/2001 1.08 1.16 10/28/2001 -11/03/2001 1.09 1.17 11/04/2001 - 11/10/2001 1.09 1.17 11/11/2001 -11/17/2001 1.09 1.17 11/18/2001-11/24/2001 1.09 1.17 11/25/2001 - 12/01/2001 1.10 1.18 12/0212001 -IV0812001 1.10 1.18 12/09/2001 -12/1512001 1.10 1.18 12/16/2001 - 12/22/2001 1.07 1.15 lZ(2)(2001 - 1;;:/29(2001 1.04 1.12 12/30/2001 - 12/31/2001 l.00 1.08 3 '"\,, 4 5 * 6 ... 7 " 8 '" 9 " 10 " 11 ... 12 '" 13 >I: 14 ... IS >I: 16 * 17 ., 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 3& 39 40 41 42 43 44 45 46 47 48 49 50 51 ,z 53 P.11 !\lOCF = 0.93 Page 1 06/18/2002 TUE 10: 05 [TXlRX NO 9251] I4J 011 I I I I I I I I I I I I I I I I I I I ARTPLAN 2002 Conceptual Planning Analysis Description/File Information IFilename Icomment IAnalyst IAgency Study Period 1 1 IIRP IIFDC IK100 IWestbound IDate Prepared 116/26/021 1 Arterial Name SR60 EJ EJ (KEENE - US IBetgin ct" US 19 End Intersection KEENE 19) n erse Ion Peak Direction Facility Data Input I Roadway Variables I Traffic Variables II Control Variables I Multimodal I Variables IArea Type IAADT IG D Paved G Urbanized Arrival Type shoulder/Bike Lane IClass 211K IGlsignals/Mile 2.41 Outside Lane ITYPical/ Width Iposted Speed 40llD IGlcYcle Length 1501 Pavement ITYPiCal1 Condition 1# Thru Lanes 611PHF II 0.925l1Through g/C 0.49l1Sidewalk I~ IMedian Type Restrictivel 0/0 Turns Excl. OIControl Type semiactuatedl Sidewalk/Roadway /TYPiCall Lanes Separation ILeft Turn Yesl 0/0 Heavy D Sidewalk/Roadway G Lanes Vehicle Protective Barrier Base Sat Flow G Obstacle to Bus G Rate Stop Local G /BUS Freq 10 Adjustment Factor Adjusted Sat G IBUS ~pan Of IG " FLow Rate Service Automobile Segment Data D QDCJ #Of Cycle Hourly % Turns Directional Seg # Length g/C' Length AADT Volume Excl. Lanes Lanes 1 1501~1 0.2462111 5466011 285611 1211 311 2 15011 0.4911 0.7386411 5466011 285611 1211 311 3 1501~1 0.5113611 5634411 294411 1211 311 4 1501~1 0.2462111 5802911 303211 1211 311 5 1501~1 0.2462111 5802911 303211 1211 311 Free Arrival Flow Type Speed 411 401 411 401 411 401 411 401 411 401 Page 1 I I Multimodal Segment Data g Pave gg Sidewalk Shldr Outside Sidewalk Roadway Obstacle Bus I /Bike Lane Roadway Protective To Bus g Span Lane Width Cond walk Separation Barrier Stop Freq Service 0:]1 Noll Typicalll Typicall~1 Typicalll Noll NolCJJI 151 I COI Noll TYPicalllTypicall~1 Typicalll Noll NolCJJI 151 COI Noll TYPica11l Typicall~1 TYPica11l Noll Nolc:=1ll 151 o:Jl Noll TYPicalIlTYPicall~1 TYPica11l Noll Nolc:=1ll 151 I CDI Noll TypiCal" Typicall~1 Typicalll Noll NolCJJI 151 Pedestrian Segment Data I ~I 0/0 of Segment Sidewalk I Separation II Barrier I I 1 II 2 II 3 1 II 2 II 3 1 II 2 II 3 1 II 2 IITJ I 1 II 1001 Yesl Typicall Nol I I 2 II 1001 Yesl Typicall Nol I 3 II 1001 Yesl Typicall Nol I 4 II 1001 Yesl Typicall Nol I I 5 II 1001 Yesl TYPica11 Nol Automobile LOS I [::] D Intersection Thru Mvmt Control Approach Speed Segment Flow Rate Delay LOS (mph) LOS I I 1 II 271711 0.9411 24.4211 ell 17.411 DI I 2 II 27171 Cill I 41. 7711 DII 22.411 cI I 3 II 280111 1.0411 51.0911 DII 17.611 DI I I 4 II 28841~1 17.8611 BII 19.911 DI I 5 II 288411 1.111 77.0811 Ell 8.511 FI Arterial I 2.0 I Auto Speed I 16.9 I Auto I E I I Length LOS Multimodal LOS '" I ~I ~ Pedestrian LOS II Bicycle LOS II Bus LOS I CIJCIJD::JI Segment II Score II Segment II Score II Segment II Score I I UJ~ I DII 4.2511 Ell 4.5111 EII--.J..ool ITJ~ I DII 4.2811 Ell 4.5411 Ell 1.001 OJ~ I DII 4.3411 Ell 4.5511 Ell 1.001 I ITJ~ I DII 4.3811 Ell 4.5311 Ell 1.001 o:J~ I DII 4.3811 Ell 4.5311 Ell 1.001 ~~~estrian 14.3210 Bicycle 14.5410 Bus LOS 11.0010 I LOS Page 2 I Service Volume Tables I Automobile Pedestrian I I k I II A II B II c 1/ D II E I II A II B II c II D 1/ E J ILanesl1 Hourly Volume In Peak Direction Lanes Hourly Volume In Peak Direction I I 1 1/ ** 1/ 100 II 710 II 970 II 1000 1 ** II 170 II 650 1/ > 650 1/ *** I 2 II ** II 190 II 1520 II 1960 II 1990 2 ** II 340 1/ 1300 II > 1300 II *** I 3 II ** II 280 II 2330 II 2940 1/ 2990 3 ** II 500 1/ 1950 1/ > 1950 II *** I I 4 II ** II 380 1/ 3160 II 3930 II 3980 4 ** II 670 II 2600 II > 2600 II *** ILanesllHourly Volume In Both Directionsl Lanes Hourly Volume In Both Directions I 2 II ** II 180 II 1290 II 1760 II 1810 I 2 ** II 310 II 1190 II > 1190 II *** : I I 4 II ** II 350 II 2760 II 3550 II 3620 I 4 ** II 610 II 2360 II > 2360 II *** --71 6 II ** II 510 II 4240 II 5350 II 5430 I 6 ** II 920 II 3550 II > 3550 II *** I I 8 II ** II 690 II 5740 II 7140 II 7240 I 8 ** II 1220 II 4730 II > 4730 II *** I ILanesl1 Annual Average Daily Traffic Lanesll Annual Average Daily Traffic I 2 II ** II 1900 1113500 1/18500 II 19100 2 " ** II 3200 1112500 II> 125001/ *** , I 4 II ** II 3600 II 29100 II 37400 II 38100 4 II ** II 6400 II 24900 II> 24900 1/ *** I I 6 II ** II 5300 II 44700 II 56300 II 57200 6 II ** II 9600 1/ 37400 II> 3740011 *** I I 8 II ** II 7300 II 60400 II 75200 II 76200 8 II ** II 12900 II 49800 II> 4980011 *** I I Bicycle Bus I II A 1/ B II c II D 1/ E I I II A II B II c II D II E I Lanesll Hourly Volume In Peak Direction I ILanesllBuses Per Hour In Peak Direction I 1 1/ ** II 100 II 180 II 870 II >870 I I 2 II >6.00 II >4.00 II 3.00 II 2.00 II 1.00 I I 2 II ** II 200 II 350 II 1740 II >1740 I ILanesl Buses in Study Hour in Peak 3 II ** II 300 II 530 II 2600 II >2600 I Direction (Daily) 4 II ** II 400 II 700 II 3470 II >3470 I I 2 II >6.00 II >4.00 /I 3.00 II 2.00 II 1.00 I I LanesllHourly Volume In Both Directions 2 II ** II 180 II 320 II 1580 II >1580 I 4 II ** II 360 II 640 II 3160 II >3160 6 II ** II 550 1/ 960 II 4730 II >4730 8 II ** II 730 II 1280 II 6310 II >6310 I Lanesll Annual Average Daily Traffic 2 II ** II 1900 II 3400 II 16600 11>16600 4 II ** II 3800 II 6700 II 33200 II >33200 I 6 II ** : II 5700 1110100 II 49800 II >49800 8 II ** II 7700 1113500 II 66400 II >66400 I Page 3 I I II I i II i I I I I I I I I vC.vJ ~~ C.f I I I I I I I I I I I I I TABLE 4 - 4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS* Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 ONE-WAY FACILITIES Tallahassee, FL 32399-0450 Decrease corresponding two-directional volumes in this table by 40% to http://wwwll.myflorida.comiplanning/systems/smllosidefault.htm obtain the equivalent one directional volume for one-way facilities. -This table does not constitute II standard and should be used only for generol planning applications. The computer models from which this table is derived should be used for more specific planning applications. The table and deriving computer models should not be used for corridor or intersection design, where more refined techniques exist. Values shown are hourly two-way volumes for levels of service and are for the automobile/truck modes unless specifically stated. Level of service letter grade thresholds are probably not comparable across modes and, therefore, cross modal co~risons should be made with caution. Furthennore. combining levels of service of different modes into one overall roadway level of service is not recommended. To convert to annual average daily traffic volumes, these volumes must be divided by an appropriate K factor. The table's input value defaults and level of service criteria appear on the following page. Calculations are based on planning applications ofthc Highway Capacity Manual. Bicycle LOS Model. Pedestrian LOS Model and Tl'3osit Capacity and Quality of Service Manual. respectively for the automobile/truck.. bicycle, pedestrian and bus modes. "Cannot be achieved using table input value defaults. ".Not applicable for that level of service letter grade. For automobilehruck modes, volumes greater than level of service 0 become F because intersection capacities have been reached. For bicycle and pedestrian modes, the level of service lener grade (including F) is not achievable, because there is no maximum vehicle volume threshold using table input wlue defaults. . UNINTERRUPTED FLOW HIGHWAYS Level of Service ABC D 180 620 1,210 1,720 1,940 3,140 4,540 5,870 2,900 4,700 6,800 8,810 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per mile) N ,.::::, Level of Service / G:l:.:.i-I'"". Lanes Divided ABC D ~ E 2 Undivided .o 400 1,310 ~ 1,610 4 Divided 460 2,780 3,300 3,390 **- 6 Divided 700 4,240 4,950 5,080 *** 8 Divided 890 5,510 6,280 6,440 *** 4L.O 'UAo 3i '30 ~?:Z.~ Class II (2.00 to 450 signalized intersections per mile) Level of Service C D 1,070 1,460 2,470 3,110 3,830 4,680 5,060 6,060 Lanes Divided 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A B 180 390 620 800 .o ** .o .o Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Level of Service Lanes Divided A B C D E 2 Undivided ** .o 500 1,200 1,470 4 Divided ** ** 1,180 2,750 3,120 6 Divided ** ** 1,850 4,240 4,690 8 Divided ** .o 2,450 5,580 6,060 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Level of Service Lanes Divided A B C D E 2 Undivided .o .o 490 1,310 1,420 4 Divided ** ** 1,170 2,880 3,010 6 Divided ** .o 1,810 4,350 4,520 8 Divided .o .o 2,460 5,690 5,910 NON-STATE ROADWAYS Maj~r City/County Roadways O,-C' Level of Service C 0;'.;( Lanes Divided ; A B C ~" E 2 Undivided .o *- 870 Cl,m.i 1,480 4 Divided ** ** 2,030 2,950 3,120 6 Divided .o ** 3,170 4,450 4,690 t; LV CO/li.:H~'/i'N IS:. (.' ~,'o, 1(' Other Signalized Roadways (signalized intersection analysis) Level of Service B C .o 450 .o 1,050 E 1,200 2,400 t'....., ,'" '......- ~~ Lanes Divided 2 Undivided 4 Divided A D 950 2,070 ** .. Source: 02/22/02 FREEWAYS E 2,370 6,670 10,010 Interchange spacing ;=: 2 mi. apart Level of Service Lanes A B C D E 4 2,310 3,840 5,350 6,510 7,240 6 3,580 5,930 8,270 10,050 11,180 8 4,840 8,020 11,180 13,600 15,130 10 6,110 10,110 14,110 17,160 19,050 12 7,360 12,200 17,020 20,710 23,000 Interchange spacing < 2 mi. apart Level of Service Lanes A B C D E 4 2,050 3,350 4,840 6,250 7,110 6 3,240 5,250 7,600 9,840 11,180 8 4,420 7,160 10,360 13,420 15,240 10 5,600 9,070 13,130 16,980 19,310 12 6,780 10,980 15,890 20,560 23,360 E 1,550 3,270 4,920 6,360 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometrics at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Paved Shoulder Bicycle Lane Level of Service Coverage A B C D E 0-49% ** .o 310 1,310 >1,310 50-84% .o 240 390 >390 *** 85-100% 300 680 >680 *** .o* PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometrics at 40 mph posted speed and traffic conditions, not number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Level of Service C D ** 600 .o 940 1,080 >1,080 Sidewalk Coverage 0-49% 50-84% 85-100"10 A B E 1,480 1,800 *** ** ** .o .. ** 210 BUS MODE {Scheduled Fixed Route) (Buses per hour) (Note: Buses per hour shown an: only for the pcak hour in the single dinctioD of higher traffic flow.) Level of Service C 12 ;=:4 ;=:3 ;=:3 ;=:2 Sidewalk Coverage 0-84% 85-100% A B >5 >4 E ;=:2 ;=:1 ** >6 Lanes 2 2 Multi Multi ARTERIAL/NON-ST ATE ROADWAY ADJUSTMENTS DlVIDEDIUNDlVIDED (alter corresponding volume by the indicated percent) Median Left Turns Lanes Adjustment Factors Divided Yes +5% Undivided No -20% Undivided Yes -5% Undivided No -25% 91 I I I I I I I I I I I I I I I I :1 I I APPENDIX B ...............L..I~VVV. L...J-L':::1J.J.Cl..J......J....L:.JC::U .L~.Ll..-c::.L.:=>>c::'-L....J....\...I~~O .to._~:::::.Lc::a..:=>>C "':t.-L.1..J I Analyst: RP Agency: FDC Date: 6/2002 I Period: MID-DAY Project ID: E/W St: GULF TO PEAK HOUR Inter.: GULF TO BAY BLVD/OLD COACHMAN Area Type: All other areas Jurisd: FDOT/PIN CO. Year : 2004 CONDITIONS WITH PROJECT BAY BLVD N/S St: OLD COACHMAN RD I SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R INO. Lanes 1 3 1 1 3 0 1 1 0 1 1 0 LGConfig L T R L TR L TR L TR I Volume 287 1506 125 103 1539 351 92 92 102 254 96 198 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vol 33 20 20 70 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 IEB Left A A NB Left A Thru A Thru A Right A Right A IWB Peds Peds Left A A SB Left A A Thru A Thru A A Right A Right A A INB Peds Peds Right EB Right SB Right WB Right I Green 15.0 61. 0 15.0 22.0 Yellow 3.0 4.0 0.0 4.0 All Red 2.0 2.0 0.0 2.0 Cycle Length: 130.0 secs IAPpr / Intersection Performance Summary Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate IGrp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound ..... I~ 288 : 1770 1. 04 0.62 105.9 F 2386 5085 0.66 0.47 22.2 C 34.6 C R 743 1583 0.13 0.47 15.9 B Westbound I~R 311 1770 0.34 0.62 15.0 B 2323 4950 0.82 0.47 26.7 C 26.0 C INorthbound L 188 1111 0.52 0.17 51. 6 D TR 293 1731 0.62 0.17 54.3 D 53.4 D ISouthbound 1770 0.99 0.28 94.7 F L 303 TR 485 1703 0.54 0.28 40.6 D 69.3 E I I i ( sec/veh) i Intersection Delay = 36.2 Intersection LOS = D I HCS2000: Signalized Intersections Release 4.1b Robert Pergolizzi Irlorida Design Consultants .L.L.............,.L.ovvv.. 1..J..L~l.l.Cl...L..LL..oc:::LA. ...Ll.l.l...C:::.LOC:::\.....l.....LVl.l.C l.'."C..LCClCC ~...LJ....J I Analyst: RP Agency: FDC Date: 6/2002 I period: PM PEAK Project ID: E/W St: GULF TO Inter.: GULF TO BAY BLVD/OLD COACHMAN Area Type: All other areas Jurisd: FDOT/PIN CO. Year : 2004 CONDITIONS WITH PROJECT HOUR BAY BLVD N/S St: OLD COACHMAN RD I SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R I No. Lanes 1 3 1 1 3 0 1 1 0 1 1 0 LGConfig L T R L TR L TR L TR Ivolume 167 1655 82 71 1954 435 81 119 75 442 124 298 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vol 20 90 15 50 I Duration . 0.25 Phase Combination 1 I EB Left A Thru Right Peds I WB Left Thru Right I Peds NB Right SB Right I Green Yellow All Red I Appr / Lane IGrp Eastbound IL 180 T 2503 R 779 IWestbound L 180 TR 2447 Lane Group Capacity INorthbound L 167 TR 299 ISouthbound L 364 TR 542 I I 20.0 22.0 0.0 4.0 0.0 2.0 Cycle Length: Intersection Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) Area Type: All other areas Signal Operations 3 4 2 A A A NB Left Thru Right Peds Left Thru Right Peds Right Right A A A A SB EB WB 7.0 3.0 2.0 64.0 4.0 2.0 v/c g/C Delay LOS : 1770 1. 08 0.58 130.6 F 5085 0.77 0.49 22.5 C 1583 0.09 0.49 13.7 B 1770 0.42 0.58 20.8 C 4971 1. 01 0.49 46.4 D 988 0.52 0.17 52.1 D 1769 0.65 0.17 55.1 E 1770 1. 28 0.32 189.2 F 1677 0.72 0.32 43.6 D Intersection Delay = 52.1 ( sec/veh) Intersection LOS = D 5 6 A A A 7 8 A A A A A A 130.0 secs Approach Delay LOS 31.8 C 45.6 D 54.2 D 122.6 F HCS2000: Signalized Intersections Release 4.1b IRobert Pergolizzi Florida Design Consultants I Analyst: RP Agency: FDC Date: 6/2002 I period: MID-DAY Project ID: ADD E/W St: DREW ST .LJ.\.....uL..UVU. u.L~J.J.c:t.J...l..L.C::U .L1.J.L...C:.L oC\....L...LUJ.J.O .n.C..1..ca.oc ~...J...JJ Inter.: DREW ST/ OLD COACHMAN RD Area Type: All other areas Jurisd: PINELLAS COUNTY Year : 2004 CONDITIONS WITH PROJECT RESTRIPE NB APPROACH N/S St: OLD COACHMAN RD PEAK HOUR SB SHARED LANE AND I SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R INO. Lanes 1 2 0 1 2 0 1 2 0 1 2 0 LGConfig L TR L TR L TR L TR I Volume 73 77 126 184 702 353 143 581 214 75 143 46 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vol 20 15 50 10 IDuration 0 .25 Phase Combination 1 IEB Left A Thru Right Peds Left Thru Right Peds Right SB Right IGreen Yellow All Red IWB INB IAPpr / Lane rrp Eastbound ~ 313 .l'R 1158 Westbound ~ 651 IIrR 1207 Lane Group Capacity ~orthbound ~ 457 TR 998 Louthbound ~ 195 TR 1001 I I 7.0 35.0 3.0 3.0 2.0 2.0 Cycle Length: Intersection Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) Area Type: All other areas Signal Operations 3 4 2 A A A NB Left Thru Right Peds Left Thru Right Peds Right Right A A A A SB EB WB 15.0 3.0 2.0 43.0 3.0 2.0 v/c g/C Delay LOS ","" ~ 1770 0.25 0.52 21. 3 C 3232 0.17 0.36 26.4 C 1770 0.31 0.52 15.7 B 3367 0.95 0.36 52.2 D 1770 0.38 0.39 25.3 C 3422 0.91 0.29 53.2 D 1770 0.41 0.39 28.9 C 3433 0.19 0.29 32.0 C Intersection Delay = 44.0 ( sec/veh) Intersection LOS = D 5 A 6 A A A 7 8 A A A A 120.0 secs Approach Delay LOS 24.9 C 46.8 D 48.7 D 31.1 C HCS2000: Signalized Intersections Release 4.1b Ifobert Pergolizzi 1F1orida Design Consultants 4.4._.......~vvv. r....J...J....::1..l...l.Cl.J......J...L..JCU ..LJ.J.L-C:;.LOC::\.,...L-.J..UJ.J.CJ J.\...CJ...c::a.OC:: ~...LJJ I Analyst: RP Agency: FDC Date: 6/2002 I Period: PM PEAK HOUR Project ID: ADD SB SHARED LANE AND E/W St: DREW ST I INo. Lanes LGConfig Volume I Lane Width RTOR Vol lppr/ Lane Lane Group 13rp . Capacity Eastbound L 351 IrR 1251 Westbound I~ 313 fR 1248 liJorthbound :., 275 TR 855 I:;Outhbound ~ 329 TR 879 I I Inter.: DREW ST/ OLD COACHMAN RD Area Type: All other areas Jurisd: PINELLAS CO. Year : 2004 CONDITIONS WITH PROJECT RESTRIPE NB APPROACH N/S St: OLD COACHMAN RD Eastbound L T R SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 1 2 0 TR 981 118 12.0 1 2 0 TR 706 104 12.0 IDuration 0.25 Phase Combination 1 IEB Left A Thru Right Peds IWB Left Thru Right I Peds NB Right SB Right IGreen Yellow All Red L 77 12.0 20 L 207 12.0 20 1 2 0 TR 329 134 12.0 v/c g/C L 173 12.0 Area Type: All other areas Signal Operations 3 4 12.0 30.0 3.0 3.0 2.0 2.0 Cycle Length: Intersection Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) 2 A A A A A A A Intersection Delay = 51.8 15.0 3.0 2.0 43.0 3.0 2.0 ( sec/veh) NB Left Thru Right Peds Left Thru Right Peds Right Right 40 5 A A Southbound L T R 1 2 0 TR 600 40 12.0 L 360 12.0 10 6 A A A 7 8 SB EB WB Delay LOS 1770 0.24 0.52 17.9 B 3491 0.93 0.36 48.9 D 1770 0.73 0.52 38.9 D 3483 0.70 0.36 34.6 C 1770 0.77 0.39 40.3 D 3421 0.60 0.25 41. 0 D 1770 1.16 0.39 145.7 F 3514 0.76 0.25 45.7 D A A A 120.0 secs Delay LOS Approach 46.8 35.5 40.8 82.1 D D D F Intersection LOS = D HCS2000: Signalized Intersections Release 4.1b Robert Pergolizzi I~lorida Design Consultants I HCS2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY I Analyst: RP Agency/Co. : FDC Date Performed: 6/2002 Analysis Time Period: MID-DAY PEAK HOUR I Intersection: OLD COACHMAN/SHARKEY RD Jurisdiction: PIN CO. Units: U. S. Customary IAnalysis Year: 2004 CONDITIONS WITH PROECT Project ID: East/West Street: SHARKEY RD I North/South Street: OLD COACHMAN RD Intersection Orientation: NS Vehicle IMajor Street: Approach Movement IVOl ume Peak Hour Factor, PHF IHourlY Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) .~ I~edian Storage : ~lared Approach: Exists? Storage "R.T Channelized? .c..,anes -=onfiguration 1 L Volumes and Northbound 2 T Adjustments Study period (hrs): 0.25 3 R 30 0.95 31 o 9 R 16 0.79 20 2 Southbound 4 5 6 L T R 30 339 8 0.93 0.93 0.93 32 364 8 2 0 1 0 LTR No Eastbound 10 11 12 L T R 6 1 10 0.80 0.80 0.80 7 1 12 2 2 2 0 No 0 1 0 LTR Service Eastbound 10 11 12 LTR 20 332 0.06 0.19 16.5 C 16.5 C IVOlume 12 Peak-Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 12 Ipercent Heavy Vehicles 2 Median Type Undivided RT Channelized? ILane s Configuration Upstream Signal? IMinor Street: Approach Movement I Approach :'vlovement I:.,ane Config v (vph) .::: (m) (vph) a.-; c 95% queue length ~-'ontrol Delay ~OS pproach Delay I""-'..pproach LOS Delay, NB 1 LTR 12 1186 0.01 0.03 8.1 A 543 0.95 571 o 1 LTR No 7 L Westbound 8 T 1 0.79 1 2 3 0.79 3 2 o No o 1 0 LTR Queue SB 4 LTR Length, and Level of Westbound 789 LTR 32 975 0.03 0.10 8.8 A 24 411 0.06 0.19 14.3 B 14.3 B I HCS2000: Unsignalized Intersections Release 4.1b I Analyst: RP Agency / Co. : FDC Date Performed: 6/2002 Analysis Time Period: PM PEAK HOUR I Intersection: OLD COACHMAN/SHARKEY RD Jurisdiction: PIN CO. Units: U. S. Customary IAnalysis Year: 2004 CONDITIONS WITH PROJECT Project ID: East/West Street: SHARKEY RD INorth/south Street: OLD COACHMAN RD Intersection Orientation: NS Vehicle IMajor Street: Approach Movement inor Street: Approach Movement lOlume Peak Hour Factor, PHF ~ourly Flow Rate, HFR Ifercent Heavy Vehi~les Percent Grade (%) ~ t~edian Storage : lared Approach: Exists? Storage RT Channelized? lanes onfiguration I Approach '1ovement lane Config v (vph) I(m) (vph) /c 95% queue length "ontrol Delay OS pproach Delay jPprOaCh LOS Delay, NB 1 LTR 20 912 0.02 0.07 9.0 A TWO-WAY STOP CONTROL SUMMARY Adjustments Study period (hrs): 0.25 1 L Volumes and Northbound 2 T 3 R Ivolume 18 Peak-Hour Factor, PHF 0.86 Hourly Flow Rate, HFR 20 .Percent Heavy Vehicles 2 lMedian Type Undivided RT Channelized? .Lanes ~onfiguration Upstream Signal? 761 0.86 884 2 0.86 2 o 1 LTR No o Westbound 7 8 9 L T R 18 3 45 0.71 0.71 0.71 25 4 63 2 2 2 0 No 0 1 0 LTR Queue SB 4 LTR Length, and Level of Westbound 789 LTR 10 764 0.01 0.04 9.8 A 92 163 0.56 2.92 52.4 F 52.4 F Southbound 4 5 6 L T R 10 611 10 0.91 0.91 0.91 10 671 10 2 0 1 0 LTR No Eastbound 10 11 12 L T R 10 0 15 0.82 0.82 0.82 12 0 18 2 2 2 0 No 0 1 0 LTR Service Eastbound 10 11 12 LTR 30 123 0.24 0.90 43.5 E 43.5 E .L.L\.......r..J..:::.vvv. 0..L'::jl.1CLL..LL..CU ..LllL....C:::..L':;'C::\....L......LU1.LO l\..C:::..LC:::a.OC:: ~...LJ....I I Analyst: RP Agency: FDC Date: 6/2002 I Period: MID-DAY PEAK HOUR Project ID: ADD LEFT TURN E/W St: NE COACHMAN RD Inter.: OLD COACHMAN RD/NE COACHMAN RD Area Type: All other areas Jurisd: FDOT/PIN CO. Year : 2004 CONDITIONS WITH PROJECT RIGHT TURN LANE N/S St: OLD COACHMAN RD LANES & NB I SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R INO. Lanes 1 1 0 1 1 0 1 1 1 1 1 0 LGConfig L TR L TR L T R L TR Ivolume 28 339 32 216 425 143 26 229 83 76 304 45 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vol 0 0 0 0 I Duration 0 . 25 Phase Combination 1 I EB Le f t A Thru A Right A Peds Left Thru Right Peds Right SB Right Green IYellOW All Red IWB INB IAPpr / Lane Lane Group IGrp Capacity Eastbound L 276 ITR 980 Westbound IL 414 TR 956 INorthbound L 217 T 671 R 570 ISouthbound L 335 TR 658 I I A A A Area Type: All other areas Signal Operations 234 5 NB Left A Thru A Right A Peds SB Left A Thru A Right A Peds EB Right WE Right 40.0 27.0 3.0 3.0 1.0 1.0 Cycle Intersection Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) v/c g/C Delay LOS \"r 517 0.12 0.53 8.9 A 1838 0.45 0.53 11. 0 B 777 0.57 0.53 13.6 B 1793 0.65 0.53 14.0 B 604 0.14 0.36 16.5 B 1863 0.40 0.36 18.3 B 1583 0.17 0.36 16.5 B 931 0.27 0.36 17.4 B 1827 0.62 0.36 21. 7 C Intersection Delay = 15.5 (sec/veh) 6 7 8 Length: 75.0 secs Approach Delay LOS 10.9 B 13.9 B 17.7 B 20.9 C Intersection LOS = B HCS2000: Signalized Intersections Release 4.1b John Cunningham Iflorida Design Consultants J.J.\....L..JL':.IVVV. u..L:1J.J.ct-L.L,uC:U ..LJ.J.LC:::.LOC"-L.LUJ..lO J.'\.C..Lc::a.OC ~..LJ.J I Analyst: RP Agency: FDC Date: 6/2002 I Period: PM PEAK HOUR Project ID: ADD LEFT TURN LANES & NB E/W St: NE COACHMAN RD Inter.: OLD COACHMAN RD/NE COACHMAN RD Area Type: All other areas Jurisd: FDOT/PIN CO. Year : 2004 CONDITIONS WITH PROJECT RIGHT TURN LANE N/S St: OLD COACHMAN RD I SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R INO. Lanes 1 1 0 1 1 0 1 1 1 1 1 0 LGConfig L TR L TR L T R L TR Ivolume 26 476 38 63 427 145 20 545 275 43 164 24 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 RTOR Vol 0 0 0 0 IDuration 0.25 Phase Combination 1 IEB Left A Thru A Right A Peds IWB Left Thru Right I Peds NB Right SB Right IGreen Yellow All Red Area Type: All other areas Signal Operations 3 4 2 5 6 7 8 A A A A A , I A I I I Left Thru Right Peds Left Thru Right Peds Right Right NB A A A SB EB WB 40.0 3.0 1.0 27.0 3.0 1.0 Cycle Intersection Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) Length: 75.0 secs IAPpr/ Lane frp Eastbound 286 982 Lane Group Capacity Approach v/c g/C Delay LOS 8.8 A 12.8 B 9.6 A 13.6 B 15.8 B 70.1 E 21. 8 C 22.5 C 17.7 B Delay LOS , : 537 1842 571 1792 1049 1863 1583 276 1827 JR 0.10 0.59 0.53 0.53 12.6 B tWestbound 305 R .956 0.22 0.63 0.53 0.53 13.2 B .orthbound ~ 378 T 671 ~ 570 outhbound 99 TR 658 I I 0.07 1. 04 0.62 0.36 0.36 0.36 53.0 D 0.49 0.33 0.36 0.36 18.6 B Intersection Delay = 30.0 ( sec/veh) Intersection LOS = C HCS2000: Signalized Intersections Release 4.1b itohn Cunningham It'lorida Design Consultants I HCS2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY I Analyst: RP Agency/Co. : FDC Date Performed: 6/28/02 Analysis Time Period: MID-DAY PEAK HOUR I Intersection: OLD COACHMAN / DRIVE A Jurisdiction: PINELLAS CO. Units: U. S. Customary IAnalYSiS Year: 2004 CONDITIONS WITH PROJECT Project ID: East/West Street: DRIVE A INorth/sou~h Str~et: ,OLD COACHMAN ROAD Intersectlon Orlentatlon: NS Vehicle I Maj or Street: Approach Movement Ivolume 400 Peak-Hour Factor, PHF 0.80 IHOUrlY Flow Rate, HFR 499 Percent Heavy Vehicles 0 Median Type Undivided RT Channelized? ILanes Configuration Upstream Signal? IMinor Street: Approach Movement IVOI ume Peak Hour Factor, PHF IHourlY Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%)' ~edian Storage : If'lared Approach: Exists? Storage RT Channelized? a.,anes ~onfiguration I Approach ~ovement I-"ane Config Delay, NB 1 L Queue Length, and Level of Service SB Westbound Eastbound 4 7 8 9 10 11 L v (vph) I (m) (vph) /c 95% queue length ~ontrol Delay OS pproach Delay rPproach LOS 499 1134 0.44 2.29 10.6 B EJJi'J<A IVC.C Adjustments Study period (hrs): 1 L Volumes and Northbound 2 T 3 R 607 0.80 758 1 L 1 T No 7 L Westbound 8 T 9 R o Southbound 4 5 6 L T R 250 100 0.80 0.80 312 124 No 1 1 T R No Eastbound 10 11 12 L T R 0 0 0.80 0.80 0 0 0 0 0 No 1 L 1 R 0.25 12 R o 733 0.00 0.00 9.9 A I HCS2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY I Analyst: RP Agency / Co. : FDC Date Performed: 6/28/02 Analysis Time Period: PM PEAK HOUR I Intersection: OLD COACHMAN / DRIVE A Jurisdiction: PINELLAS CO. Units: U. S. Customary IAnalysis Year: 2004 CONDITIONS WITH PROJECT Project ID: East/West Street: DRIVE A INorth/south Street: OLD COACHMAN ROAD Intersection Orientation: NS Vehicle I Maj or Street: Approach Movement Ivolume 0 Peak-Hour Factor, PHF 0.80 Hourly Flow Rate, HFR 0 I Percent Heavy Vehicles 0 Median Type Undivided RT Channelized? ILanes Configuration Upstream Signal? IMinor Street: Approach Movement IVOl ume Peak Hour Factor, PHF IHourlY Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%); IMedian Storage . Flared Approach: Exists? Storage RT Channelized? ILanes Configuration Study period (hrs): 1 L Volumes and Northbound 2 T 3 R Southbound 4 5 6 L T R 644 0 0.80 0.80 804 0 No 1 1 T R No Eastbound 10 11 12 L T R 225 325 0.80 0.80 281 406 0 0 0 0.25 Adjustments Delay, NB 1 L Queue Length, and Level of Service SB Westbound Eastbound 4 7 8 9 10 11 L 556 0.80 694 1 L 1 T No 7 L Westbound 8 T 9 R I Approach YIovement ILane Config v (vph) .: (m) (vph) ar/c 95% queue length .?ontrol Delay .,OS Approach Delay Il\pprOaCh LOS o 829 0.00 0.00 9.3 A o No 1 L 1 R 281 136 2.07 22.76 558.0 F 12 R 406 386 1. 05 13.65 93.4 F 283.5 F 4 t, 1\./ J c:..<\( DeLA'-l _ ,., N I HCS2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY I Analyst: RP Agency/Co. : FDC Date Performed: 6/28/02 Analysis Time Period: MID-DAY PEAK HOUR I Intersection: DREW DT / DRIVE B Jurisdiction: PINELLAS CO. Units: U. S. Customary I Analysis Year: 2004 CONDITIONS WITH PROJECT Project ID: East/West Street: DREW STREET INorth/south Street: DRIVE B Intersection Orientation: EW Vehicle IMajor Street: Approach Movement IVOl ume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Ipercent Heavy Vehicles Median Type TWLTL RT Channelized? ILane s Configuration Upstream Signal? Minor Street: Approach Movement lOlume Peak Hour Factor, PHF ~ourly Flow Rate, HFR lWercent Heavy Vehicles Percent Grade (%)' ~edian Storage . 1 If'lared Approach: Exists? Storage RT Channelized? ~anes ~onfiguration I Approach ~ovement ~ane Config Delay, EB 1 L v (vph) ~ (m) (vph) a-/c 95% queue length (Ontrol Delay OS Approach Delay rpproach LOS 374 708 0.53 3.13 15.6 C tE:.N1 /2At.JC8. Study period (hrs): 0.25 1 L Volumes and Eastbound 2 T 3 R Westbound 4 5 6 L T R 791 100 0.80 0.80 988 124 Yes 2 1 T R No Southbound 10 11 12 L T R 0 0 0.80 0.80 0 0 0 0 0 Adjustments 300 970 0.80 0.80 374 1212 0 1 2 L T No Northbound 7 8 9 L T R o No 1 L 1 R Queue Length, and Level of Service WB Northbound Southbound 4 7 8 9 10 11 12 L R ~o 1 00 .00 3 ~,6 F o '1)."26 .00 o 00 11 8 B \" I HCS2000: Unsignalized Intersections Release 4.1b TWO-WAY STOP CONTROL SUMMARY I Analyst: RP Agency/Co. : FDC Date Performed: 6/28/02 Analysis Time Period: PM PEAK HOUR I Intersection: DREW DT / DRIVE B Jurisdiction: PINELLAS CO. Units: U. S. Customary IAnalYSiS Year: 2004 CONDITIONS WITH PROJECT Project ID: East/West Street: DREW STREET North/South Street: DRIVE B IIntersection Orientation: EW Vehicle IMaj or Street: Approach Movement Adjustments Study period (hrs): 1 L Volumes and Eastbound 2 T 3 R IVOl ume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Ipercent Heavy Vehicles Median Type TWLTL RT Channelized? ILane s Configuration Upstream Signal? IMinor Street: Approach Movement 0 1026 0.80 0.80 0 1282 0 1 2 L T No Northbound 7 8 9 L T R Ivolume Peak Hour Factor, PHF ~'ourlY Flow Rate, HFR ercent Heavy vehic,les ercent Grade (%), ~edian Storage , 1 tlared Approach:' Exists? Storage RT Channelized? .--,anes Itonfiguration o ~pproach 1VJovement lane Config v (vph) I (m) (vph) /c 95% queue length ""ontrol Delay .OS IIpproach Delay A.pproach LOS I Delay, EB 1 L Westbound 4 5 6 L T R 919 0 0.80 0.80 1148 0 Yes 2 1 T R No Southbound 10 11 12 L T R 150 340 0.80 0.80 187 424 0 0 0 No 1 L 1 R Queue Length, and Level of Service WB Northbound Southbound 4 7 8 9 10 11 L \ 0 \ \616 6\ 0 o .\\P 1 .8" B 187 189 0.99 8.25 113.8 F 70.8 F c::: 1< \-r 0 e t-A. '<' 0.25 12 R 424 467 0.91 10.21 51. 8 F HCS2000: Unsignalized Intersections Release 4.1b I I Analyst: RP Agency / Co. : FDC Date Performed: 6/28/02 I Analysis Time Period: MID-DAY PEAK HOUR Intersection: OLD COACHMAN / DRIVE C Jurisdiction: PINELLAS CO. Units: U. S. Customary I Analysis Year: 2004 CONDITIONS WITH PROJECT Project ID: East/West Street: DRIVE C I North/South Street: OLD COACHMAN ROAD Intersection Orientation: NS TWO-WAY STOP CONTROL SUMMARY I Major Street: Vehicle Approach Movement 1 L Ivolume Peak-Hour Factor, PHF I Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type Undivided RT Channelized? I Lanes Configuration Upstream Signal? IMinor Street: Approach Movement I Vol ume Peak Hour Factor, PHF I Hourly Flow Rate, HFR Percent Heavy Vehir;:::les Percent Grade (%)' I Median Storage ; Flared Approach: Exists? Storage 7 L o 0.80 o o IRT Channelized? Lanes Configuration Study period (hrs): 0.25 Volumes and Adjustments Northbound 2 3 T R 340 0.80 424 Southbound 4 5 6 L T R 175 377 0.80 0.80 218 471 0 1 1 L T No Eastbound 10 11 12 L T R 225 0.80 281 1 o TR No Westbound 8 T 9 R o 0.80 o o o o No 1 L 1 R I Approach I Movemen t Lane Config Delay, NB 1 Queue SB 4 L v (vph) Ic (m) (vph) v/c 95% queue length IControl Delay LOS Approach Delay IAPproach LOS 218 902 0.24 0.95 10.3 B ~-Rf.\J<.;0r Length, and Level of Service Westbound Eastbound 7 8 9 10 11 L R 12 \~10 0 '& 00 O. .~O 8.\6 E ' o \g5. .29 {) 00 0.00 ~8 '. \ HCS2000: Unsignalized Intersections Release 4.1b I I Analyst: RP Agency/Co. : FDC Date Performed: 6/28/02 I. Analysis ~ime Period: PM PEAK HOUR Intersectlon: OLD COACHMAN / DRIVEC Jurisdiction: PINELLAS CO. Units: U. S. Customary I Ana~ysis Year: 2004 CONDITIONS WITH PROJECT ProJect ID: East/West Street: DRIVE C I North/South Street: OLD COACHMAN ROAD Intersection Orientation: NS TWO-WAY STOP CONTROL SUMMARY I Major Street: Vehicle Approach Movement 1 L Volumes and Northbound 2 T I Volume Peak-Hour Factor, PHF I Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type Undivided IRT Cha.nneliZed? Lanes Configuration Upstream Signal? IMinor Street: Approach Movement 816 0.80 1019 1 No I Vol ume Peak Hour Factor, PHF I Hourly Flow Rate, HFR Percent Heavy Vehiples Percent Grade (%) , I Median Storage : Flared Approach: Exists? Storage 7 L Westbound 8 T 360 0.80 449 o o I RT Channelized? 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'" ~. -4:. ~' ;;.. ~ (} N ...J ~. v ;:Po G ;:i. ~ ...0 '" \IJ , ~ N , I~I tG \i ~. - . ~ \'.l ~ ~ ~M '';)'(/,t?) 3f'1eJ t19ns;: - . t:i , ~ ~'~ t:i ' \)J s....+l~ ~JrJPJ.~Jj1svM J07 ~7E I I I I I I I I I I I I I I I I I I I SOUTHWEST FLORIDA WATER MANAGEMENT DISTRICT ENVIRONMENTAL RESOURCE PERMIT CLEARWATER PHILLIES PINELLAS COUNTY Section 7, Township 29 South, Range 16 East Engineering Design Report Charlotte Engineering & Surveying, Inc. 110 S. Hoover Boulevard, Suite 206 Tampa, Florida 33609 July 2002 f1LE COpy rLPdDLQ - 07 0 I I I I I I I I I I I I I I I I I I I SOUTHWEST FLORIDA WATER MANAGEMENT DISTRICT ENVIRONMENTAL RESOURCE PERMIT CLEARWATER PHILLIES PINELLAS COUNTY Section 7, Township 29 South, Range 16 East Engineering Design Report Prepared By: Charlotte Engineering & Surveying, Inc. 110 S. Hoover Boulevard, Suite 206 Tampa, Florida 33609 July 2002 I I I I I I I I I I I I I I I I I I I CLEARWATER PHILLIES PINELLAS COUNTY Section 7, Township 29 South, Range 16 East Engineers Certification: I HEREBY CERTIFY THAT THE ATTACHED CALCULATIONS HAVE BEEN PERFORL\fED L'NDER.i\fYDIRECT SUPERVISION -- -. - -284it~ Daniel 1LV~c;btr(}m, F.E. State ofFlorld~P..F,-. No. 46090 I I I I I I I I I I I I I I I I I I I CLEARWATER PHILLIES Table of Contents L Project Background and Scope of Project 2. Existing Conditions 3. Proposed Conditions 4. Design Parameters Water Quality Volume Water Quantity Allowable Discharge Rate 5. Modeling Approach Water Quality Volume Pond Discharge Structure 6. Modeling Input Runoff Curve Number Time of Concentration R:;tinfall Amount and Distribution Pond Stage - Storage Curve Pond Routing Curve Tailwater Conditions 7. Modeling Results Orifice Dimension Needed for Water Quality Volume Detention Modeling 8. Flood Plain Compensation I I I I I I I I I I I I I I I I I I I Appendix Geotechnical Report Water Quality Volume Computations Pond Stage - Storage Curves Pond Routing Curves Water Quality Volume Drawdown Curves Stage- Time Curves BRN Models Existing Conditions Model Water Quality Verification Model 25 Year, 24 Hour Routing Model Drawdown Analysis Model Storm Pipe Model Side Drain Sand Filter Model Tc Flow Paths - Figure I (Back Pocket) I I I I I I I I I I I I I I I I I I I CLEARWATER PHILLIES 1. PROJECT BACKGROUND AND SCOPE OF PROJECT This project involves the construction of a community sports complex approximately 1/4 mile northwest of the intersection of US Highway 19 and Drew Street in Clearwater. The 17.42 acre parcel is located on a site that has been previously developed (i.e. Home Depot and baseball practice fields). An existing stormwater permit was issued for the southern portion of the site. See the Vicinity Map on Sheet 1 of the Construction Plans. The development of the site will involve the construction of an 8,000-seat baseball stadium, a clubhouse, associated parking, and access roads. Two separate stormwater management facilities will be constructed/modified to provide water quality treatment and water quantity management. The ponds will attenuate post development runoff from the 25 year, 24 hour storm to pre- developed condition flows. 2. EXISTING CONDITIONS The existing site area is a combination of open space (grass), asphalt parking and drives and a vacant building. Soils on the site are all classified as BID in the Pinellas County Soils Survey. The site is also located in a mapped 1 OO-year flood plain as shown on the FEMA flood insurance rate map. The City of Clearwater is currently in the process of re-designating the 1 OO-year flood plain from elevation 23.0 to elevation 24.0. The topographic survey shows that the site ranges in elevation from 32 on the western side of the site to 18, at a drainage ditch immediately adjacent to the existing stormwater management facility along US. Highway 19. Runoff from the site flows to the east toward the drainage ditch. The property is segregated into two separate drainage basins, a northern and a southern basin. The northern basin is located on a portion of the existing Bomber Field baseball complex and the southern basin is located on a previously developed property. The property was developed by the Sembler Company as the Clearwater Collection Shopping Center, with Target and Home Depot as anchor retail stores. The Home Depot is currently vacant and will demolished as part of this project. The Clearwater Collection Shopping Center has an existing stormwater management facility permitted by the Southwest Florida Water Management District in 1986. The shopping center was permitted with a wet detention pond, adjacent to Kane's Furniture, and a wet detention pond, adjacent to the vacant Home Depot, that provide water quality volumes only and another wet detention facility located adjacent to US. Highway 19 that provides water quantity volume and attenuation. The wet detention pond adjacent to the vacant Home Depot was constructed with a sand filter to provide drawdown in the pond. The wet detention pond, located adjacent to the vacant Home Depot, is described as Pond 1 and the wet detention pond, located adjacent to US. Highway 19, is described as Pond 3. The wet detention pond, located adjacent to Kane's Furniture, is described as Pond 2. References to the names of the different stormwater management facilities is from SWFWMD permit number 491048.03. I I I I I I I I I I I I I I I I I I I During the wet season, the seasonal high water level ranges from elevation 22.5 at the western end of the site to elevation 18 at the eastern end of the site. The existing stormwater management permit and a geotechnical permit were used to determine seasonal high water table elevation. 3. PROPOSED CONDITIONS The project involves the construction of an 8,000-seat baseball stadium, a clubhouse, associated parking, and access roads. The site area will require fill material to raise existing grades. The site area has been configured to the maximum extent possible to avoid impacts to the existing stormwater management facilities located on the south portion of the site. Two stormwater detention ponds will be required to provide stormwater management for the site. The project will involve modifying an existing wet detention pond located adjacent to the vacant Home Depot building, along the westerly boundary line, and will be constructing a new dry detention pond along the northerly boundary line of the project, northeast of the proposed baseball stadium. The two ponds were analyzed as independent facilities, each with its own outfall control structure. The existing pond located adjacent to the vacant Home Depot building is an operational stormwater management facility, permit number 491048.03 issued in 1986. All runoff from the existing shopping center (i.e. vacant Home Depot, Target and parking lots) is directed to the stormwater management ponds via a piped storm drainage system. The pond's discharge is then directed into the existing stormwater management facility located adjacent to U.S. Highway 19 along the eastern edge of the site. The existing pond, adjacent to the vacant Home Depot building, is designed to provide water quality treatment only with all water quantity volumes provided in the existing stormwater facility located adjacent to u.s. Highway 19. The pre-development discharge rate from the wet detention facility adjacent to the vacant Home Depot building will be matched by the post development modifications to the pond. The new dry det~ntion facility located along the northern property line of the site will provide water quality volumes and water quantity volumes sufficient to attenuate the post development discharge rate to a pre-development discharge standard. See the Construction Plans showing the proposed drainage patterns and the drainage facilities. 4. DESIGN PARAMETERS The design parameters for the project are as follows: WATER QUALITY VOLUME The site's two stormwater management ponds and the storm drainage system leading to them are designed to provide a treatment volume that meets the requirements of the SWFWMD. The wet detention facility, adjacent to the vacant Home Depot, will provide 1" of treatment volume and the dry detention facility, located north of the proposed baseball stadium, will provide W' of treatment volume. Computations for each pond are provided in the appendix. I I I I I I I I I I I I I I I I I I I WATER QUANTITY ALLOW ABLE DISCHARGE RATE The drawdown orifice in the existing stormwater management pond has been set at the elevation of seasonal high water and the control orifice has been set at the water quality volume elevation and has been sized to release the water to the existing stormwater management facility located adjacent to U.S. Highway 19. The control orifice in the proposed stormwater management pond has been set at the water quality elevation and is designed to detain the 25 year, 24 hour storm to the pre-developed discharge rate. Computations for each pond are provided in the appendix. 5. MODELING APPROACH Due to the existing topographic conditions, the layout of the site, and the season high water table, two separate drainage systems are being provided. As a result, each system's own water quality volume and stormwater management requirements were determined separately, and each system is analyzed and modeled separately. The existing wet detention pond located adjacent to the vacant Home Depot building on the southern portion of the site, Existing Pond 1, provides only water quality volume and the wet detention pond located adjacent to U.S. Highway 19, Existing Pond 3, provides for the attenuation volume. Each system is controlled with its own outfall control structure. Note, the wet detention pond adjacent to Kane's Furniture, Existing Pond 2, was not affected by any modifications to the existing shopping center and has not be included in the stormwater modeling. The Basin Runoff Networking (BRN) model was used for the analysis of the site's storm drainage system, and the routing of the storm runoff through the site's ponds. In order to determine the capacity of the site's drainage pipes that discharge into the ponds, a model for the site's storm drainage system considers the tailwater condition that the ponds will create at hour 12 during the design storm. With the pond bottoms set, the proposed pond was graded with 4h : 1 v to provide the needed water quality voll;lme with sufficient freeboard to detain the design storm. The existing pond is currently walled on three sides with the last side graded at a 4h: 1 v slope for the existing sand filt er. : WATER QUALITY VOLUME The water quality volume calculations for each of the ponds are provided below. The wet detention pond was designed to provide 1" of water quality volume while the dry detention pond was designed to provide yz" of water quality volume. Existing Pond 1 Drainage Area: Drainage Area to Pond = 14.46 acres or 630,033 ft2 Seasonal High Water Elevation = 22.5 ft NGVD Treatment Volume (Q) = A (1" ofrunofl) (1/12) = 52,503 ft' I I I I I I I I I I I I I I I I I I I 1. Water Quality Volume Check: Water Quality volume = 54,353 fe (el. 23.8' NGVD) 54,353 fe > 52,503 fe, therefore pond volume is adequate. 2. Water Quality Drawdown Volume Calculation lh of the Water Quality Volume = lh (54,353) = 27,177 ft3 From BRN Model, drawdown of approximately lh of the water quality volume is within 24 hours (See printout from BRN model in Appendix). Volume of draw down from elevation 23.8 ft = 24,243 ft3 at hour 24. (See Note in Appendix) Proposed Dry Pond (Pond 4) Drainage Area: Drainage Area to Pond = 8.89 acres or 387,248 ft2 Seasonal High Water Table Elevation = 18 ft NGVD Treatment Volume (Q) = A ( W' of runoff) (1/12) = 16,135 ft3 1. Water Quality Volume Check: Water Quality Volume = 16,369 ft3 (at 19.2' NGVD) 16,369 ft~ > 16,135 ft3 , therefore pond volume is adequate. 2. Wat~r Quality Drawdown Volume Calculation From BRN Model, drawdown of the water quality volume is within 36 hours (See printout from BRN model in Appendix) Volume of draw down from elevation 19.2 ft = 16,369 ft3 at hour 36. POND DISCHARGE STRUCTURE The existing discharge structure, constructed under permit number 491048.03, for the pond adjacent to the vacant Home Depot building was designed with a sand filter set at the seasonal high water table elevation. The top of this control structure was set at an elevation 1.0 feet below the top of bank of the pond and a 16- foot wide orifice was set at the water quality elevation. This control structure discharges to the existing stormwater management facility, existing Pond 3, adjacent to U.S. Highway 19 via a 48" discharge pipe. The new discharge structure will be designed to discharge approximately the same volume of water from existing Pond 1 to existing I I I I I I I I I I I I I I I I I I I Pond 3. The discharge structure is designed for an orifice (vertical gate) set at the normal pool elevation to only allow 'l2 of the water quality volume to be released in 24 hours. The top of the control structure was set at the peak elevation for the 25-year, 24-hour design storm event and a 16-foot wide orifice (vertical gate) set at the water quality elevation. The discharge structure for the dry detention pond was set with a 2-foot wide orifice (vertical gate) set at the water quality elevation with the top of the structure set at the elevation of the detained 25-year, 24-hour design storm. This dry detention system will drawdown via a side drain sand filter system. 6. MODELING INPUT Accepted NRCS (formerly SCS) unit hydrograph procedures were used to determine the 25-year, 24-hour design storms' runoff from each subbasin in the models. For each pond's drainage system, runoff from the subbasins was routed directly into the pond. The runoff was routed through each pond to determine the flood stage that would be reached during the 25-year, 24- hour storm. Each pond's stage-storage relationship and control structure discharge rate curve was used for this routing. Provided below are the design approach and input parameters that were used in the BRN models. RUNOFF CURVE NUMBER The ground coverage of the existing northern basin is classified as open grasslands/lawns and asphaltlbuildings and has a D soil classification based on the SCS Soils Survey. A runoff curve number (RCN) of75 was selected for the open grasslands/lawns and a RCN of98 was selected for the asphaltlbuildings cover. A weighted RCN of 81.1 was calculated for the existing northern basin. The proposed northern basin drainage area is a combination of pavement, landscape areas, buildings and baseball fields. A runoff curve number of 90. 1 was calculated for the proposed northern basin. Jhe baseball fields were assigned a high curve number of 94 to account for runoff from the underdrained piping system under the fields that will be directed to the dry detention pond. The ground coverage of the existing southern basin is classified as asphalt and buildings and has a D soil classification based on the SCS Soils Survey. A runoff curve number (RCN) of 94 was selected for the asphalt and buildings based on the approved SWFWMD permit for this basin. The proposed southern basin drainage area is a combination of pavement, landscape areas and buildings. A runoff curve number of 94 was calculated for the proposed southern basin. TIME OF CONCENTRATION The existing conditions Tc flow paths were calculated using SCS procedures presented in TR-55. Figure 1 in the back pocket of the report shows the existing condition T c flow path for the northern basin only. The Tc flow path for the southern basin is from parking lot high points to existing catch basins. The flow path to each subbasin outlet (pipe inlet) is paved under proposed conditions and has a length of approximately 200 feet. The smaller drainage areas leading to existing Pond 1 and proposed dry pond (Pond 4) were assigned a time of concentration of 10 minutes. I I I I I I I I I I I I I I I I I I- I RAlNF ALL AMOUNT AND DISTRIBUTION The rainfall amount of9.0 inches was used in the models for the 25-year, 24-hour design storm. The rainfall distribution over the 24-hour period, as established by SWFWJ\1D in the Basis of Review, was used in the model. POND STAGE - STORAGE CURVE The relationship between the volume and the stage elevation was developed for each pond after it was graded. The stage-storage curves are provided in the appendix. POND ROUTING CURVE The relationship between inflow and outflow discharge from the control structure was developed from the flood routing model for each pond. The routing curves are provided in the appendix. TAILWATER CONDTIONS The stormwater management facility for Home Depot shopping center, existing Pond 1, discharges to a pond adjacent to U.S. Highway 19, existing Pond 3. This pond then discharges to a drainage conveyance system that is routed under U.S. Highway 19. The City of Clearwater is currently working with FEMA to re-establish the 1 DO-year flood plain elevation in this area. The current 100-year flood plain elevation is 23.0, but is being re-established at elevation 24.0. This elevation is used as the tailwater water elevation for the 1 DO-year design storm event. The City of Clearwater has also established the 25-year flood elevation in this area as 22.0. This is used in the model as the 25-year tailwater condition. 7. MODELING RESULTS ORIFICE DIMENSION NEEDED FOR WATER QUALITY VOLUME The orifice for existing Pond l' s control structure is set at the elevation of seasonal high water. This orifice sets the normal pool for the pond. The orifice for this pond is sized to discharge Y2 of water quality volume within the first 24 hours. The diameter of the orifice is shown of the detail sheet on the Construction Plans. A sand filter underdrain system is used in proposed dry pond (Pond 4) and drains to the control structure. Under the District's Basis of Review, the sand must drawdown the pond's water quality volume in 36 hours. Drawdown tables are provided in the appendix showing the time for each pond to discharge the water quality volume. I I I I I I I I I I I I I I I I I I I DETENTION MODELING Once the orifices sizes in each pond were set to discharge the water quality volume within the required time, the control structures were modeled to determine if the post development 25-year, 24-hour storm was equal to, or less than, the pre-developed discharge rate. Once this was confirmed, the top of control structure was set at, or above the elevation of the detained 25-year storm. A skimmer baftle is provided around the orifices of the control structures to prevent oils and other floating debris from leaving the ponds. The models provided in the appendix verify that: (1) Each pond's outlet orifice was set at the proper elevation to provide the water quality storage; (2) The orifice was designed to discharge 'is of the water quality volume within 24 hours and detain the 25-year, 24-hour storm to the allowable release rates; (3) The overflow weir was set at an elevation higher than the 25-year storm stage in the ponds. (4) The side drain sand filter was designed to discharge the entire water quality volume within 36 hours. In addition to the water quality and water quantity volume requirements of the Water Management District, it was determined that wet detention pond located adjacent to the vacant Home Depot discharges approximately 52 cfs to the wet detention pond located adjacent to U.S. Highway 19 via a 48" outfall pipe. The new outfall structure and pipe has been designed to discharge approximately 44 cfs post development from the wet detention pond adjacent to Home Depot to the wet detention pond adjacent to u.s. Highway 19. An additional 2.83 acres of off site runoff is currently sheet flowing to the wet detention pond adjacent to Home Depot without any water quality treatment. This 2.83 acres is now being re-routed around the pond and directly into the outfall pipe. Stage-time curves of each pond's performance during the 25-year storm event are provided in the appendix. The model input and output for verifying water quality volume and routing the 25-year storm in each pond are provided in the appendix. 8. FLOOD PLAIN COMPENSATION BACKGROUND The construction of the site will involve the placement offill within the lOa-year flood plain. As part of the approval for this project, an analysis was prepared that determined the amount of flood plain compensation that would be required to allow the placement of the fill such that the 100- year flood elevations would not be increased. The City of Clearwater has completed a study of the 100-year flood plain within this drainage conveyance system. The study, although not adopted by the Federal Emergency Management Agency at this time, has determined that the lOa-year flood plain elevation in the vicinity of the is 24.0. I I I I I I I I I I I I I I I I I I I PROJECT ANAL YSIS Since the entire project is not located within the I DO-year flood plain, only the area that was being filled within the I DO-year flood plain was used to determine the amount of compensating volume required to provide no net decrease in the I DO-year flood plain volumes. The quantities of excavation and fill were determined for this project using the average end-area calculations. Areas were calculated for each half-foot elevation contour to determine the net flood plain fill and excavation. For this project, 5.26 acre-feet offill will be placed to elevation 24 feet NGVD within the 100- year flood plain on-site. To mitigate impacts to the I DO-year flood elevation, 5.28 acre-feet of excavation will be provided within the flood plain compensation areas. All excavation quantities will be between the seasonal high water elevation and the I DO-year flood plain elevation. The excavation will take place both inside and outside of the existing I DO-year flood plain elevation and will expand the boundaries of the I DO-year flood plain. I I I I I I I I I I I I I I I I I I , I Geotechnical Report I I I I I I I I I I I I I I I I I I I ~ Q 0 R E PROPERTY SCIENCES Prepared For: CITY OF CLEARWA TER P.O. Box 4748 Clearwater, Florida 33758-4748 -Prepared By: OORE, INC. 1211 Tech Boulevard Suite 200 Tampa, Florida 33619 REPORT OF PRELIMINARY GEOTECHNICAL SUBSURFACE EXPLORATION PROPOSED CITY OF CLEARWATER COMMUNITY SPORTS COMPLEX CLEARWATER, PINELLAS COUNTY, FLORIDA OORE PROJECT NO. 24-0670A, REPORT NO. 001 April 2, 2002 @ QORETM Inc, All Rights Reserved 1211 Tech Blvd. 5uice 200 Tampa, Florida 33619 (813) 623-6646 fax (813) 623-3795 I I I I I I I I I I I I I I I I I I I ~ Q 0 R E PROPERTY SCIENCES April 2, 2002 CITY OF CLEARWATER P.O. Box 4748 Clearwater, Florida 33758-4748 Attention: Ms. Alicia Farrell RE: Report of Preliminary Geotechnical Exploration City of Clearwater Community Sports Complex Clearwater, Pinellas County, Florida OORE Project No. 24-0670A, Report No. 001 Dear Ms. Farrell: QORE, Inc. has completed a preliminary geotechnical subsurface exploration for the above referenced project. We conducted this exploration in general accordance with our proposal No. 24-02-006, dated February 25, 2002. This report explains';'our understanding of the project, documents our exploration methods and findings, and presents our preliminary recommendations for development of the site in addition to preliminary recommendations for potential foundation systems. After you have reviewed our report, we recommend either a meeting or a telephone conference to discuss our findings and recommendations. QORE appreciates the. opportunity to be of service to The City of Clearwater on this project. We look forward to assisting you through project completion. If you have any questions concerning this rep'ort, please do not hesitate to contact the undersigned. i Respectfully submitted, QORE, INC. L~ SV7~ .. ~ Geord Step~chak, P.E. Project Man'a'ger Fla~=N~ jiLl Tor, . Scott Fletcher, P.E. Chief Geotechnical Engineer Fla. Registration No. 31359 1211 Tech Blvc. Suite 200 T,,,,~,. ciorica 33619 (813) 623-6646 fax (813) 623-3795 I I I I I I I I I I I I I I I I I I I REPORT OF PRELIMINARY GEOTECHNICAL SUBSURFACE EXPLORATION PROPOSED CITY OF CELARWA TER COMMUNITY SPORTS COMPLEX CLEARWATER, PINELLAS COUNTY, FLORIDA QORE PROJECT NO. 24-0670A, REPORT NO. 001 TABLE OF CONTENTS 1.0 I NTR 0 D U CTI 0 N ........ ........... ........................... .................................. ...... ................... ...................... ..... 1 1.1 GENERAL ........................... ........ ......... ........................................... ...... .............................. ........~ ........ 1 .' 2.0 PROJ ECT INFO RMA TION .................... ........................................... ................:...... .............................. 1 2.1 EXISTING SITE CONDITIONS. ..... ............. ...................... ............. .......... ....... ............ .............:........ ......... 1 2.2 PROPOSED CONSTRUCTION ............ ................. ........................................... .............. ............................ 3 3.0 PU B LIS HED SITE IN FORMA TfON ....................................................................................................... 3 3.1 GEOLOGIC SETTING .................... ............. ...................... .......... ..... ........................................................ 3 3.2 SOIL SURVEY INFORI>.1ATION .................. ................ ........................ ... ... .................................................. 4 4.0 EXPLO RATION METH ODS .......................:..................................... ...................................... ................ 5 4.1 FIELD ExPLORATION. ......... ........... ....... ..... ....... ..... ....... ........ ..~................................... ............. ....... ....... 5 4.2 LABORATORY TESTING.. ........................... ........................ ............................... ................................. ..... 6 5.0 SUB SURF ACE CO N 0 ITI 0 N S .................... ............. ...... .................... ........... .................. ....... ................ 6 5.1 GENERAL SOIL PROFILE.......................... .................. ........................ ..... ........ .................. ................ ..... 6 5.2 GROUNDWATER ........ .................. .... ................ ..... ..... ........... ...... ..... ...... ................................ ......... ....... 7 5.5 TYPICAL SEApONAL HIGH WATER TABLE............................................................................................... 8 6.0 CONCLUSIONS AND PRELlMINA RY RECOMMENDATIONS ........................................................... 8 7.0 F 0 LLOW-U P S ERVI C E S ............................ ........... ......... .... .......................... ....................................... 13 8.0 L I M ITA TI 0 N S ... .......................... ............. ...................... ............... .................... ...... ............................... 14 Important Information About Your Geotechnical Engineering Report (ASFE) I I I I I I I I I I I I I I I I I I I REPORT OF PRELIMINARY GEOTECHNICAL SUBSURFACE EXPLORATION PROPOSED CITY OF CLEARWATER COMMUNITY SPORTS COMPLEX CLEARWATER, PINELLAS COUNTY, FLORIDA aORE PROJECT NO. 24-0670A, REPORT NO. 001 1.0 INTRODUCTION 1.1 General QGRE, Inc. has conducted a preliminary subsurface exploration for The' City of Clearwater's proposed Community Sports Complex and associated structures to be located at the existing Bomber Field Complex and Home Depot property, directly west of U.S. 19 in Clearwater, Pinellas County, Florida. We provided our services in general accordance with our proposal No. 24-02-006, dated February 25, 2002. The purpose of this exploration was to explore the subsurface soil and groundwater conditions and provide preliminary recommendations for site development in addition to preliminary recommendations for potential foundation systems. This report explains our understanding of the project, documents our exploration methods and findings, and presents our preliminary conclusion~. and geotechnical engineering recommendations. 2.0 PROJECT INFORMATION 2.1 Existin~ Site Conditions The subject site':is located directly west of U.S. 19 and approximately % mile north of the . .. . . intersection of Drew Street and Old Coachman Road, in Clearwater, Pinellas County, Florida. The site is currently occupied in the northern portion by existing baseball fields, a two story masonry concession and press-box facility, asphalt parking and open grassland areas. The southern portion of the project site is occupied by a vacant masonry retail building that operated as a Home Depot store. Asphalt and concrete pavements surround the vacant building. The existing store building will be demolished to allow construction of the new sports complex. Beyond the Home Depot store to the south is a single story retail plaza and associated asphalt parking areas. The property is bordered to the east by a retention pond with U.S. 19 beyond and to the west by a power transmission line easement with Old Coachman Road beyond. To the north are baseball fields and existing training facilities associated with the Carpenter Field Complex. .An approximate 20-inch diameter pipe stub was observed to exit the ground just north of the Home Depot property in the southeastern corner of the Bomber Sports Complex. I I I I I I I I I I I I I I I I I I I Proposed Community Sports Complex OGRE Proiect No. 24-0670A. Report No. 001 April 2, 2002 Paqe 2 From conversations with Clearwater Water Department personnel, .this pipe will carry reclaimed water and is intended to continue underground, across the site to the west then offsite. The pipe will be advanced by underground directional drilling. It appears that future portions of this pipe may underlie or be very near parts of the southern portion of the stadium. During our time onsite we observed no obvious indicators of active sinkhole developrnent. From cursory visual observation, the existing retail structure, surrounding pavements and most existing structures and improvements in the northern part of the site app~ar to be performing adequately with no readily apparent signs of structural distress with the exception of an asphalt parking lot at Bomber Field. The parking lot is located in the western portion of the complex and directly abuts the Home Depot property. A noticeable depressional trough extending generally east to west was apparent in the southern portion of the parking lot. Several exploratory test pits excavated in this area during our site evaluation by OORE's environmental department revealed buried debris consisting of miscellaneous wood, tree branches, and metal and glass bottles to depths of approximately 3 to 8 feet. . The site topography, like the surrounding area, is generally flat. The Home Depot property appears approximately 3 feet higher than the majority of the northern property. This elevation differential has likely resulted from filling of the Home Depot site to create a building pad for the constructed buildi'ng and associated improvements. At this time reports related to grading and construction at the Home Depot site have not been made available to us. A series of aerial photographs of the property dated April 1976, December 1979, May 1984, March 1990 and December 1996 were provided to us by The City of Clearwater. The March 1990 aerial photograph appears to generally depict the site as it exists today, with the Home Depot store present in the southern portion of the project site The May 1984 aerial shows the Home Depot site to be undeveloped, vegetated with trees and brush. The Bomber Field property exists as open grassland with an oval rOad\Nay or track in the southern portion The Carpenter Field Complex is in existence to the north. The remaining aerial photographs back to April 1976 generally depict similar conditions with heavier concentrations of brush and trees on the Home Depot site. I I I I I I I I I I I I I I I I I I I Proposed Community Sports Complex OORE Project No. 24-0670A, Report No. 001 April 2, 2002 Paqe 3 2.2 Proposed Construction From review of a conceptual site plan provided to us, we understand that the planned construction will consist of a new sports complex that includes a new baseball stadium with seating, a concession building, and a training and clubhouse facility. The project will also include a practice field in the northwestern portion of the property in addition to asphalt parking areas and driveways. A soil berm will be constructed beyond the outfield of the stadium for additional seating. We understand that the stadium structure will be constructed utilizing precast concrete elements near its base with steel columns, beams and girders at the upper elevations. The current intentions are to found the stadium on a deep foundation system. The clubhouse building is intended to be a single story and likely constructed with exterior masonry bearing walls and interior columns with a concrete slab on grade fioor. At this time, design information and structural loading conditions have not been provided to us for the proposedonsite structures. Specific traffic loading for the asphalt pavements and driveways and information related to final site grades have also not been provided. We assume changes in site elevations with cut and fill depths of 3 feet or less. .' We anticipate that the associated clubhouse and concession buildings for the new sports complex will be supported on standard strip and isolated column footings with wall loads of 4,000 plf to 5,000 plf or less and column loads of 50 kips or less. We assume that the loads for the baseball stadiym will be transferred to grade beams and columns that may generate dead and live loads;of up to possibly 500 to 1000 kips 3.0 PUBLISHED SITE INFORMATION 3.1 Geolo~ic Setting The site is in the Coastal Plain Physiographic Province. The Coastal Plain is a wedge-shaped deposit of Cretaceous and younger sediments, which ranges in thickness from near zero at the contact with the Piedmont Physiographic Province (the Fall Line) along its northwest edge, to thousands of feet at the coast. Coastal Plain soils are marine deposits. They contain various materials including interbedded soft and hard limestones, gravels, sands, silts, and clays, as well as organics. I I I I I I I I I I I I I I I I I I I Proposed Community Sports Complex OGRE Project No. 24-0670A, Report No. 001 April 2, 2002 Paqe 4 The Tampa Member of the Hawthorn Group, which consists primarily of limestone with lesser amounts of dolostone, sands, and clays, was deposited during the Miocene Epoch. In the vicinity of the project site, the Tampa Member exists from 0 to -50 feet Mean Sea Level. Following deposition, the Tampa Limestone formation experienced emergence, where erosion of the surface and solutioning occurred that resulted in the development of surface irregularities. Stiff, plastic clays nearly everywhere overlie the limestone, and is a residuum of insoluble minerals concentrated by the solutioning of the limestone formation. This residual clay indicates that the majority of the solutioning activity occurred at the limestone surface. A sequence of sea deposited sand and clay overlies the residual clay. Stratifications of this unit are relatively undisturbed, indicating that deposition occurred after the weathering period of the Tampa Limestone formation. The uppermost deposits consist of fine sands containing clay with depth. The sands have no bedding, and are non-cohesive except for some zones of cementation that exist near the surface. These soils are of the Recent to Pleistocene Epoch. 3.2 Soil Survey Information According to the Soil Survey of Pinellas County, Florida as prepared by the U.S. Department of Agriculture Soil Conservation Service, the subject property is primarily underlain by Wauchula fine sand and Made Land with an inclusion of Orlando fine sand. The Wauchula soil series consist of nearly level, poorly drained soils that formed over loamy marine sediments. Under natural condition~:, the water table is at a depth of 10 to 30 inches for two to six months in most years and w!thin a depth of 10 inches for 1 or 2 months during wet seasons. The Orlando series is nearly level, somewhat poorly drained, formed in thick beds of marine sands. The southern portion of the site in the vicinity of the vacant Home Depot store is mapped as Made Land. This unit consists of mixed sand, clay, hard rock, shells and shell fragments that have been transported, reworked and leveled by earthmoving equipment. Made Land occurs mainly in urban areas, along the coast and keys The property to the south and west of the Home Depot is mapped as a borrow pit. The property directly adjacent to the north of the project site, Carpenter Field, is mapped as Made Land, sanitary fill. This unit consists of sand, clay, shells and shell fragments in varying proportions deposited over refuse and garbage I I I I I I I I I I I I I I I I I I I Proposed Community Sports Complex OORE Project No. 24-0670A, Report No. 001 Apri12,2002 Paqe 5 4.0 EXPLORATION METHODS The procedures used by OORE for field and laboratory sampling and testing were in general accordance with ASTM procedures and established engineering practice. Appendix C contains more detailed descriptions of the procedures used in this exploration. 4.1 Field Exploration Our geotechnical exploration program consisted of the drilling five (5) standard penetration test borings that were advanced at least five feet into competent limerock. These borings within the proposed stadium and clubhouse ranged in depth from approximately 53 to 63 feet below adjacent ground surface. Eight (8) standard penetration test borings were also drilled to depths of 20 to 25 feet. These borings were drilled in areas that will be overlain by pavements or playing fields. An additional three (3) borings were advanced to a depth of 10 feet along the northern limits of the project. The ten foot borings were performed to observe signs of potential encroachment of the landfill to the north onto the project site. The drillers advanced the borings using wet rotary methods and collected soil samples using a split-barrel sampler driven by a rope and cathead hammer system according to ASTM 0-1586. Relatively undisturbed samples of cohesive materials were also obtained by pushing Shelby tubes. A series of four temporary piezometers were installed in the northeastern portion of the project site. Three of the piezometers were installed to a depth of about 19 feet and one to a depth of 9 feet. PiezometerrZ-3 was only installed to 9 feet due to caving of the hole. The piezometers were installe9 in boreholes established by a 4-inch diameter continuous flight solid stem auger. The piezometers consisted of 2 inch diameter pvc casing with a lower 10 feet screened section.. The piezometers were installed to obtain stabilized groundwater levels at the site and establish the general direction of groundwater flow at this property. The top of the casing was surveyed using a construction level and measuring rod and related to an assumed site datum at the base of a concrete light pole for the practice field. Several exploratory test pits were also excavated using a rubber tire backhole. The test pits were excavated to explore the shallow subsurface for indications of possible buried trash and debris. The tests pits were generally excavated in areas of the site where suspicions of buried material may exist. The test pits were observed and logged by a representative of OORE's environmental department. The specific results and findings of the test pits are contained in a separate report issued by our environmental department. I I I I I I I I I I I I I I I ! I I I I Proposed Community Sports Complex OORE Project No. 24-0670A, Report No. 001 April 2, 2002 Paqe 6 The borings were located in the field by estimating right angles and pacing of distances from existing site features identified on the conceptual site plan and aerial photographs provided to us. Therefore, the boring locations shown on the Boring Location Plan (Plate No.1) should be considered approximate. Upon completion of drilling the borings were backfilled with cement grout. 4.2 Laboratory Testin~ Our field representative sealed and returned the soil samples to the OORE office in Tampa where a geotechnical engineer further examined them. We visually' classified the soils according to the Unified Soil Classification System (ASTM 02487). Laboratory testing was also performed on- selected samples to evaluate gradation and plasticity properties in accordance with methods ASTM 0-422 and ASTM 0-4318 respectively. A bulk soil sample was obtained for Limerock Bearing Ratio (FOOT method FM5-517). 5.0 SUBSURFACE CONDITIONS 5.1 General Soil Profile The subsurface soil and rock conditions outlined belo)N highlight the major subsurface stratifications encountered during this geotechnical exploration. More detailed descriptions of the subsurface materials encountered are provided on the attached Test Boring Records. When reviewing the boring records and the general conditions outlined below, it should be understood that the subsurface conditions will vary across the site and between the boring locations. Our borings generally encountered alternating strata of poorly graded sands and clayey sands within the upper ten feet. The standard penetration resistances recorded in the upper naturally deposited sands and clayey sands ranged from 7 to 70 blows per foot. Our boring B6 and B 15, drilled at the southern end of the stadium encountered materials interpreted to be fill to a depth of about 6 feet. Our borings B 12 and B 13 drilled in the southern most parking area encountered material interpreted to be fill to a depth of about 10 feet. These four borings where fill was encountered appear to be located in the area mapped as Made Land in the Pinellas County soil survey. The fill generally consisted of layers of sand and clayey sand. No deleterious materials were encountered in these four borings. The standard penetration resistances in the upper fills ranged from 6 to 44 blows per foot. I I I I I I I I I I I I I I I I I I I Proposed Community Sports Complex OORE Project No. 24-0670A. Report No. 001 April 2, 2002 Paqe 7 Material interpreted to be old fill was also encountered at the Bomber Field Complex in our borings B3, B7 and B8 located in the eastern portion of the complex to depths of about 1 to 6 feet. An exploratory test pit excavated very near boring B8 exposed a horizontal layer containing debris consisting of wood, glass and metal, which extended to a depth of approximately 5 feet. Our boring B3 encountered trace amounts of broken glass at a depth of about 6 feet and our boring B3 encountered fill to about 1-foot. The fill encountered in boring B3 appeared to be a select material placed for the infield of the existing practice field. Below the fill, and from the ground surface in non-fill areas, alternating strata of sand, clay and clayey sands were encountered to depths of about 30 to 35 feet. The standard penetration resistances recorded in these materials ranged from 2 to 27 blows per foot. Below 30 to 35 feet, weathered limerock was encountered. The weathered limerock consisted of a clay matrix with coarse sand and limerock fragments. The standard penetration resistances recorded in these materials ranged from 2 blows per foot to 50 blows per inch. Generally in the deeper borings a loss of drill fluid circulation occurred at depths of about 25 to 30 feet. Casing was required in the borings to maintain d~ill fluid circulation and advance the borings to competent limerock. No anomalies such as sudden rod drops were observed that could be indicative of subsurface cavities or voids. Competent Iimerock was encountered at depths of 48 to 50 feet below ground surface. The exploratory t~st pits excavated by our environmental department generally encountered debris fill, which 'extended to depths of 3 to 8 feet below adjacent ground surface, in the southern portion of the Bomber Field parking lot. The area of debris fill was evident based on severe undulations in the asphalt. Debris fill which extended to depths of approximately 5 feet was also encountered in the practice field and open grassland area in the eastern portion of the site. 5.2 Groundwater Groundwater was not encountered in most of our borings before beginning wet rotary drilling at depths of 8 feet. A clear interpretation of groundwater levels was not readily discernable from observation of recovered soil samples. Our boring B1 remained open for 24 hours to obtain a stabilized groundwater measurement. Groundwater was measured in this boring at 12 feet. I I I I I I I I I I I I I I I I I I I Proposed Community Sports Complex QGRE Proiect No. 24-0670A. Report No. 001 April 2, 2002 Paqe 8 As discussed previously, four temporary piezometers were also installed to obtain stabilized groundwater measurements and direction of subsurface flow. The measured depths to groundwater ranged from 2.3 to 13.1 feet below surrounding ground surface, with groundwater appearing to flow in a south-southwesterly direction. The shallow groundwater measurement occurred in our piezometer PZ-3 that was only installed to a depth of about 9 feet. The difference in groundwater elevation can likely be attributed to a perched condition in the vicinity of PZ-3. Groundwater levels fluctuate with time due to seasonal rainfall and locally heavy precipitation events; therefore, future groundwater levels may be encountered at depths different from those indicated by our borings. 5.3 Typical Seasonal High Water Table The seasonal high water table is typically encountered during late summer following the rainy season. Several factors affect the seasonal high water table including the amount of rainfall; drainage characteristics of the soils; the land surface elevation; relief points such as lakes, rivers or swamps; and distance to relief points. Based on our limited exploration and soil indicators exposed in our borings we estimate the seasonal high water level may be encountered at depths as shallow as 12 inches below the current ground surface in the northern portion of the site and as shallow as 24 inches throughout the remaining parts of the project site. 6.0 CONCLUSIONS AND PRELIMINARY RECOMMENDATIONS Our findings rel~:ted to subsurface conditions and our preliminary recommendations for site developmen\: are based on our site observations and field exploratory data obtained within the specified areas of the site. From a geotechnical perspective we believe that following proper site preparation, this site should adequately support the planned new construction. During our subsurface exploration, pockets of old fill, some containing buried debris, were encountered. The debris fill was generally encountered at the Bomber Field complex in areas that are proposed for future parking and the main playing field. Our borings 86 and B 15 encountered fill with no debris to a depth of about 6 feet below ground surface. These two borings were drilled at the location of the southern stands for the stadium. The fills encountered in these borings exhibit a loose to firm relative density with standard penetration resistances of 6 to 16 blows per foot. The sampled soils in these borings did not contain indications of debris or other deleterious materials. It is possible that debris fill may exist in other areas between these boring locations If debris. uncompacted fill or other buriec items exist below nevv stiuctt.1rE:s, I I I I I I I I I I I I I I I I I I I Proposed Community Sports Complex OORE Project No. 24-0670A. Report No. 001 April 2, 2002 Paqe 9 supported by spread footings such as the concession building, there is some risk for cracking of walls, floor slabs and other brittle construction materials due to consolidation and/or deterioration of buried material. The existing Home Depot store to the south of the proposed stadium likely had geotechnical overview during its construction. As such, we would expect that any fill placed within the building limits would have been properly compacted and the subgrade properly prepared (stripped) and evaluated (proofrolled). Boring B6 however, encountered material directly below the fill from 6 to 7 feet that could be interpreted as a poorly stripped subgrade (topsoil layer). It is logical to assume that less diligence was associated with testing and observation of earthwork beyond the building limits of the Home Depot structure, thus there is the potential for encountering buried debris or organics below or within the old fill outside the periphery of the Home Depot structure. We suspect that the future structures that wili be constructed in the area of the Home Depot store will be one or two story lightly loaded buildings that could conceivably be supported by spread footings. As previously discussed spread footings or slabs placed over unsuitable materials could settle unacceptably. Therefore we recommend planning and budgeting assume that all old fill beyond the periphery of the Home Depot store that will support structures other than pavement or the stadium, be undercut, any deleterious material removed and the cut soils replaced in a controlled manner. Undercut materials, less any debris or organics, can be stockpiled and reused. We recommend that additional borings as well as backhoe pits be '.. excavated in this area to access foundation conditions within the current Home Depot facility and what, if any, deleterious material may exist outside the periphery of the building. Undulations of the pavement exist in the southern portion of the asphalt parking area for Bomber Field. The settlement of the pavement appears to be related to buried debris. The future use for this area is proposed as new asphalt parking. It is likely that if the debris is left in place future settlement and irregularities will develop in the new pavement due to continued settlement resulting from decay of organic materials and metals. The surest way to reduce the potential for this occurrence is to undercut, remove the debris fill and replace it with properly compacted structural fill. We suggest an appropriate contingency be allocated for any haul off of materials. I I I I I I I I I I I I I I I I I I I Proposed Community Sports Complex OGRE Project No. 24-0670A. Report No. 001 April 2, 2002 Paoe 10 Debris fill was also encountered in the eastern portion of the Bomber Field complex located in the proposed playing field and at the base of one boring B3. No' surface irregularities were apparent in these areas to indicate the debris is present to the extent that exists in the parking lot. The future use for this portion of the property is to be the main playing field for the stadium and landscape areas. If there are no environmental concerns with these materials it may be possible to leave them in place, provided the materials will not be exposed during grading operations. If left in place, some future maintenance cost beyond that which may typically be expected may be required to mitigate undulations in the playing field, which may develop due to future decay of buried materials. Surface densification with heavy compaction equipment or dynamic deep compaction will help to densify the fill and significantly compress any debris to reduce the settlement potential. Our borings generally encountered clay strata below a depth of about 10 feet to the limerock surface. The clays exhibit consistencies of soft to very stiff with penetration resistances ranging from 2 to 27 blows per foot. We anticipate no large surface fills greater than 3 feet, will be constructed for this project that will generate substantial area loads sufficient to consolidate the clay strata. We also anticipate that loads from the stadiu~ structure will be transferred to the underlying limerock through a deep foundation system and that no heavy contact pressures from shallow footings will be transferred to the clay strata which can cause consolidation and settlement. If our assumptions are incorrect and heavy soil supported loads are to be generated that result in increased stress concentrations on these clay strata, then additional borings should be perforrned in the loaded areas and undisturbed samples of the clay obtained for laboratory c9nsofidation testing. Settlement analyses should then be performed based on the laboratory test results to quantify the magnitude of settlement that can be expected. Because of the heavily loaded nature of the stadium structure, we expect that a deep foundation that transfers load to the underlying limerock will be required. The lost circulation that occurred in all our deep borings within the stadium area indicate that the preferred foundation system is driven precast or prestressed concrete piles. Piles at least 14 inches square driven to end bearing in the hard limerock at a depth of about 50 feet can likely provide an estimated allowable pile capacity of at least 50 tons. Slurried-drilled shafts can also be considered for support of the stadium. Due to the loss of drilling fluids that occurred during the advancement of our deep borings, temporary or possibly permanent casing will li~e'y be required for installation We estimate drilled shafts 3 to 6 feet in I I I I I I I I I I I I I I I I I I I Proposed Community Sports Complex OGRE Project No. 24-0670A, Reoort No. 001 April 2, 2002 Paae 11 diameter drilled a minimum of 10 to 20 feet into the competent Iimerock encountered at about 50 feet below current ground surface (total depth 60 to 70 feet) can likely develop capacities of approximately 300 tons (3 feet diameter) to 600 tons (6 feet diameter). Because the shafts will be installed below the groundwater table, wet slurry construction methods will likely be required as well as full time construction monitoring. Once the stadium design evolves so that its final footprint, column locations, and structural loads are known additional borings and/or cone penetrometer soundings should be performed. At least 20 feet of rock coring should be performed in each boring to assess conditions for both piles and slurried shafts. The recovered core samples should be tested for unconfined compressive strength to better assess drilled shaft capacities. A 4-inch core barrel should be used to sample the rock. The subsurface conditions encountered in the clubhouse area indicate that it could likely be supported by shallow spread footings with bearing pressures in the range of 2000 to 3000 psf provided that our assumptions concerning the magnitude of structural loads are correct. We also note that the seasonal high water table can be within,.1-foot of the present ground surface in this area of the site. The clubhouse grades should be raised so that the finished floor is at least three feet above the expected seasonal high groundwater table. Both of the borings performed in the clubhouse area had total losses of drilling fluid circulation and zones of so~ clay above the limerock. These features' can be suggestive of raveling and internal erosi:on of subsurface materials into voids resulting from the development of solution cavities at the limerock surface. Although no open voids or solution cavities were readily apparent from the two borings performed, we recommend additional exploration be performed within the limits of the clubhouse to provide more information related to subsurface conditions within the building area. Any future risk associated with the clubhouse can be significantly reduced through measures such as compaction grouting. Based on the subsurface and surface conditions observed it is our opinion that the risk of a dropout occurring during the service life of the structure once compaction grouting has been performed is very low. I I I I I I I I I I I I I I I I I I I Proposed Community Sports Complex OGRE Project No. 24-0670A, Report No. 001 April 2, 2002 Pace 12 As with the stadium we recommend that supplemental borings or cone soundings be performed. Depending upon the magnitude of resulting structural loads and desired settlement, undisturbed samples of the underlying clay strata and laboratory testing could be required. We expect the concession and ancillary structures to be very lightly loaded. Spread footings with design bearing capacities of from 2000 to 3000 pst. are likely. Although no structure is "insignificant", these smaller structures may not warrant the compaction-grouting consideration as that for the clubhouse. At this time, we do not know what final grades will be across the new sports complex. We anticipate some cut and fill grading will be performed to create building pads for the new stadium and surrounding buildings. We expect the materials within the upper ten feet of the site (not in areas of debris fill) will be suitable for use as structural fili. If significant quantities of clayey sand are encountered during excavation and grading of the site, consideration should be given to stockpiling this material for use as a preferred pavement subbase. Depending on the time of year construction is performed at this site groundwater may be encountered during normal excavation for utilities. Zones of perched water may also be encountered at relatively shallow depths. If required, dewatering may be accomplished by either perimeter ditches draining into sumps, which can then be pumped off-site, or by the use of wellpoints. Groundwater fluctuations can occur due to seasonal variations in rainfall, runoff, and other site-specific.Jactors, and these fluctuations should be considered when planning earthwork activities. No traffic loading conditions for the parking lots and driveways has been provided to us. Pavement sections typical for this part of Florida can be assumed for budgeting purposes. Based on assumed traffic patterns that we believe are consistent with this type of development the following flexible pavement sections can be considered: I I I I I I I I I I I I I I I I I I I Proposed Community Sports Complex OORE Proiect No. 24-0670A, Report No. 001 April 2, 2002 Paqe 13 SECTION DESCRIPTION THICKNESS (INCHES) Light Duty Heavy Duty Surface Course Type S-1 or 8-3 Asphaltic Concrete with minimum stability of 1500 Ibs. Compacted to at least 95% of the maximum laboratory density. 2 2% Base Course Limerock having a minimum LBR of 100 and compacted to at least 98% of the modified Proctor maximum dry density (ASTM 0-1557). 6 8 Subbase In-situ soils compacted to at least 98% of the modified Proctor maximum dry density (ASTM 0-1557). 12 12 Once actual traffic loading conditions are available required pavement sections can be calculated based on laboratory LBR testing. 7.0 FOllOW-UP SERVICES Once the design of the sports complex moves beyond the conceptual stages and actual structural loading conditions are available, additional exploration of the site should be performed in accordance wit,r the procedures previously discussed within this report to provide more specific desigr information tailored to the actual construction that will take place at this site. OORE should be kept involved throughout the design and construction process to maintain continuity and to verify that our recommendations are properly interpreted and implemented. To achieve this, we should review project plans and specifications with the designers as the project progresses to see that our recommendations are fully incorporated '02 ~ 13 ommunity Sports Complex ::ct No. 24-0670A. Report No. 001 April 2, 2002 Paoe 14 8.0 LIMITATIONS I I, t has been prepared for the exclusive use of The City of Clearwater and their for the specific application to the project previously discussed. Our conclusions and !dations have been rendered using generally accepted standards of geotechnical g geology practice in the state of Florida. No other warranty is expressed or implied. lany is not responsible for the conclusions, opinions, or recommendations of others his data. Ibe I lal lsions and recommendations are based on the design information furnished to us, the ned from the previously described subsurface exploration, and our past experience. ot reflect variations in the subsurface conditions, which are likely to exist in the region ings and in unexplored areas of the site. These variations are due to the inherent of the subsurface conditions in this geologic region. Should variations become during construction, it will be necessary to re-evaluate our conclusions and ldations based on final building locations and structural loads. t: like the surrounding area, is underlain by limestone bedrock that is susceptible to 1 and the subsequent development of karst features such as voids and sinkholes in d soil overburden. Construction in a sinkhole prone area is therefore accompanied by that internal soil erosion and ground subsidence could affect new structures in the is not possible to investigate or design to completely eliminate the possibility of future elated problems but with proper remedial measures the risk can be greatly reduced. !nt, th:e Owner must understand and accept this risk. :te. lin To 'ct I I I I I Ig Records present our interpretation of the subsurface conditions at specific boring at the time of our exploration. The stratification lines represent the approximate between soil types. The actual transitions may be more gradual than implied. information on the use and limitations of this report, please read the ASFE document IS this page. I I I I -Geotechnical Engineering Repof1 I l:-r .1' 1 1 1/ :.J .1'. 1 I 1I1Ir. ":1 - 1 1 ),,"11 HI 1/ 1 - r. I '1),,'1 I' I l.: H, ./ " , 11ll!fo/lowingipformalimis pmvided fa Ire/flyau manageyourtisks.. ' I I eotechnical Services Are Performed for peci1ic Purposes, Personsr and Projects =otec~r:ical e~g;neers S:.i'.:c:~re t;';eir services to r.;eet t,';e s;:e- ,:;c needs of their clients. A gectec:~nic21 e~gir.eer:r:g s:~Gy ccn- ;c:ed fcr a civil engineer l"ilay not fulfiil tJie neecs cf a ccns:rc.:c. :n ccntractor or even anctJier civil engineer. Bec2cse each geet- :hnica! engineering stL:Gy is unic;ue, each geotechr:ical engi- !ering re;:ort is unic;ue, pre,aarec solely for tJie c1ier.t. No one 'ce.::( ycu shouic reiy on ycr.;r gectec:-:nical er.gir,eer.r.g re~cr: ~"':OlJt firs~ cc:rlfer;-ir:g wi:, ~~e g~G:=chr.ic2! er.g~r:eer wr:o ~r=- ~red it. Ar:d no ene-noe e'.en YC(;-S~,culc a,c,ciy tte repor: fcr y p~r::ose or prGjec~ =:~C2.:~ U".e cr.e orig!r:aUy c:~te~~12t~d. I I I I Geotechnical Engineering Report Is Based on Unique Set of Project-Specific Factors 'c~=chr,ic21 e~gil;ee(s ccnsicer~~2 number of uniqce. project-spe- c Fac:cr::; ".,~,en es:ablis;~irg cr-,e scc~e of a s~:.;c:y, T:;;;ical f2c~crs I :It.:de. lhe ciien~'::; goals, ~cjecti',es, ar,d risx managerr:ent pref- !:-:ces; the ge,~eral nature of ~~e s:;ucture in'icl'le~, its size, ar.d ,fig'.;ration; the lecation cf u~e sU':.Jctl..;re en the site; ard other I lnne~ or e::.is~ir.g site imprc~emer.ts, sr.;ch as access roads, '~ing lots, and undergror.;r.d utilities. Unless the geotechnical 5;r:eer who ccndL;cted tte s~'..:dy s;:e:ificaily indicates ol~er- ie, do net rely on a g'9otechr;ica! er:g/fieenor:g re,=crt u,:at was: I lot prepared fer you, let prepared fer your prOJect, le: prepared fer tre s;:e:ific s:::: e,~;cicrec, or I :crr:pleted be:or= impor~2r:t:::rcject chang=s were made, Jical changes that can erode the reliabiiity of an existing I Jtechnical er,gineering r=port ir,clude those that affect: he fl.:r,ction of the proposed s:r'xt:jre, as when t's ci:ar:ged from a par,~:rg garage to an of~ce I )ul:cirg, or from a fig'll irC~s:r:2: p[2:",: ~c a el:ger3:ed warer,olJse, I . e!e'la:ion, ccr:f!g'.:r:e:ion, Iccation, orientation, or ll-leig;~t of t.~e ~(:~cs:;d s:rr"":C:IJre, . composition of G~e cesig,1 te2i71, or . prcject o','./.1er3;~i.c 0 As 2 g;?~e,-21 rule, 2/',"'515 inform YOL:r geotechnical engineer of project c.~ar.ges--even minor ones-and request an assessment of their impact. Geotechnical engineers cannot 2ccept respoQsibilit:; or liability for preblems that occur teca!.:se ti';eir re;:erts co r.ot censicer developments of which C;'7e1 were net in(orrr:ed. Subsurface Conditions Can Change A ge'Jtec:,nic:::! er;gineer:ng report is based on conditions that e~:s~ec at tr.e ti,,,e the s:r.;dy was performed. Do not rely on a geo:echnica! e::gir.ee:!ng re::ort whose adequacy may have been aFfected by: t~,e passage of time; by marnnade events, sc.;c~ as ccr,s:ruc::an on or adjacent to the site; or by natural e'Ients, sL;ch as fleees, ear:;-,c;uakes, or groundwater fluctua- tiar.s. A/ways ccr.tac: the g;?otechnical engineer before apply- ir:g tIle report to cetermine if it is still reliable, A minor amount of aCditional testing or analysis could prevent major problems: Most Geotechnical Findings Are Professional Opinions Site e::.;:lcratien icentifies sd)surFace conditions only at those pcints wr,ere subsurface tests are cor.ducted or samples are taken, Geotechnical engineers review rreid ar.d laboratory data and then apply tIleir professional judgment to render an opinion about subsurface conditions throughoL't the site, Actual suI> surface conditions may differ-sometimes significantly-tram those indicated in your report. Retaining the geotechnical eng~ neer who developed your report to prov'de c::nstruction obser- vaticn is tre r;-:os: erre~ti'le me~hod of r"anagir,g the risks asso- cia:~':: 'o'I~t:-, ur.a"tiq:atec cor.dit;cns, ~ ASFE PROFESSiONAL FIRMS PRACTICING IN THE GEOSCIENCES 8811 Colesville Road Suite G 1 06 Silver Spring, MD 209 J 0 Telephone: 301-565-2733 Facsimile: 30 J -589-20 17 email: info@asfe.org www.asfe.org I P. Report's Recommendations Are Not final I Do not overrely on the construction recommendations included in your report Those recommendations are not final, because geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recom- I mendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for I the report's recommendations if that engineer does not perform cans:ruccion cbservation. I A Geotechnical Engineering Report Is SUbject To Misinterpretation Other design team members' misinterpretation of geotechnical e:.gineering reports has resulted in costly problems. Lower I that ris~ by having your geotechnical eng:r.eer confer with appropriate r.;embers of the design team after scbmitting the report. Also retain ycur geotechnical engineer to re'/iew perti- I nent ele",ents of t..e design team's plans aile s;:ecifications. COnliactcrs can also. misinter;Jre~ a geoteChnical, engineering r:cort. RecL.;ce that rrsk by ha'lIng your geetecr,r.lcal engineer f::2r,icipcce in prebie and precons~r~c:ion ccn;e;ei.ces, ane by I pr::J'licir.g cor.s~r(,;ctien ceser'/atien. Do Not Redraw the Engineer's Logs I Geotechnical engineers prepare final boring and tes~ing logs basec upon their interpretation of field legs and laberatory C::c3. To pie', =.~t errcrs er emissicns, the legs inc/J...:ced in a Igeoteci~riiCal e"girieer;r:g re.cert s~oL!ld r.e'le( be recrawn for i~clcsicn in ar:hi:ect'..:ral or other design drawi~gs. Oniy pr.oto- g':::G;~:c or e'e::iGr:ic repracl.;ction is accept:::t:le, tt.:t recognize I croat separacing legs from the re:ort can ere'lace ris;";. Give Contractors a Complete l~ee~eO~~n:~~:dU~~~~nC;rGfeSSiOnals mistat:enly belie'le tr.ej can make ccntrac~ors liable for unanticipated scbs:.;r face condi- I;cr;s by limiting what cr,ey provide for bid preparation. To help re'lent costly problems, give contractors the complete geotech- nical e;;gineering ref::ort, but preface it wit.. a clearly written let' ter of tranS,'71ittal. In that le~e(, advise contractors t1at tIle repert tas nct prepared for ~)L;(peses of bid deve!epment and that the I I I report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared L1e report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contractors have suffi- cient time to perform additional study. Only then might you be In a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely SOr.ie clients, desig,'l pr:fessicnals. and contractors do not recognize that geotechnical engi,reering is far less exact than other engineering disciplines, This lack of understanding has created unrealistic expectations that have led to disappoint- ments, claims, and disputes. To help reduce such risks, geot- echnical engineers commonly include a variety of explanatory f::rov!sior.s in their reports. Sometimes labeled . 'imitations .. many of these provisions indicate where geotechnical engi- neers responsibilities begin and end, to help others recognize tr.eir ow;, res,consibilit:es and risks. Read these provisions cicsely. Ask questicr.s YCL:r geotechnical engineer should resccnd fully ar.d frar.k:y. Geoenvironmental Concerns Are Not Covered The equif::ment. techniques, and perscr:ne! used to perform a gecenvircnmen't3f study differ significar.t1y from those used to perform a geotechnicai stud'!. Fer u1at reason, a geotechnical er:g;r:eerirg re~crt eees r:ct usually relate any geoenvironmen- t21 findir.gs, ccr.c!usicns, cr recomr7~er.datjons; e.g.. about the li:<elir.eee 0; er;ccur,:erir:g ur.eergrot.:r.d sterage tanks or regu- 12~ec c~r.~ar:lin2r.~.3. U(jcr.(c....ca~ec er;','ircr:ment2! prJofems have lee co nt..:mercI.1S projec: ,'ai/ures, IF JCI.; have not yet obtained your ewn geoenvironmental information, ask your geotechnical cenSl.;ltant for ris~ m2nagement guidance. 00 not rely on an er:vircnmental re;;or( pre;Jared for someone eise. Rely on Your Geotechnical Engineer for Additional Assistance t'vlerntership in AS;::: e.~;:oses geatechr,ical engineers to a wide array of ris~ manag;;ment techniques tJiat can be of genuine ben- eRt for ever/one invc:ved w:tn a conS~l;C'Jcn proje-:t. Confer with yet.:r ASF=:.r.:emter geotechnical er.g:r,eer fer mere information. Ccc~r:g,""{ 1998 :l~ ~Sr::. Inc. Unless ..\SF::: 6rar:~~ 'Nnt:efi ;xrmlssicn ~c C:o ,c. C:U:iIICJt;cn 0' :.n13 ccc''':r.-'e!1t ~)' ary ~ean3 ....nJ~:ice...er 15 e.1=re"ry P<Ohlbrt~. IU'ie of ~e 'NcrClng ;n U'll$ ~ccurr:enc. in wr"lcle ~( in ;:atL alSO I~ elOf1!131)' prcndjl(eC. ar.d may Oe acne Jrl't '''''It.'1 :.""e ~l='ess ::-er...l3~;On of ASF! 0< fer ~r;.c3-e'~ or le'tlew 0' sc~olar~ relear:n, I I I I :::::::::- ) 88-14 8-5 J 8 ) / EXISTING. WARNING / TRACK / I PZ-J... + B-10 + 8-9 ...PZ-2 $- 8-8 I I I I $B-7 PROPOSED 8ALL FIELD ....PZ-1 €t 8-4 $ 8-3 FUTURE 8 I I I EXISTING RETENTION POND o o $8-12 PROPOSED PARKING o e 0 B-13 I I I I I I N EST BORING TO ROCK N EST BORING TO 20 FEET N EST BORING TO i 0 FEET APPROXIMATE SCALE l ~ o 150 FT. ~ ~ :R lY EWING COI_E : CLEARWATER DATt 3/20/02 JOB NO. PLATt NO. 24-0670A 1 lOR E~ BORiNG LOC.t.. TION PLt..N <OP"RTY SCiEt-JC"S I Tampe, Fb"da 33619 (813) 623-6646 COMMUNITY SPORTS COMPLEX CLEARWATER, FLORIDA I I I I I I I I I I I I I I I I I I I APPENDIX A TEST BORING RECORDS I I I I I I I I I I I I I I I I I I I APPENDIX A TEST BORING RECORDS I I ~ Q 0 R E~ TEST BORING RECORD BORING NO: B-2 PROPERTY SCIENCES I I PROJECT: COMMUNITY SPORTS COMPLEX I JOB NO: 24-0670A REPORT NO: 24-0670A-1 PR:>JECT LOCATION: CLEARWATER, FLORIDA EL~VATION: NOT PROVIDED BORING STARTED: 3/1/02 BORING COMPLETED: 3/1/02 DRilLING METHOD: WET ROTARY RIG 1YPE: CME-45 HAMMER: ROPE AND CATHEAD GROUNDWATER: ~ > 8 FEET I BORING DIAMETER (In.): 23/4" I SHEET 1 OF 1 Remarks: Ground water not encountered before Wet rotary drilling at 8 feeL G I ELEV. DEPTH STANDARD PENETRATION BLOWS MATERIAL DESCRIPTION L S R RESISTANCE (N.) 1 (FT.) (FT.) 16" 0 0 10 20 J<l ." !IIO&o70S0901 loose, grey, fine SAND w/root heirs (Sp) .''';... X I .~. f- - Ul 4-4-6-6 . ~. f- :. ~ -,:" loose, brown end dark brown, fine SAND (SP) :E{ X '- - 6-5-5-7 ~.,~: 1\ - :. ~ "" ;.. Firm, gray brown, cleyey fine SAND w/orenge // ~ -5- staining (SC) ~. 5-5-11-20 .;y I \1 - Very firm, brown, cleyey SAND (SC) ..~ IX '\ - - :y 22-14-12-15 - Herd, grey, sendy CLAY w/orenge staining end IX - - decayed rootlets (Cl) ~ 9-13-19-20 1--10 / I loose, green grey, cleyey medium to fine SAND ~); V / I f- - (SC) tr. - f:; f- - ~ f- - '/. _I' f- - :a X 2-3-4 0 rIl -15- .~ I '---' I , - - j~ /A - - ~ - - ;? - - .~ ^ I \ 2-2-4 -20 ! I Firm. gray, clayey coarse SAND w llimerock ;;/ \ - - fragments (SC) ~ - - . ;/ :~ f- - [f'. \ ./ j1/ r- f- - ~X I 4-6-10 '-25 I i I I Boring termineted I , f- - f- - - - - I - i I I -30- I I i I I I i I I I I I I II I I I I I I I I I I I I I I I I ~ St,S S~Ncr TEST BORING RECORD BORING NO: B-3 I I PROJECT: COMMUNITY SPORTS COMPLEX I JOB NO: 24-0670A REPORT NO: 24-0570A-1 PROJECT LOCATION: CLEARWATER, FLORIDA ELEVATION: NOT PROVIDED BORING STARTED: 3/1/02 I BORING COMPLETED: 3/1/02 DRILLING METHOD: WET ROTARY RIG TYPE: CME-45 I HAMMER: ROPE AND CA THEAD GROUNDWATER: ~ 8 FEET I BORING DIAMETER (In.): 2 3/4" SHEET 1 OF 1 Remarks: ELEV. DEPTH Lis STANDARD PENETRATION BLOWS G MATERIAL DESCRIPTION R RESISTANCE (N.) (FT.) (FT.) 15" 0 0 10 20 JO '" so so 70 eo 901 Loose, groy brown. fine SAND (SP) (Fill) X I Q I "-,:->.0. I 3-3-4-5 - - :-'.. ~ - 1:.:-:::' Firm, gray brown, fine SAND w/broken glossal 6 :;~':~ IX ~ - feel (SP) (Fill) i:. 5-8-9-13 ~ '- ".:" '-5- >:? lX I 9-8-9-7 :;:t i l I >- I loose, dark gray brown, fine SAND (SP) [X I >- - ~~Ij I 5-3-4-3 ~ I >- ~ X Loose, dark gray, clayey SAND w/organic staining - - (saturated) (SC) I n 2-3-3-3 (9 I \. , -10 I I \i I I Very stiff, blue green, sandy CLAY (Cl) - - I - - ~ ~ - I~ ~ - IX I 6-8-12 '-15 Fi~, green gray, clayey medium to fine SAND ;0 I l - - (SC) S~ - - " ;0 - - ~ - - ~ X I 6-7-7 -20 Boring terminated i I I - - - - ~ - I ~ - I '- 25- 1 , I I I i I i ~ - I I I ~ - f- - >-- - I I I I I I I I , I i I ,-30- I I I I I i I : I I I I I I I I I I I I I I I I I I C StES: R EN BORING NO: B-4 TEST BORING RECORD SCIENCES I I PROJECT: COMMUNITY SPORTS COMPLEX , JOB NO: 24-0670A REPORT NO: 24-Q670A-1 PROJECT LOCATION: CLEARWATER, FLORIDA ELEVATION: NOT PROVIDED BORING STARTED: 3/1/02 BORING COMPLETED: 3/1/02 DRILLING METHOD: WET ROTARY RIG TYPE: CME-45 HAMMER: ROPE AND CATHEAD GROUNDWATER: '\1 > 8 FEET I BORING DIAMETER (In.): 2 3/4. f SHEET 1 OF 1 Remarks: Ground water not encountered before Wet rotary drilling at 8 feeL ELEV. DEPTH STANDARD PENETRATION BLOWS G (FT.) MATERIAL DESCRIPTION L S R RESISTANCE (N.) (FT.) /6. 0 . I. 20 Jo ." 500&07010901 Firm, light yellow brown, fine SAND (SP) X {l :.,~.; - - :.,,:-: 2-4-8-7 :,~.). - w/oronge /i Loose, groy brown, very cloyey SAND X - - staining and partially decoyed root hairs (SC) ~ 5-4-]-6 - w Itrace Ve~ firm, gray brown, fine SAND cloy IX -5- (SP :._~.; 8 11 14-15 " .~. I ~ ~~:.. - Z ~ Very firm 10 dense, dork groy brown, cloyey fine p; - - SAND (SC) Z ltl\ 12-11-15-23 - - i:% '/) X - - ~ ~ 9-15-17-15 f-10 J/ Stiff, green, CLAY wired stoining end decoyed 1/ ~ - roothoirs (CH) >- - %J >- - I - - '.. .~ 4-5-7 f-15 I Firm, blue green, cloyey fine SAND (SC) ;Z ~ - ;;~ r/ f- - r~% to. ~ - ~~ ~ - y~x [!j 5-7-8 f-- 20 .?? 1 , I Boring terminoted i I >- - f- - - - - - I , I -25- , I I i , I I I - - - - - - - - I I I I i -30, I i I I i i i I I I I I i II I I I I I I I I I I I I I I I I I ~ Q 0 R E~ TEST BORING RECORD PROPERTY SCIENCES I PROJECT: COMMUNITY SPORTS COMPLEX PROJECT LOCATION: CLEARWATER, FLORIDA ELEVATION: NOT PROVIDED DRILLING METHOD: WET ROTARY GROUNDWATER: ~ 13 FEET I I Remarks: Lost circulation at 25 feet. Casing set to 25 feet, regained circulation with casing. Casing advanced to 50 feet during drilling to maintain circulation. I I LiS R 0 ."; X - _ -1Firm. light gray, fine SAND (SP) :.:-:~~X - 5 IFirm, brown, very clayey fine SAND wired and //./.','/."..X - - orange staining (SC) /y' - _ _ Dense. dark gray, clayey SAND (SC) 7 X - - '%,----; __- 10-1 Very stiff, green gray, clayey fine SAND (SC) Y/ ~ J // /;I - _ _ Loose to firm. green gray. clayey fine SAND (SC) ~//i ~15~ ~~ ~ - ta~ ~ = ~~ -~- ~~ - - ~ - - Z - =-25-= ve~ so~f, brownish gray, fine sendy CLAY (CL) ~X - - ~ Very firm, white, clayey coarse SAND and limerack,,~ - fragments (GC) 72 - ~X =- 30 ~ Dense to very dense, light gray to white, highly ~ _ ~ w,,'h,~d LtMEROCK ~ ~35- i:~ - - - - - - - - -:-7X I- 40- f-- - B ~ l ~ ~ .JVery firm, light gray to white, clayey coarse SAND f~ -45 land Iimerock fragments (GC) t:f;1)\ = ~o'o", Iigh' g'oy, 'o',o"ly woo'h",d LtM[ROCK I ~ 503 SX1 I I Continued ~/ '1 I G ELEV. DEPTH (FT.) (FT.) o _ _ Very firm, gray, fine SAND (SP) MATERIAL DESCRIPTION I I I ~ I I I I I I I I I BORING NO: I JOB NO: 24-0670A 8-5 REPORT NO: 24-0670A-1 BORING COMPLETED: 3/1/02 HAMMER: ROPE AND CA THEAD 2 3/4" I SHEET 1 OF 2 STANDARD PENETRATION RESISTANCE (N.) 10 20 JO 40 $0 so ?O&o901 BORING STARTED: 2/28/02 RIG TYPE: CME-45 I BORING DIAMETER (In.): /,1 II I "--- ",--I ~ ~ / I l II ~ I ~ ~, ~I I ~i J{ 1-1 it i : Ii' : I BLOWS 16" 11-15-14-13 12-9-8-8 !S-S-7-1? H-13-18-15 13-20-11-17 3-5-11 2-3-4 1-1-1 12-11-13 3-13-25 12-41-16 I I I I 21-14-11 15-23-21 I I ~ SpS?, S~Ncr BORING NO: B-5 TEST BORING RECORD I I PROJECT: COMMUNITY SPORTS COMPLEX I JOB NO: 24-0670A REPORT NO: 24"{)670A-1 PROJECT LOCATION: CLEARWATER, FLORIDA ELEVATION: NOT PROVIDED BORING STARTED: 2128/02 BORING COMPLETED: 3/1/02 DRilLING METHOD: WET ROTARY RIG TYPE: CME-45 HAMMER: ROPE AND CATHEAD GROUNDWATER: "V 13 FEET I BORING DIAMETER (In.): 2 3/4" T SHEET 2 OF 2 Remarks: Lost circulation at 25 feet. Casing set to 25 teet, regained circulation with casing. Casing advanced to 50 feet during drilling to maintain circulation. ,. G I ELEV. DEPTH STANDARD PENETRATION BLOWS MATERIAL DESCRIPTION L S R RESISTANCE (N.) I (FT.) (FT.) 16" 50 0 .0 20 )C 4(l ~ 50 ?o ao 9101 I - - L1MEROCK I - - I I - - I - - rx I , 50/2 I -55- I i - - - - I - - I- - IX 50/6 '- 60- I- - f- - '- - - >- - X ' 50/1 ~65 - - Boring terminated I - - - - - - -70- I - I I - I - - I - - >- - .-75- , ~ - >- - >- - - - -80- - - - - [ - - I I -85- I , - - - - - - - - -90-1 I I i I t ] - J - - -95- I I - - - - - - - - I I -10~ ! I I I I I I , I I I I II I I I I I I I I I I I I I I I I I~ Stg R EN BORING NO: B-6 TEST BORING RECORD SCIENCES I PROJECT: COMMUNITY SPORTS COMPLEX I JOB NO: 24-0670A REPORT NO: 24-0670A-1 PROJECT LOCATION: CLEARWATER, FLORIDA I ELEVATION: NOT PROVIDED BORING STARTED: 2/28/02 BORING COMPLETED: 2/28/02 DRILLING METHOD: WET ROTARY RIG TYPE: CME-45 HAMMER: ROPE AND CATHEAD I GROUNDWATER: ~ > 8 FEET I BORING DIAMETER (In.): 2 3/4" I SHEET 1 OF 2 Remarks: Lost circulation at 28 feet. Circulation regained with casing, Casing I advanced to 50 feet during drilling to maintain circulation. Ground water not encountered before wet rotary drilling at 8 feel ELEV. DEPTH /L STANDARD PENETRATION J BLOWS G (FT.) MATERIAL DESCRIPTION S R RESISTANCE (N.) (FT.) 16" I 0 0 10 2'0 Jcl 40 50 50 10 &0 90 I _ ~Loose, brown, clayey SAND (se) (FILL) // )< I 2-3-3-6 V - - - Loose, gray brown, fine SAND (SP) (FILL) Fl{ ~ 3-3-3-3 I - - ~ -5- X 12-1'-5' 14 - It~ - - Very firm, darl< brawn to black, tine SAND ..jarganic -.-. b 13-10-11-20 ,stoininq, trace aroanic fibers (SP) 0 I - - Very firm, medium brown, clayey fine SAND (se) ~ - - 'z< 13-11-13-20 -10- '/ r- - /;/- /.1 f- - // I r- stiff, gray, fine sandy CLAY (eL) r f-- - Very b, 19-18-9 r-15- , ,- - / I - - = l''''' gray, clayey medium to fine SAND (Se) //; rx r(1 ~ 4-4-4 -20 0 ~ \1 I - I - ... /- // -, < ;~ - _ Loose, gray,: clayey coarse SAND w /Iimerock "?[X ~ fragments (Se) 3-4-6 -25- 1//'--" I I - - - - t - - - Soft, blue green and brown, sandy CLAY (eH) 1-2-1 I -30- ~ I - - - - - I~ - - Very firm, white, clayey coarse SAND and limerock ~j: X ~ I fragments (GC) 38-3-19 -35- ~ '--' "-''''"IJ I f- - ~i1 r- - 0 f- i'-.i'- f-- ~ L1I.4EROCK ~x I 'J,15O/2 1--40 ~ 1".., whno, 01',., 'oo~. SAND (SC) I I I '......./ , /1 ~r---I II 16-5-1 -45- - - "- - - ~ I ~ = 0'0", wh';., d",., ,,/'j ~ coar,. SAND and limeroCk f'Z1XJ 1'8, ! 113-15-19 50 Ilr (r,,) I I I Continued I I I I i 1 I I , I I ! : I I I I~ SPE2 R E~ BORING NO: B-6 TEST BORING RECORD SCIENCES I PROJECT: COMMUNITY SPORTS COMPLEX I JOB NO: 24-0670A REPORT NO: 24-D670A-1 PROJECT LOCATION: CLEARWATER, FLORIDA I ELEVATION: NOT PROVIDED BORING STARTED: 2/28/02 BORING COMPLETED: 2/28/02 DRILLING METHOD: WET ROTARY RIG TYPE: CME-45 HAMMER: ROPE AND CATHEAD I GROUNDWATER: ~ > 8 FEET I BORING DIAMETER (In.): 2 3/4" I SHEET 2 OF 2 Remarks: Lost circulation at 28 feet. Circulation regained with casing. Casing I advanced to 50 feet during drilling to maintain circulation. Ground water not encountered before wet rotary drilling at 8 feet. ELEV. DEPTH STANDARD PENETRATION BLOWS G (FT.) MATERIAL DESCRIPTION L S R R:::SISTANCE (N.) I (FT.) /6" 50 . ,. 20 }O 40 500 50 7'080901 /1 I - - Dense, while, clayey coar3e SAND and limerock ~" - - fragments (GC) - - ?:X I I - - I "", 13-10-20 -55- " "--' I "" t JI - - - - I - ::8: - - Lll.lEROCK "~ 50/1 I I, -60- :: II - - - - I - - t - - X 34-32-50 -65- \1 - - I - - f- 50/1 f- - Boring terminated f- 70- I f- - I f- - - - - - f-75- I f- - ;' I f- - f- - f- - I f- 80 - f- - f- - f- - ~ - I -85- I I - - - - ~901 i I , I I - - I - - - - -95- I I I f- - I f- - r - ~1 00-=: ! : I I i I I , , , I ; I I ~ SPES R E~ TEST BORING RECORD BORING NO: B-7 SCIENCES I PROJECT: COMMUNITY SPORTS COMPLEX I ELEVATION: NOT PROVIDED DRILLING METHOD: WET ROTARY I GROUNDWATER: ~ > 8 FEET Remari<s: Il PROJECT LOCATION: CLEARWATER, FLORIDA , , , , , , , , , , I, I BORING 5T ARTED: I JOB NO: 24-0670A REPORT NO: 24"{)670A-1 3/4/02 BORING COMPLETED: 3/4/02 HAMMER: ROPE AND CATHEAD 23/4" I SHEET 1 OF 1 RIG TYPE: CME-45 , BORING DIAMETER (In.): Ground water not encountered before wet rotary drilling at 8 feel f:~':;!X 1_...... x ~:,~:.~ f-- '--."X :.._:-0-; ~~~:: f- f- _ ~:~D f~~~) to very dense, gray brawn, clayey fine ~IX f- - ~~ ~[X o 01- ~ ~ _ h f- _ Firm, gray, very clayey medium 10 fine SAND (SC) ~X ~15- ~~ f- - )1 ~. ~/; Ixl MATERIAL DESCRIPTION yellow brown, fine SAND (SP) (Fill) dark brown, fine SAND (SP) f- f- - G ElEV. DEPTH (FT.) (FT.) 0 Firm. I f- Firm, f- f--5- - - '-10- - - - - I- - - - Hard, blue green, fine sandy CLAY (CH) - -20 - - Boring terminaled - - - - - - -25- - - - - - - f- f-- 30 J I L S R STANDARD PENETRATION RESISTANCE (N.) BLOWS 16" o 10 2'C )0 40 ~ 60 10 80 1(11 u 3-7-11-12 18-19-18-17 14-11-7-11 \, 8-11-13-t8 8-25-33-30 7-7-13 I 'I I I 6-12-18 I I I I . II i I II I I ! [ I ~ I l! I I~ SPE~ R ETW TEST BORING RECORD BORING NO: B-8 SCIENCES I PROJECT: COMMUNITY SPORTS COMPLEX I JOB NO: 24-0670A REPORT NO: 24-D670A-1 PROJECT LOCATION: CLEARWATER, FLORIDA I ELEVATION: NOT PROVIDED BORING STARTED: 3/4/02 BORING COMPLETED: 3/4/02 DRtLLlNG METHOD: WET ROTARY RIG TYPE: CME-45 HAMMER: ROPE AND CATHEAD I GROUNDWATER: ~ 4.5 FEET I BORING DIAMETER (In.): 23/4" I SHEET 1 OF 1 Remarks: I STANDARD PENETRATION G 'ElEV. DEPTH MATERIAL DESCRIPTION l S R BLOWS (FT.) (FT.) RESISTANCE (N.) IS" I 0 0 10 2<l )C 4(l so I() 7'0 IiO 901 Firm, dark gray brown, clayey fine SAND (SC) ~. ~ I ~ - (Fill) r;J 3-7-7-7 / l ~ I Firm, dark gray to block, fine SAND w/organic t% X ~ - staining and broken gloss and metal fragments I 6-7-7-5 from -4 to 6 feet (SP) (FILL) I ~ - - c-..":_, I ~;;,:~ X 3 6 6-7 I -5- ;J:~ "'i ~I - Dense, gray brown, fine SAND w/trace cloy (SP) [X :.:""; - - ........:-; 13-15-15-20 .....:.... \ I - - .';-:" ~ ._,.. - - ....... ~ 13-17-26-30 ~10- ~ I I .:......;... VI I ~ - ... (:. -. '. ---- .- II! ~ and ~ ~ Very stiff, gray green, fine sandy CLAY (CL) I I ~ recovered sample contained metal fragments gloss from 13.5 to 15 feet most likely from ~. '- 1"PP" d.b"~ IHI 11 5-7-11 -15 I I - : II - I - Ix Stiff, blue green, fine sandy CLAY (CH) - - [, I +-:1,-6 I -20 I I Boring terminated ~ - ~ - ~ - I ~ - I I I >- 25- I I i i I I I I - ~ I - - I I i - I I I -30~ I ! I I I : I I ! I I ; i i I I . I ! I I I " Q 0 R ETw I~ PROPERTY SCIENCES TEST BORING RECORD BORING NO: B-9 I PROJECT: COMMUNI1Y SPORTS COMPLEX I JOB NO: 24-0670A REPORT NO: 24-D670A-1 PROJECT LOCATION: CLEARWATER, FLORIDA I ELEVATION: NOT PROVIDED BORING STARTED: 3/4/02 DRilLING METHOD: WET ROTARY > 8 FEET RIG TYPE: CME-45 I BORING DIAMETER (In.): BORING COMPLETED: 3/4/02 HAMMER: ROPE AND CATHEAD 23/4" I SHEET 1 OF 1 I GROUNDWATER: ~ Remarks: Ground water not encountered before wet rotary drilling at 8 feel I G ELEV./DEPTH MATERIAL DESCRIPTION (Fr.) (FT.) I 0 Loose, dark gray to black, fine SAND wjorganic >- _ staining, partially decayed rootlets (SP) I I I I I I ~ I I I I L S R >- """x ";-". . ~ ~ ':;~ ~,""IX .' . }j ..JV ~';~:I^ :;~~:IX ':~X >- Firm, pale yellow brown, fine SAND (SP) - >- Loose, pale yellow brown, fine SAND (SP) ~5- f- - f- - I- Firm, pale yellow brown, fine SAND (SP) - I- -10 - - Boring terminated - - - - >- - 1--15- : I- - : - - - - - - -20- - - - - - = l -25l - I : ~ '- 30~ STANDARD PENETRATION RESISTANCE (N.) 10 20 30 4C 50 80 70 ao '<:11 BLOWS 16" ~ ~ 1-2-4-4 6-6-8-10 5-4-5-6 2-3-:}-2 4-6-13-28 I I I 'I I ! I I I I ! I i i , i ' . ; ! I! ' I I ~ SPES R E~ TEST BORING RECORD SCIENCES BORING NO: B-10 I JOB NO: 24-0670A I PROJECT: COMMUNITY SPORTS COMPLEX PROJECT LOCATION: CLEARWATER, FLORIDA I ELFJATION: NOT PROVIDED DRilLING METHOD: WET ROTARY I GROUNDWATER: ~ 2.5 FEET Remarks: I I I~ I I I I I I I I I I I REPORT NO: 24-0670A-1 BORING STARTED: 3/4/02 RIG TYPE: CME-45 I BORING DIAMETER (In.): I L S R 0 :~~X ."_...:. '.::-x ;...,....:: i._'. .;::X '-- ..;;~~IX ...;..~', .,..--: :;L!X G ELEV. DEPTH (FT.) (FT.) o MATERIAL DESCRIPTION Loose, dark gray, fine SAND w /trace rootlets (SP) - - - Very firm to dense, brown, fine SAND w/minor _ organic staining from 2 to 4 feet (SP) - ~5~ - - - Firm. light brown, fine SAND (SP) - - ~10 f- - Boring terminated f- - f- - - - ~15- f-- : f- - : f- - f- - f- - ~20- - - - - - - ~25J - - - - - - f- - r3O- I BORING COMPLETED: 3/4/02 HAMMER: ROPE AND CATHEAD [ I SHEET 1 OF 1 23/4" STANDARD PENETRATION RESISTANCE (N.) BLOWS 16" to 20 JO 4(l ~ 10 7Oaotol 'W I I "'" '., 1-3-.3-5 6-9-15-17 9 22 24 24 / I II 12-1.3-14-16 7-7-7-12 I I I I I , I I I I I I ! I! I I ~ SPES R E~ BORING NO: 8-11 TEST BORING RECORD SCIENCES I PROJECT: COMMUNITY SPORTS COMPLEX PROJECT LOCATION: CLEARWATER, FLORIDA ELEVATION: NOT PROVIDED DRILLING METHOD: WET ROTARY GROUNDWATER: ~ > 8 FEET I JOB NO: 24-D670A REPORT NO: 24-D670A~1 I I BORING STARTED: 3/4/02 RIG TYPE: CME-45 I BORING DIAMETER (In.): BORING COMPLETED: 3/4/02 HAMMER: ROPE AND CA THEAD 23/4" I SHEET 1 OF 1 Remarks: Ground water not encountered before wet rotary drilling at 8 feeL I G ELEV. DEPTH (FT.) (FT.) o MATERIAL DESCRIPTION L S R STANDARD PENETRATION BLOWS RESISTANCE (N.) 16" 0 10 :ro JO~~&o7'Oeo901 I 1-3-4-8 \ 5-5-7-9 " 10-10-11-14 I I "'~I I If 11-20-23-22 '/ I 18-12-18-25 I I I Loose, brown, fine SAND (SP) 'iX :".'"i _...~. .<."; :..:...:... f- - f- - . Dense, pole yellow brown, fine SAND (SP) SAND .:' X .""~.X ;...-.X -;.....: ~~2~ .'~..-X- :..:-a.-.; >i':." ~:... :: Firm to very firm, pole yellowish brown. fine _ (SP) I f- r- - I -5- - - I - - I - - -10 Boring terminated - - - - - - - - -15- I I : f- - : r- - r- - r- - i-20- r- - f- - f- - f- - '-25- ~ - ~ - - - - - -30-1 I , I i II I I I I I ! i ,I I : I I II I I I I I I :~ St,S R E~ TEST BORING RECORD BORING NO: B-12 SCIENCES I PROJECT: COMMUNITY SPORTS COMPLEX JOB NO: 24-0670A REPORT NO: 24-D670A-1 PROJECT LOCATION: CLEARWATER, FLORIDA I ELEVATION: NOT PROVIDED GROUNDWATER: ~ I > 8 FEET BORING STARTED: 3/5/02 RIG TYPE: CME-45 BORING DIAMETER (In.): BORING COMPLETED: 3/5/02 HAMMER: ROPE AND CATHEAD DRILLING METHOD: WET ROTARY 2 3/4" SHEET 1 OF 1 Remarks: Ground water not encountered before wet rotary drilling at 8 feet. I G ELEV. DEPTH (FT.) (FT.) o MATERIAL DESCRIPTION STANDARD PENETRATION J BLOWS RESISTANCE (N.) /6" 10 20 Jo .0 !oO Ie 70801101 I 2 inch asphalt over 8 inch limerock base I Yellow brown, fine SAND (SP) (FILL) Very firm, medium brown. fine SAND (SP) (FILL) Auger 6-12-12-12 I 51 Stiff, blue gray, fine sandy CLAY (CL) (Fill) Firm to very firm, brown. fine SAND w Ilayers of brown fine sandy cloy (SP ICL) (FILL) 5-5-7~10 10-12-10-6 I 5-7-6-6 10 I Firm, green gray, fine sandy CLAY (CH) I 1S~ 1-2-3 I Very hard. green gray. fine sandy CLAY w/frioble Iimerock fragments (CH) 50/6 I 20 Boring terminated 25 30 ! ! I I ' , I I r I I I ~ Sts?, R ETW TEST BORING RECORD SCIENCES BORING NO: 8-13 JOB NO: 24-0670A PROJECT: COMMUNITY SPORTS COMPLEX PROJECT LOCATION: CLEARWATER, FLORIDA ELEVATION: NOT PROVIDED DRILLING METHOD: WET ROTARY GROUNDWATER: ~ > 8 FEET REPORT NO: 24-Q670A-1 BORING STARTED: 3/5/02 RIG TYPE: CME-45 BORING DIAMETER (In.): Remarks: Ground water not encountered before wet rotary drilling at 8 feet. MATERIAL DESCRIPTION G ELEV. DEPTH (FT.) (FT.) o 2 inch asphalf over 8 inch limerock base Gray brown, clayey SANO (SC) (FILL) ~ ~ - ~ . I I Very firm to dense, gray brown. clayey (SC) (FILL) 5 Dense, light gray brown. fine SAND (SP) (FILL) ILoose, gray and dark gray. fine SAND w/clay wood fibers (SP ICL) (FILL) 10 Stiff. blue green. fine sandy CLAY (CH) -15 . . ~ ~ ~ Very firm, blue green, very clayey SAND (SC) 20 Boring terminated ~251 ~30~ I BORING COMPLETED: 3/5/02 HAMMER: ROPE AND CATHEAD 2 3/4" SHEET 1 OF 1 STANDARD PENETRATION RESISTANCE (N.) BLOWS /6" '0 20 Xl 40 SO to 7080901 Auger 8-16-12-15 15-21-23-30 25-20-22-16 7-4-4-6 3-4-6 8-10-11 I I : I I I I i I I I~ S,,2 S~NCr TEST BORING RECORD BORING NO: B-14 PROJECT LOCATION: CLEARWATER, FLORIDA I JOB NO: 24-0670A REPORT NO: 24-D670A-1 I PROJECT: COMMUNITY SPORTS COMPLEX I ELEVATION: NOT PROVIDED 3/5/02 BORING STARTED: DRILLING METHOD: WET ROTARY I GROUNDWATER: ~ 3.5 FEET RIG TYPE: CME-45 I BORING DIAMETER (In.): BORING COMPLETED: 3/5/02 HAMMER: ROPE AND CATHEAD 2 3/4" SHEET 1 OF 2 Remarks: Lost circulation at 30 feet. Circulation regained with casing set to 30 feel. I ELEV'IDEPTH G (FT.) (FT.) I 0 f- _ Very ....... V" r- _ Firm I ....... - -5- - - - - MATERIAL DESCRIPTION l S' R 0 .~, ex :~t~;~ ", ex ,:,~,-,X :~LX ?J ~ ?;~ /;"7 //6 << ~ X firm. grey. fine SAND (SP) to very dense. light brown. fine SAND (SP) I - _ _ Dense. grey brown, fine SAND w /troce cley (SP) -10 _ _ Firm. blue grey, clayey fine SAND (SC) - - - - - - -15- - - - - - _ _ Soft. -20- - - - - :/1 ~ rx I I I I blue green, sandy CLAY (CH) - _ _ Firm, -25- - - - - - green gray, sandy CLAY (CH) t - _ Stiff, -30- f- - f- - f- blue gray. sandy CLAY (CH) I I I f- - Very stiff. blue green, CLAY w/limerock fragments "/'// o:--:x f--35- (CH) ~ f- _ f- - f- r- _ Very firm, ....hite. clayey coarse SAND w/limerock -40- fragments (SC) - - ~4S ~ So II. 9 'Of. ,ood f CW w jnm"o, k Y,ogm .0" L -! Lim.rock LSD I I I Continued ./....' V ~^ ~.~ t%.. ~/A (Cl) f/ 0~ 2@>(1 I I 1 I STANDARD PENETRATION RESISTANCE (N.) 10 20 Jo 40 50 60 7oBO'IIlO1 l? G~ ~ ~I I r---~ 1;1 I V ~/I // \ ~ 1\ \ 1] A. ~!"'14t . ! !! 1"81 i I I . i I I I i Iii BLOWS 16" 5-10-13-15 10-11-7-14 8-10-74.37 26-40-30-47 28-30-16-24 7-8-11 1-2-2 2-3-3 2-2-7 4-6-10 6-15-6 1-1-2 12-12-50 ~ StE~ R E~ BORING NO: 8-14 TEST BORING RECORD SCIENCES I~PROJECT: COMMUNITY SPORTS COMPLEX I JOB NO: 24-0670A REPORT NO: 24-0670A-1 _ PROJECT LOCATION: CLEARWATER, FLORIDA I~ELEVATION: NOT PROVIDED BORING STARTED: 3/5/02 BORING COMPLETED: 3/5/02 DRILLING METHOD: WET ROTARY RIG TYPE: CME-45 HAMMER: ROPE AND CATHEAO GROUNDWATER: ~ 3.5 FEET I BORING DIAMETER (In.): 2 3/4" I SHEET 2 OF 2 Remarks: Lost circulation at 30 feet. Circulation regained with casing set to 30 feet. 1 ELEV. DEPTH STANDARD PENETRATION BLOWS r G (FT.) (FL) MATERIAL DESCRIPTION L S R RESISTANCE (N.) /6" 50 . 0 '0 :>0 JO 40 !wO eo 701090101 I - - L1MEROCK :::::: I ~ 50/3 - - ~ T - - - - Boring terminated I I '- 55- , f- - '- - T f- - '- - I f- 60- I f- - I T f- - I f- - , f- - '-65- f- - I "- - I - - - - I -70- I r - - - - I - - f- - '-75- .- I I I I f- - I I f- - : : r- - "- - I -80- - - I - - - - I - - -85- I - - - - - - I - - I -90- - - I - - I - - I - - I I '- 95- I I I f- - I- f- - f- - f- - I I -100- I , I i , I I I I I II I ~ Sp,2 R E~ BORING NO: 8-15 TEST BORING RECORD SCIENCES I PROJECT: COMMUNITY SPORTS COMPLEX I JOB NO: 24-0670A REPORT NO: 24-D670A-1 PROJECT LOCATION: CLEARWATER, FLORIDA I ELEVATION: NOT PROVIDED BORING STARTED: 3/6/02 I BORING COMPLETED: 3/6/02 DRI~L1NG METHOD: WET ROTARY RIG TYPE: CME-45 HAMMER: ROPE AND CATHEAD GROUNDWATER: ~ > 8 FEET I BORING DIAMETER (In,): 2 3/4" , SHEET 1 OF 2 I RelT.arks: Lost circulation at 30 feet. Circulation regained with casing, Casing advanced to 50 feet during drilling to maintain circulation. I Ground water not encountered before wet rotary drilling at 8 feet. G I =lEV. DEPTH I lIs ST ANDARDPENETRA TION BLOWS MATERIAL DESCRIPTION ' . R RESISTANCE (N.) (FT.) (FT.) 16" 0 0 '0 2Q .)0 40 !:oO 6C 1030901 I - - Dark brown, fine SAND (SP) (FilL) . -." ~ Hand Auger '~, - - .,,~,":, - - .;...:.. [X Hand Auger - .,. ~. I -5- Firm, dark brown, very clayey fine SAND (SC) (Fill) 0 IX - I I '"I-R-R .R ;.0 ." "/,y. K ' , , - Loose, gray brown, clayey SAND wlorange staining ~X ~ - (SC) ,,' "E----, 7-5-5-9 ~ ..... Very stiff, dark grey, fine sandy CLAY (CL) ~ ~ - I 1 11-10-13-20 f-10 - ~ J ~ - f- I I ~ - Stiff, green gray, CLAY (CH) Ix ~ ..... - 4-5-8 ~15- I f- - I f- - ! '- I ~ ~"= green gray, very clayey fine SAND (SC) ra, ~ f 8-7-9 -20 8?, I 1 I I - tz: . - I ~ I - r - - Stiff, light gr~y, CLAY w/scattered coarse sand I 2-3-5 -25- (CL) I I - - / '. f- - ~ f- - Firm, blue green, CLAY (CH) :;.-; ,.---, / X 2-3-3 ~30- I f- '- . '- - - - - Soft, blue green, CLAY w/limerock fragments (CH)~I I 1-1-1 -35- ~ \ I ~ - - - - - _ jLoase, while, clayey coarse SAND w Ilimerock rf 13-5-1 , =" ~ '",m.o" (SC) / I I l; /1 I ,/A I ~ _ V.ry "fl. "co green, CLAY (CL) F , 45- HP=.25 1st. I 11-1-1 ~ Loo". whil.. oI'y', """ SAND w /lim"'" ~ %l V~1SZ ~50 ,fragments (SC) ,<''''j ~ l!J I ! l-i-1 I Continued ! I I i I I , : : , : I I I I : ~ St,2 R EllJ BORING NO: B-15 TEST BORING RECORD SCIENCES I PROJECT: COMMUNITY SPORTS COMPLEX I JOB NO: 24-0670A REPORT NO: 24-0670A-1 PROJECT LOCATION: CLEARWATER, FLORIDA ELEVATION: NOT PROVIDED BORING STARTED: 3/6/02 BORING COMPLETED: 3/6/02 DRILLING METHOD: WET ROTARY RIG TYPE: CME-45 HAMMER: ROPE AND CATHEAD GROUNDWATER: ~ > 8 FEET I BORING DIAMETER (In.): 23/4" I SHEET 2 OF 2 I Remarks: Lost circulation at 30 feet. Circulation regained wrth casing. Casing advanced to 50 feet during drilling to maintain circulation. I G I ELEV. DEPTH siR ST ANOARO'PENETRA TION BLOWS MATERIAL DESCRIPTION L RESISTANCE (N.) (FT.) (FT.) /S" 50 0 10 '0 JO ~ 5(l &0 7'J8Q901 Loose, white, clayey coarse SAND w /limerock Y? I I ~ - 'ra.gments (SC) ~; ~ - 0.' ~ .' I- - L1~EROCK ~ I 14-50/5 I ~5S- I I- - >- - - - ........... -= 50/2 - - Boring terminated I -60- - - - - - - I - - ~6S- " I- - I ~ - I- - I >- - ~70- I '- - >- - I - - - - -75- '. .', I - - I - - I - - I - - ~80- I ~ - I I- - >- - '- - ! '-- 85- I I '- - '- - - - - - , I -90- - - - - - - I ~] , I I I L, I I I I ! I I , , I I I I ! I II I I ~SL2 R EN TEST BORING RECORD SCIENCES . PROJECT: COMMUNITYSPORTS COMPLEX _ PROJECT LOCATION: CLEARWATER, FLORIDA _ ELEVATION: NOT PROVIDED I DRILLING METHOD: WET ROTARY I GROUNDWATER: ~ 3.5 FEET - - .- Remarks: 50% loss of circulation at 38 feet. 100% loss of circulation at 40 feel ., Circulation regained at 42 feet without casing. Circulation lost at 45 feet. Circulation not regained - no casing used. BORING STARTED: 3/6/02 BORING NO: 8-16 I JOB NO: 24-0670A REPORT NO: 24-0670A-1 RIG TYPE: CME-45 I BORING DIAMETER (In.): BORING COMPLETED: 3/6/02 HAMMER: ROPE AND CATHEAD 23/4" I SHEET 1 OF 2 G ELEV. DEPTH (FT.) (FT.) o _ _ Gray, ~~ ~ ~ I I . . , , , , , I MATERIAL DESCRIPTION L fine SAND (SP) .>/X t.,..", X -*. ,---: \:~::X ~;~i lX %[X ~p~ ~" - - _ Yellow brown, fine SAND (SP) - _ 5 _,~~;), dark gray brown, fine SAND w/trace cloy - _ _ Very dense, gray brown, fine SAND (SP) - _ _ Very "-10- I- - I- (SC) firm, gray brown, clayey fine SAND '- _ Sliff, blue green, CLAY (CH) I- - __15- I- - I- - l- I- _ Firm, gray brown, clayey coarse SAND w /Iimerock 1-20- fragmenls (SC) '- - - - --- '- - I- ~ -lOense 10 very dense, while, clayey 35- and fimerock fragments (GC) - - - - -40- - - - - .~ "o,moo", ~ I l>'/;- ,--, coarse SAND rf~^ ~~ o ~5iY 0:P :~ fq/A ~~9 /\.61 o </ -:/;' _ ~Soft light gray brown, CLAY w/limerock ~25 ~ (eL) - - _ Firm, lighl gray brown, CLAY w / coarse sand and -30-limerock fragments (Cl) I- - - - - Firm, while, clayey coarse - 45 - limerock fragments (SC) - - - - - _ J Limerock -50 I I Continued SAND w / scattered aX I I S R ST ANDARDPENETRA TION RESISTANCE (N.) 10 20 Jo 4(J !Ie 50 70 I!KJ 901 BLOWS /6" Hond Auger Hond Auger 11'-10-R-1' ]i I 20-24-28-22 13-13-12-12 4-5-6 4-7-10 v / 3-2-2 ~ ~!""~I "" 2-2-3 21-20-20 1 19-15-41 8-13-3 II : ~ ~PE2 R ETW BORING NO: 8-16 TEST BORING RECORD SCIENCES I PROJECT: COMMUNITY SPORTS COMPLEX 1 JOB NO: 24-0670A REPORT NO: 24-0670A-1 PROJECT LOCATION: CLEARWATER, FLORIDA ELEVATION: NOT PROVIDED BORING STARTED: 3/6/02 BORING COMPLETED: 3/6/02 DRILLING METHOD: WET ROTARY RIG TYPE: CME-45 HAMMER: ROPE AND CATHEAD GROUNDWATER: ~ 3.5 FEET I BORING DIAMETER (In.): 23/4" SHEET 2 OF 2 Remarl<s: ELEV. DEPTH STANDARD PENETRATION SLOWS G MATERIAL DESCRIPTION L S R RESISTANCE (N.) (FT.) (FT.) 16" 50 0 '0 :0 Jo 40 s,05Cl7'080tlJIO f- - UMEROCK L I '- - ~ - 50/1 '- - Boring terminated -55- - - - - - - - - -60- I '- - f- - f- - '- - '- 65- ." '- - - - - - - - =703 ~75J := J : - - : - - -80- - - - - - - - - -85- I - - I - - - - ~ - '- 90- I f- - f- - }95~ ! I F-1Oo1 ! i ! I : I I ! I i il I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I APPENDIX 8 KEY TO SOIL CLASSIFICATION I I I I I I I I I I I I I I I I I I I PROCEDURES CORRELA TION OF STANDARD PENETRA TJON RESISTANCE WITH RELATIVE COMPACTNESS AND CONSISTENCY !=:~nrl ~nrl ~r~vpl Standard Penetration Resistance Blows/Foot 0-4 5-10 11-20 21-30 31-50 Over 50 Relative Compactness !=:ilt ~nri r.1~y Standard Penetratign Resistance BlowslFoot 0-1 2-4 5-8 9-15 16-30 31-50 Over 50 Very Loose Loose Firm Very Firm Dense Very Dense Consistency Very Soft Soft Firm Stiff Very Stiff . Hard Very Hard ~ Sn2 I~NC~~ I I I I I I ~ t:) I t:) . I""- 0 "<r N Cl I ~ ~ Zcn 0< t- - I < c= () c: - c= U- 0 ~ c:l cn ~ I :5 c u CJ ..J E 0 -= 0 CIJ c:.. I a x llJ L:.J IT: lI'l >... Z c:l :J 2E I 0 <: ~ (/.) I =i : '- IlJ - <: --- I I I I I I III c::: 0 E <:) '- ... c; c- ... <:) 1~ c::= ~ c:: c::: t..: <:) ~ E II'l ::J U ~ CI) - ... 0 c:: .....J 0 c > 0 '- CI) ~ <J 0 c::: 0 l.l.. 0 N , '" I 0 0.0 :;,.::l 0 E '- o >- ~ CIJ (j c: o '" :; Cl ~ o Q ~ c: o a.. "5 III o o o CIJ '- .-.. .... -;; ~ o 0 '- x o 0 ;ri "0""'0 '" '" 0 o 0 Z ~ o > ell ... '" ~ - i <:) VI Q > ~ '- Cl >- '"0 c: en I,/) Ill- o > c:: '- Cl '"0 o '"0 C '- :r Q 3: ~ '" c: Q ~ > I,/) "" ~ III '00 <:) > >- > aJ~ en .... c: '- CllnJ D >,.'" s:: ~ >- t:: c: c:;) o c:a >- '-- II) c:l c: >.- ::l _ U '- It) I/') o 0 -0 ",,- > C 0 c:l '"0 >.... c: lI'l ('1l D ~Q C ~ 6.>>->- ell ('1l c:l '" (5 en (J ~ <-' '- 2 = o - 0 <: c: ~< .:2 0 .0 ~ '- ::;) c:: "V ~ _ c::: c:: - _I""- -- III 0 III > - .:2 0 ..J ...J c..c.. n <<5 ..- o c: ..... E o c: o > 52 ~ o o E . . 0 ~ '- a a r- E c: .... '- . a 0 ....., N N 0 ..... ..- c.. :':0 <-' 00 .... o > a .... '-"0 ;2- 0= '" ~ c: 0 ~.:2 ~ Z en'Ue>>g 8~~.c: '0 '- () >. 0 .E'.a t; 0 E! ~ en ~ ? ~ S 0 ~ ... .EZ(;' III c;l 9 ~ > OO>gCllC) U ~ ~-=-;:; 0 VI >. ~ c: >->- ('II - u 0 1.1 >. u~ VI- II) > '"0 0 VI >.'" - '"0 ~ c: >. >..111 ill ell ill c: '- ('1l rtJ - rtJ 'Vi uQ. Q Cl '" 'Vi 0- ,.., aJ 1.1 i3 '" "- II) VI- '"0 ~ .... ~ :J >'C >. c: .... "Co ~ '0 CD 0 c a 0 c: aJ C 8 c::- >. "0 en II) > >. >.- ClC CI > I,/) >. rtJ -go c:a 11)"- iJ e: .... ~ E '0 0 E IlJ 0) 1.1 ('II II) c:: I,/) "C 0) > >. 1.1-= II) >. 0 CI >. "- ~ aJ 0 "0 ~ a1 CI CI 11'I- VI- - ('II .... >. c: >-u 11)- '"0 c:: Ol ('1l lI'l -0 >.U ",- c: :J >.- ('1l :J rll -0 ill"C a1 _ U VI C U c: VI- U c: Q '- VI C ~ 11'I- 0 0 c:l ell 0 c: U ~ 'Vi u a. -0 -0 _"0 <= 11'I -- III Q lI'l c: - U II'l >. C ~~ "" II> "0 '0 "0 aI v; VI :;, c: Qv; "C c:a = c: It) <:) E a c.J c:.u c:: '- c:l ('1l (.) tll ... >. > 8 c: >'c C? D VI II) 0 ""-c. c: I,/) 0 6."0 >. >. ",,- "0 == c:l ~ = -= C\'l nI c: ~ = c: 0 ~c2 tll 3: C) ~ Cl a -- ~~IO 0 en u CI) In ..JO c.. : ; '- ~ ~ n 0 _ 0 ~'" <:- <= ~. ~ c '- a < = 0 Cl ::;) ~ 0 0 > _o~ "-~ __..:::l..::: ac: "::-oC",,2:c: c:: Cl -== c: c: ~Oc::o_1""- o~<:)c=-.... Je~e~~ ~ ""'::; 0 C-..J ~ o OZ~c..c.. ~ 2 :;:) .... 0 '- .... "- .2 - 0 - U t..: '-- '- '- c: 0 0 - .... .... u 0 .E 25 ~ ~ u u '-- c: - 0 <: e 2 0 0 - - - u a "- - - c: c: .. ::l U - U U u 2 U ~ ~ >. ?: ?: 0 u U U U U '" ::l v; '" '" in in 0 ... <= Cl <: ell ClI ..0 a:: a:: c::: c: c.. IT: . ...., 0 I 3: (.? lI'l 0 "" >. "C ::: a1 en . . u 0 0 ~ -- 0 a >- E E u '- .... . 0 a ..., L/) N N Cl . 0 ..- ..- a.. r I~ c.. :E () ei:l c..'J c..? ;-., c... I~ ~:r: uo ..J ...J 00 ~8E ~ ~ 6' L/) ~"=' EI.t"l c:"::~3==c:: maoC"Eell ~Ic.S-= .... - . >-- ~ g E - lI'l o.....oc:- S.c II'l -o"'o=~ .,.,'00 "".....;;u~ .~"""5= o Ci 8 e C:zo 0 e..E"E ",..c: _ c::: ..J Co C - -0 >- 0 Q .c .... 0 E~~N ~or;::o C?..,~z C~.Qc: c: c;l ;:l CIS u:~~.c: lI'l :J e ~ ..0_ .... cr: - E jE .., c:: -:;, ~ ~. ...-.. o > o -;;:; , , '-- l:) ~ (J ~ :::: '-' ."l o - >.. .., :::: o !:j o > o Vl o a N a Z o o oS II> 111 c:: c::.. - o !::: 8- N ..- ~ L/) g :; as - - .., o It) L- a u.. . I I I I I I I I I I I I I I I I I I I APPENDIX C LABORA TORY TEST RESULTS ~. I I I I I I I I I I I I I I I I I I I LABORATORY DATA SHEET Project: Job No.: Community Sports Complex 03/22/02 RMT/GS Date: 240670A Technician: Boring 82 @ 6 to 8 feet Brown clayey SAND (SC) 16 Boring B6 @ 2 to 4 feet Gray brown fine SAND (SP-SC) 8 Boring B6 @ 8 to 10 feet Brown clayey fine SAND (SC) 17 Boring B13 @ 4 to 6 feet Gray brown clayey fine SAND (SC) 10 Boring B14 @ 2 to 4 feet Light brown fine SAND (SP-SC) 19 Location ...... _.~:.::. .. ":-->... . :. ~.~- . ..Lic{uXd;~;.. Umif%~:; . .. ; .~ ~-.C .,,.' Boring B1 @ 10 feet Green gray silty CLAY (CH) 100 40 60 Boring B3 @ 13 ~ feet Blue green CLAY (CL) 40 21 19 Boring B4 @ 13 ~ feet Green CLAY (CH) 100 40 60 Boring B8 @ 18~ feet Blue green CLAY (CH) 24 53 29 Boring B12 @ 13~ feet Green gray CLAY (CH) 22 49 27 I I ~ I Q 0 R E~ ~~O'E~TY SCIENCES I SOILS CLASSIFICATION REPORT I PROJECT: Community Sports Complex DATE: 03/20/02 I JOB NO.: 240670A LAB NO.: S-1 CLIENT: City Of Clearwater CONTRACTOR: I DESCRIPTION: Brown clayey SAND (SC) LOCA TION: B-2, 6-8 feet I SIEVE ANALYSIS I I GRADIA TION " Sieve Size % Passing Specification I No,4 100 N/A NO.8 I 100 N/A I NO.10 " I 98.0 N/A : I I No.20: 97.0 N/A No. 40 93.0 N/A I No. 60 77.0 I N/A I No. 80 56.0 I N/A NO.100 46.0 I N/A I NO.140 , 27.0 I N/A I No.200 I 18.0 I N/A I I I I ~ I Q 0 R E~ 'OO'EOTT SCIENCES I SOilS CLASSIFICATION REPORT I PROJECT: Community Sports Complex DATE: 03/20/02 I JOB NO.: 240670A LAB NO.: S-2 CLIENT: City Of Clearwater CONTRACTOR: I DESCRIPTION: Gray brown slightly clayey lOCA TJON: 8-6, 2-4 feet fine SAND (SP-SC) I I SIEVE ANALYSIS I GRADIA TION Sieve Size % Passing Specification I NO.4 100 N/A I NO.8 100 I N/A NO.10 97.0 , N/A I ; No.20 96.0 N/A I No. 40 91.0 I N/A No. 60 72.0 I N/A I No. 80 48.0 I N/A I NO.100 I 35.0 I N/A NO.140 I 17.0 I N/A I NO.200 I 9.0 N/A I I I I ~ I Q 0 R E'" 'AO'EATT SCIENCES I SOILS CLASSIFICATION REPORT I PROJECT: Community Sports Complex DATE: 03/20102 I JOB NO.: 240670A LAB NO.: S-3 CLIENT: City Of Clearwater CONTRACTOR: I DESCRIPTION: Brown clayey SAND (SC) LOCA TION: B-6, 8-10 feet I SIEVE ANALYSIS I GRADIATION I Sieve Size % Passing Specification I NO.4 100 N/A No. 8 I 100 I N/A I No. 10 100 I N/A NO'fO 99.0 N/A I No. 40 94.0 N/A I . I No. 60 75.0 N/A No. 80 I 49.0 I N/A I NO.100 39.0 I N/A I NO.140 22.0 I N/A I NO.200 14.0 N/A I I I I I I I I I I I I I I I I I I I I I I ~ Q 0 R E~ "AOP'EATY SCIENCES SOILS CLASSIFICATION REPORT PROJECT: Community Sports Complex DATE: 03/20/02 JOB NO.: 240570A LAB NO.: S-4 CLIENT: City Of Clearwater CONTRACTOR: DESCRJ PTION: Gray brown clayey fine LOCA TJON: 8-13,4-6 feet SAND (SC) SIEVE ANALYSIS GRADJA TION " Sieve Size % Passing Specification NO.4 100 N/A No. 8 100 N/A No. 10 100 N/A No.20:: 99.0 N/A No. 40 I 93.0 N/A No. 50 72.0 N/A No. 80 47.0 N/A No.100 36.0 N/A No.140 19.0 I N/A No.200 I 12.0 I N/A I I ~ I Q 0 R ElW '~O'E~TT SCIENCES I SOILS CLASS/FICA TION REPORT I PROJECT: Community Sports Complex DATE: 03/20/02 I JOB NO.: 240670A LAB NO.: S-5 CLIENT: City Of Clearwater CONTRACTOR: I DESCRIPTION: Light brown slightly clayey LOCA TION: 8-14,2-4 feet fine SAND (SP-SC) I SIEVE ANAL YS/S I GRADJA TION .. I Sieve Size % Passing Specification I No.4 100 N/A No.8 100 I N/A I No. 10 100 I N/A I No.2d 99.0 N/A No. 40 94.0 N/A I No. 60 71.0 I N/A I N::l. 80 42.0 N/A No.100 31.0 I N/A I No.140 13.0 I N/A I No.200 I 6.0 N/A I I - - I c Q 0 R E I ' . 0 ' f II. 1 T , C I [ ,.. C f S PROJECT CLIENT : I JOB NO. : SAMPLE LOCA TJON SOIL DESCRIPTION I PROCTOR TYPE LIQUID LIMIT. % MOISTURE / DENSITY RELATIONSHIPS OF SOIL (ASTM 0 1557) 8~ Community Sports Complex Pine lias County 240670 A : NA DA TE SAMPLED REPORT NO. SAMPLE NO. REVIEWED BY : 03/24/02 SAMPLED BY 45228 TEST DA TE : P1 IN-SITU M .C . , % : I Hul/ George 03/27/02 2.8 Dark brown fine sand with some rock and clay LBR PROCEDURE o + 3/4" uses: D. ,10 PLASTICITY INDEX. % UNCORRECTED I MAXIMUM DRY DENSITY. PCF : OPTIMUM MOISTURE CONTENT, % FINES. % : AASHTO 108.7 12.7 CORRECTED MAXIMUM DRY DENSITY, PCF : OPTIMUM MOISTURE CONTENT. % 108.7 12.7 I I 120.0 117.5 I 115.0 112.5 110.0 107.5 LL 0 0... 105.0 . , , , >- I- Cf) 102.5 Z W 0 100.0 >- n:: 0 97.5 95.0 92.5 90.0 87.5 850 , . I ! . , ! , . , I - ; . , -. , . . , I , I , i I , , I , , , I i , , I , I I I , I , : . i , ! , ! I i , I i I : . ! ! , I I I I I I ! I , . , I I , I I I , ! I i , , ' . ' , I I , . I : I , , i , I , , . I : I , . , : I ! I I I . . : I , I I : , : i , , .... , I , I I! , '- I , I I IT " , ! , I I : , ,/ , , / ! , , I I I I ,. . . I : f--- I , ; I . , . I ! ~ . . . , , , , " , . , , ... I ! . ,'\ --;- - ''I. I I i I , " I , : : , : , , i , , ,'I. , , , , " " '\ I , : , \ ,'\ -,- " , . \ - I . \ " ~._-- \ .'\ . ..--- --- '\ !mvEs- \Zi FID'J(TKYOTos-c . --- .. . -!-\\ ' .. --- --- -~\~.:~~~: ---- f--. -'-'-- -'-.:... -'-- S.G. 2.80 - . , " \ '\ . _.. \ . , \ '\ "'-~ " ''\. - - ''\. . '- ... -- - , \ -"-... - - '\.' 0.0 2.5 50 - " / .~ 10.0 125 150 175 2C.0 ':'L:J 25.0 :7.5 300 '0') =, 35.0 37.5 48.0 MOISTURE CONTENT (%) OPJES TO Pinel/as County I I C Q 0 R E~ ""O"E~TY ZCIEHCES 1100 Limerock Bearing Ratio Test I 90 180 70 . 60 ,,_.. ..--- ---- 150 40 .-- . __.__.. ___.__...___.. ''''-''"_-'0-'", 130 "- ..------ --.--_.... "'--,-_.. --- -. - -._- 20 I .._n____ --. l--::~~~~::--~--. .. ~----_.---- --". . ___._0.___._--- .,.,. ____ __ ---- ..' - . - 10 _.. I I I 130 I 20 I (0 1 10 1 Modified Proctor Test Results - ...-- .- - - --.. - - - - -. -. .. -. -- .. .h .- ... :r - - - - : .- - - -- - -- h .. -- .. - - .. .. .... - -.. - - -. ... -- -- .- _. -- _h -- - -- - -- - - -- - -- -- - -- - -- h -- .- -. -- - - -. -- h -- - -- - .- - -. ~ --- ~ - - -- -- - .- 8 10 12 14 MOISTURE CONTENT (%) fB196 Date: Report No.: Job Name: Job No.: Sample No.: Client: Location Sampled: Visual Classification: ..;.. 03/25/02 45228 Community Sports COmplex 240670A L1 Pinellas County :Boring B5 Dark brown fine sand with some elay and rock Maximum LBR Value: 23 Maximum Density (pet): 108.7 Optimum Moisture (%): 12.7 I I I I I I I I I I I I I I I I I I I APPENDIX D FIELD AND LABORATORY TEST PROCEDURES / I I I I I I I I I I I I I I I I I I I FIELD EXPLORA TJON PROCEDURES Penetration Test BorinGs The penetration test boring was made in general accordance with ASTM 0 1586--67, "Penetration Test a"d Spfit-Barrel Sampling of Soils". Tne bcr.r.g was advanced to me water table by al1gering a;-,c, a~er ericcuntering the grCi~nONater table, furJ-:er adva..ced by a rotary drilling techniqL:e using 2 c;r::ulating bentonite fiuid for t:Drehole fiushir.g ar;d s~2bility. At t-No-foot ir.terva!s within the upper 10 feet a'ld at five-foot intervals thereafter, the driilir;g tools were removed frorTI L'le borehole and a spiit-barrel sampler inserted to 1....e borehole bot:om a..d droven 18 inches into the material using co 140-pound SPT hammer faIling, on the average, 30 inches per hamrTIer blow. Tne nUrTIber of harnmer blows for the final 12 inches of penetration is termed tr,e "penetration resistance, blow count, or N-value." Tnis value is an index to several in-place geotechnical prop~rUes of the material tested, such as relative density and Young's Modulus. ':',:-:::.r driving the sampler 1 a inches (or less, if in hard rock or rocK-lii<e materiai) at each test i..t::.rvaI, the sampler was retrieved frorTI the borehole and a representative s2mple of the material within U-,e sjJlit-barrel was placed in a glass jar and sealed. After completing the drilling operaUons, t;'ie sarTIpies for each torir.g 'Nere trans;::orted to our la:-oratorj where our e~gineer examine-d them in order to verify the driJlers field classifications. Tne samples will be kept in cur Jacoratorj for a ~e.--;cd of six months, unless otnerHise directed by tj--,e client. t.. uce ~ Bor;:io T;ie aCJger torir.gs were per.or.;-:ed rTIan~ailj by the use cf 2 post-hele auger and in general a:::ccrda,lce with ASTM 0 1452-80 .Soil In'/est:gat:on a.ld Saiilpfir.g by Auger Borings'. ~e.:resent2tive s2fi1ples of the seils brOUGht to tJ:2 groL.:nc s~r.ace by L'ie augering precess were ::iaced in glass jars, sealed, and transjJor.ed to O~r laJcratcrj where they were examined by cur ::~gineer to verify the dr:l[er's field c:assification. I I I I I I I I I I I I I I I I I I I Water Quality Volume Computations I I I I I I I I I I I I I I I I I I I CLEARWATER PHILLIES Pond Volume Calculation Existing Pond 1 Elevation 22.5 23.0 23.5 24.0 24.5 25.0 Area 39640 41220 42880 44540 46200 46900 Ave. Area 40430 42050 43710 45370 46550 Iner. Vol. 20215 21025 21855 22685 23275 23-Jul-02 Volume o 20215 41240 63095 85780 109055 23.75 - - - - -- - -- -- - - - -.,. - - - - - - - - - -- -- - - -" - - -- - - - -- - I I I I I I I I I I I I I I I I I I I 25.00 24.75 24.50 24.25 24.00 23.50 23.25 23.00 22.75 22.50 0.0 Clearwater Phillies Storage at EXISTING POND NO.1 stage ----------J--- -------------l-------.--------- . . . , . : . , . '. . . ., ------- - - ---!----- ---- ------e---t . : , , -------------------------------------------- , , -------------,--_._------------- ------, f: '-.f.-I -::. z; 3. B ----"1----------- --- , , -,-----------------,--- I , , ') , '7 u u u: /,J.G. _ -/0 L -=. S'-! 353 ,:-r > 5L) $"'D'? F.,' - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -:- -t - - - - - - - - - - - - - - -, - - - - - - - - - - - - - - - - , 20.0 40.0 80.0 60.0 100.0 120.0 Cubic Feet (Thousands) Proposed Conditions I I I I I I I I I I I I I I I I I I I CLEARWATER PHILLIES Pond Volume Calculation Proposed Pond 4 Elevation 18.0 19.0 20.0 21.0 22.0 Area 12154 14300 17117 20526 24036 Ave. Area 13227 15709 18822 22281 Iner. Vol. 13227 15709 18822 22281 23-Jul-02 Volume o 13227 28936 47757 70038 I I I I I I I I I I I I I I I I I I I Clearwater Phillies Storage at PROPOSED POND NO.4 Stage 22.0 - - - - - - - - - - - -,- - - - - - - - - - - -.. .: . ' . . . . . . . . 21. 6 21.2 20.8 ------ ------J--- , , - - - - - - ~ - - - - - - - - - - - - -, - - - - - - - - - - - - I 20.4 , , , , ------..-------------1-------- ____1_____________, 20.0 19.6 ..... u. --.... ~'i~:.j'- ~ - ,C\.?'" ---"-... -....... _. 19.2 18.8 .....1.....:... I 18.4 vJ.f;) VOL. ::I/c "5 if' f=>l~!. ~ J~ '~5 r''> ...... u. .. ............ -. .1....... -.,.... _. --~ --.. 18.0 0.0 100.0 200.0 300.0 400.0 500.0 600.0 700.0 800.0 Cubic Feet (Hundreds) Proposed Conditions I I I I I I I I I I I -I I I I I I I I Pond Stage - Storage Curves I I I I I I I I I I I I I I I I I I , Clearwater Phillies Storage at POND NO.1 . . . . . . . . '. . _ _ _ _ _ _ _ _ _,.. _ _ _ _ - - - - - -1- - - - - - - - -i- - - - - - - - -.. -- ., . ' . . . . . . , . , . '. _________._ ________J.__________ .' .e: . . . . . . . . - -- - -- -, - - - -- - - - -- -- - - -- - -~. - -- - -- - - - -: -- - - - - - - -- ,-- - - - -- - - - - ., ., . ' . . . . . . , . --, ----------T----- -----r-e '. . .' .: . , . ' . ' . . . , . --.--~-------" : . : ,. , . ' . .' . : . , . , . - !I~- - - - - ~ - - - - - - - - - - - ~_ . . , . :. ,. . .' .' . ' . : . stage 25.0 24.8 ----1-- , 24.6 24.4 -, , 24.2 24.0 23.8 23.6 23.4 ----------r- , --r----- , , , -----,------------1- , , -------... , , - -.. - - - - - - - - - - - 1 , , - - - - -1- - - - - - - - - - -... - - - - - - - - - - -, , , , , , , -1-- - -, - - - - - - - - - - T - - - - - - - - - - r - - - - - - - - - - -,- - - - - - - - - - - -,- -- , , , , 23.2 23.0 0.0 100.0 200.0 ________J.___ , ----; ----1- , , ---------1-----------, 300.0 500.0 700.0 800.0 900.0 400.0 Cubic Feet (Hundreds) Existing Conditions 600.0 I I I I I I I I I I I I I I I I I I ~ Clearwater Phillies Storage at EXISTING POND NO.1 stage 25.00 24.75 24.50 24.25 24.00 23.75 23.25 23.00 22.75 22.50 0.0 -- -----,- - - - ---.-- . . . . , . , . '. . . ., - -- -- - - -- -,-- -- - - - - - - - - - -. - ~ - - -- - -- - - - - - - .. - - . ' - -,- - -- - - - - - - - - - - - -1- -- 23.50 ----------------,------ , , - - - - - - -1- - - - - - - - - - - - - - - - - -< - - - - - - - - -- - - -I - - - - - - - - - - - - - - -- , , - - -I - - - - - - - - - - - - - - - -,- - - - - - - - - - - - - - - - -""i - - - - - - - - - - - - - - - -- 20.0 40.0 60.0 80.0 Cubic Feet (Thousands) Proposed Conditions 100.0 120.0 I I I I I I I I I I I I I I I I I I I Clearwater Phillies Storage at PROPOSED POND NO.4 stage 22.0 ----------- -------------,- -----------, ------------,------------,-- - - - - - - - - - -,- - - - - - - - - - - - -e - - - - - - - -- .: . . . . . . . . . 21. 6 21.2 20.8 I - --------~------ ----~------ ------, ------------~- 20.4 20.0 ----------- ---- -- -----1----------- 19.6 , , _ _ _ _1_ _ _ _ _ _ _ _ _ _ _ _,_ _ _ _ _ _ _ _ _ _ _ _ _ L , -----~-------------~------------ 19.2 , , , - - - -,- - - - - - - - - - - - -1- - - - - - - - - - - - -I - - - - - - - - - - - ,- -- 18.8 18.4 18.0 0.0 500.0 700.0 800.0 600.0 200.0 300.0 400.0 100.0 Cubic Feet (Hundreds) Proposed Conditions I I I I I I I I I I I I I I I I I I I Pond Routing Curves I I I I I I I I I I I I I I I I I I I 60.0 50.0 40.0 30.0 20.0 10.0 0.0 0.0 Clearwater Phillies Inflow/Outflow at POND NO.1 CFS - - - - - - - - - - - -, - - - - - - - - r - - - - - - - -. - - - - - - - - -,- - - - - - - - r - - -- - - -..., - - - - - - - -,- -- , , -------,------ - - I - - - - - - --, - -,. - - - - -.. -- -------~---______I , , , , , , , , _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _ _..I _ _ _ _ _ _ _ _, , , , , , , , , , , , _ _ I... _ _ _ _ _ _ _ _..I _ _ _ _ _ __ , , , , - - - - - - - -. - - - - - - - - -,- - - - -- , , , , , , , , -------,-- , , - - - - - - - --, --------1--------- -----, - -,- - - - - -- 2.5 7.5 10.0 12.5 15.0 17.5 20.0 22.5 25.0 5.0 Time During storm in Hours Existing Conditions THRUPUT Notes CFS IN 53.626 CFS OUT 52.503 I I I I I I I I I I I I I I I I I I I CFS 50.0 45.0 40.0 35.0 30.0 25.0 20.0 15.0 10.0 5.0 0.0 0.0 Clearwater Phillies Inflow/Outflow at EXISTING POND NO.1 - - - - - -1- - - - - - - - - I , , , , , , , , , , - - -!- - - - - - - - - -; - - - - - - - --I , , , , I I:' _ n _ _ _ _ _ _ _,__ __ _ _ _ _ _ ~ _ _ _ _ _ _ _ _; _ __ n _ J: I _ _ ___ __ c _ _ _ _ n _ L n_ _ _ __,__ __ _ _ _ __ c _ _ _ n 1:1 I: I I: I I: \ : n _ n _ _ __ _ _ __ _ __,_ _ _ __ _ _ _ _, n _ n _ n _ _ _ _ _ _ ~:_ j _ _ _ _ _ __ ~ __ _ _ _ n, _ n n _ _ _,_ _ _ _ __ _ _ _ __ _ __ ___ I: I I; \ I: I I: I - --- - -- - --- - - -,- - --- ---, n n --- ~ _ _ _ _ _ _ _ r:- ~ --- --- ~ -- I: I I: I I: I I: I --- --- I-:n I ,: I I: , I: , , , _______ __ ______1_____ ___.I.. _______.J__ ___ l_:___ _____L________..l_________I______ __.1..________ I: \: : : : I: I :: I: I , , I : , , r -:- - - -1- - - ~ - - - - - - - - ~ - - - - - - - - -:- - - - - - - - -; - - - - - - -- I 1 1 1 1 1 , \ : ---, --- J ----- L- I \: I ': I \ I \ I ---: \ , , I : I : I I , , 1 I I I - - - - -,... - - - - - - - -..., - - - - - - - - -1- - - - - - - - - i- - - - - - - -- , , , , , , , , , , , , , , - - - - - - - - - - - - - - - - - -, - - - - - - - - - - - - - -- 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 22.5 25.0 Time During Storm in Hours Proposed Conditions THRUPUT Notes CFS IN 48.701 CFS OUT 44.055 I I I I I I I I I I I I I I I I I I I CFS 40.0 Clearwater Phillies Inflow/Outflow at PROPOSED POND NO.4 ---------t---------r--------,- , , -------I---------r------ -, , , , , , --------I---------r---- , 36.0 -------- __n_ n+n n___.________~------- ,_________"__n_ 32.0 28.0 24.0 20.0 16.0 12.0 8.0 4.0 0.0 0.0 , , _ _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ _ l. _ _ _ _ _ _ _ _ ...I _ _ _ _ _ _ _ '_ _ _ _ , , _ _ _ _ _...l _ _ _ _ _.. _ _ _,_ _ _ _ _ _ _ _ _ L _ _ _ _ _ _ _...l , , I , 1 I , - - - - - - - - -1- - - - - - - - -I - - - - - - - - -1- - - - - - - - - T - - - - - - - --, , , I II " , I I - - - - - - - - - - - - - - ~ - - - - - - - -r: ~ - - - - - - ~ - - - - - - - - ~ - - - - - - - - -:- - - - - - - - - ~ - - - - - - - --; I: I ' ,: , I: ' I: I nm -1-:-\ I: I I: I , I , I: , , , , , , 'I ' , , , , _ _ _ _ _ _ _ ~ _ _ _ _ _ _ l_:_ _ _ _ _ _. _ _ ~ _ _ _ _ _ _ _ _ ~ _ _ _ _ _ _ _ _ _:_ _ _ _ _ _ _ _ _ ~ _ _ _ _ _ _ _ _ ~ I: I I: ' ,: ' ,: I , - - - - - - - ~ - - - - - - ~ -;- - _l_ - - - - ~ - - - - - - - - ~ - - - - - - - -:- - - - - - - - - T - - - - - - - --: 1 I I I I I , I,' , - - - - - - - ~ - - - - - -1- -;- - - ~- - - - ~ - - - - - - - -; - - - - - - - T - - - - - - - . - - - - - - - -, I \ I \ I \ I, \ , n n n n n n n - - n - . - __ - __ - - - - - - F - n _ _ n _ n\: n I '..... ,/ '" I ' , , ----,---------....---- ------1 --------1 ...... -- 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 22.5 25.0 Time During storm in Hours Proposed Conditions THRUPUT Notes CFS IN 38.520 CFS OUT 28.542 I I I I I I I ,I I I I I I I I I I I I Water Quality Volume Drawdown Curves I I I I I I I I I I I I I I I I I I I Clearwater Phillies Stage EI. at EXISTING POND NO.1 stage 23.8 23.6 - - - - - - - - - - -; -- --------1 , , , , - - - - - - - - - -, - - - - - - - - - - -- --I ---------- 23.4 , _ _ _-I _ _ _ _ _ _ __ __ _ L _ _ _ _ _ _ __ _ _1_ _ _ _ _ _ _ _ _ _ _..1_ _ _ _ _ _ _ _ _ __ _ _ _ _ _ _ _ _'__ - - - -- - - -- 23.2 ---------- -----------t------ --- 23. 0 - - - ~ - - - - - -:- - - - - - - - - - - -, - - - - - - - - - - r 22.8 , , - - -,- - - - - - - - - - - t - -- , , , , --,------------t------ , , , , ---,----------- 22.6 0.0 20.0 70.0 10.0 30.0 40.0 50.0 60.0 Time During Storm in Hours Proposed Drawdown Conditions STAGE El Notes Peak El 23.800 At Hour 0.000 80.0 I Clearwater Phillies I Filter Drawdown Time I Elevation Feet 19.4 I I 19.2 I I 19.0 I I 18.8 I I 18.6 I I 18.4 I I 18.2 I I 18.0 0.0 4.0 8.0 12.0 16.0 20.0 24.0 28.0 32.0 36.0 40.0 I Drawdown Time in Hours Proposed Drawdown Conditions I I I I I I I I I I I I I I I I I I I I Stage-Time Curves I I I I I I I I I I I I I I I I I I I 23.6 23.5 23.4 Clearwater Phillies Stage EI. at POND NO.1 stage -1 --------,-- , , , - - - - - - - - - - - -,- - - - - - - --, ---- -1- - - - - - - - 1 - - - - - - - - -, - -- , , _______~_________'_____ ___L _______~ , , , , , , , , _ _ _ _ _ _ _ J _ _ _ _ _ _ _ _ _'_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __ , , 23.3 -- -- -- - ~ - -- -- -- --:- - -- -- - -, - - - - - - --. -- -- -- --,- -- - - - --, -- -- -- -- ~ - - - - -,- -- -- -- -- - - - -- --- , , 23.2 23.1 23.0 0.0 , , - - - - - - - 1 - - - - - - - - -,- - - - - - - - - r - - - - - - - 1 - - - - - - - -I - - - - - - - - r -------,--- , , - - - l - - - - - - - -, - -- , , ----,--------- -------- 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 22.5 25.0 Time During Storm in Hours Existing Conditions STAGE Ell Notes I Peak El I I 23.595 I i At Hour I I 12.500 I L==J I I I I I I I I I I I I I I I I I I I stage 24.75 24.50 24.25 24.00 23.75 23.50 23.25 23.00 22.75 22.50 0.0 Clearwater Phillies Stage EI. at EXISTING POND NO.1 - - - - - - - - - - - - - - - -,- - - - - - - - - - - - - - - -"1 - - - - - - - - -1- - - - - - - - r - - - - - - - -..., - - - - - - - - -,- - - - - - - - - - - -- , , ---------,--------- - , , , , ------,---- , , ----,---------,--------- , , - - - - - - - - - - - - - - - -1- - - - - - - -,- , " _______ _________,_________ ________J___ _____1_______ , " - - - - - - - - - -1- _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _1_ - - - - - - - _.... - - - - - - - _... - - - - - - - - -1- _ _ _ _ _ _ _ _... _ _ _ _ _ _ __ I I I 1 , , , , , , , , - -., - - - - - - - - -,- - - - - - - - -.- , , , , , , , , , , , , - - - - - - - - - -,- - - - - - - - - - - - - - - -, - - - - - - - - -,- - - - - - - - -. - - - - - - - -,- , " , " , " , " , " , " , " , " , , ------------------,--------------------'----------- - - - - - - -,- - - - - - - - - r - - - - - - -- , , , , , , , , , . , -------,---------:-"---------,------ 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 22.5 25.0 Time During storm in Hours Proposed Conditions --- iSTAGE El Notes Peak El 24.703 At Hour 12.600 I I I I I I I I I I I I I I I I I I I stage Clearwater Phillies Stage EI. at PROPOSED POND NO.4 22.0 - - - - - - - - - - - - - - - -,- - - - - - - - - r - - - - - - - -, - - - - - - - - -1- - - - - - - - - r - - - - - - -l- - - - - - - - - - - - - - - - - r I , I I I , I I I , , 21. 6 , , -------- ---------1---------,..--------.,-------- ---------1----------1-- ------1--------..1--------- , " , " , , , , 21 . 2 - - - - -.. - - - - - - - - - -'- - - - - - - - - L - - - - - - - _...I _ _ _ _ _ _ _ _1_ _ _ _ _ _ _ _ L _ _ _ _ _ _ _ _ j _ _ _ _ _ _ _ _ _'_ _ _ _ _ _ _ _.L. - - - - - - - - 20.8 20.4 20.0 19.6 19.2 18.8 18.4 18.0 0.0 -,- - - - -- , , - -.. - - - - - - - - - - - - -.. - - -,- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- ---1--- , , , - - - -1- - - - - - - - -.... - - - - - - - -...- , , , , , , , , , , , , , --<---------1--- , , , , , , ------- ---------,- ----------- ----~--- , t ' I - - - - - - -I - - - - - - - - -I - - - - - - - -,- - - - - - - - -1- - -- , , - 1 - - - - - - - - -,- - - - - - - - -.. - - - - - - - - - - - - - -1- - - - - - - - r -- , , , , - - - - - - - - - - - - - - - -,- - - . - - - - -... - - - - - - - ~ - - - - - - - - -1- -- , , , , 2.5 5.0 7.5 10.0 12.5 15.0 17.5 20.0 22.5 25.0 Time During storm in Hours Proposed Conditions STAGE El Notes Peak El 21.610 A t Hour 12.500 I I I I I I I I I I I I I I I I I I I BRN Models Existing Conditions Model Water Quality Verification Model 25 Year, 24 Hour Routing Model Drawdown Analysis Model Storm Pipe Model Side Drain Sand Filter I I I I I I I I I I I I I I I I I I I Existing Conditions Model I 11711.BRN I EXISTING CONDITIONS SUMMARY REPORT C:\HSS\11711.WBS\11711.BRN I Created. : "led Ju1 10 07:59:52 2002 Revised. : Fri Ju1 19 10:15:10 2002 Executed: Hon Ju1 22 08:27:48 2002 I Project Run Converged. Prepared By I Charlotte Engineering And Surveying,Inc 110 S. Hoover Boulevard, Suite 206 Ta:npa, Florida 33609 I Project Contains 7 Paths. Project Contains 6 Nodes. Project Contains 0 Sgn1s. I 1 Path I Up Stream Node Name 1 Davin Stneam Nc,de Name I Path Type I 1----------------------------------------------------------1 I 0 I EXISTING SOUTH B.l\SIN I POIlD NO. 1 I DIRECT I 1 11 POND NO. 1 I CONTP,OL STRUCTURE I VERT Gl'-cTE I I 2 I POND NO. 1 I CONTROL STRUCTURE ! RECT li'1EIR I I 3 I CONTROL STRUCTURE I porro NO.3! PI PE I 1 4 I POND NO. _, IOUTFJ,,:CL 1 VERT GF:TE I 1 51POND NO.3 IOUTFJ,,:CL IRECT ,-JEIRI 1 61 EXISTING NORTH BJ"SIN 1 OUTE7',LL I DIRECT I I I I INodel Name INode Typel 1------------------------------------1 I 01 EXISTING SOUTH BP,SIlI I SCS SITE 1 1 11EXISTING NORTH BASIN ISCS SITS 1 I 21 OUTFALL I STH;ING 1 1 31 CONTROL STRUCTURE I,TUnCTION 1 I 4 1 PonD no. 3 I STOR}:,GE 1 1 51PonD NO.1 IPOND I I 1 Node 1 Name I n,~de Type I Hin E1. at Hr. 1 Ha:': 81. at Hr. I 1--------------------------------------------------------------------1 I OIEXISTING SOUTH BJ"SIn ISCS SITE I 25.0 .':"01 25.0 0.00 1 1 11EXISTING NORTH 8.l',SIN ISCS SITE I 25.0 0.001 25.0 0.00 I 1 2 1 OUTFALL ISTF,GING 116.0 0.00116,0 0.001 I 31CONTROL STRUCTURE IJUNCTION I 18.1 0.001 20.9 12.50 I I 41pOND 110.3 ISTOR}\'GE I 17.5 O. 1 1:3.~ 13.40 1 I 5 1 pon 0 no. 1 I POlIO I 23. 0 0, (r ':' I 23. 6 12.50 1 I I Elsvations in Feet, tIods3 ~arked ~ith an '*' have FICIQdsd. I I Nc:<de I Name \ Ha~,:ilnurn CFS Irlfl':Y.,t j l'-'1a:.:irrLum CFS CutflrYJ I 1------------------------------------------------------------------------1 1 OIEXISTHrG SOUTH 8}",SHI 1 53.63 @ 12.4 CJ:,uL.sl 53.63 i@ L'.4::1 H,:ursl 1 11 EXISTHI'G NORTH BP,SHr I 29.19 @ 12.30 fiY1L3; 2".1 c; @ ~~..o) H':"~rs 1 1 2 1 OUTFALL 1 38.25 @ 1.2.4 H':",lrsl u "H,:,ursl I 3ICONTPJ)L STRUCTUEE I 52.50 @ 12.50 H()ursl 5:2.46 @ 12..5;~1 I--k';_lrsl 1 41 POtlD tlO. 3 I ~<? 46 12.50 H:,urs I 22.38" 13.4 HC''-2L'S 1 I 51POND NO.1 I 53.6:5 12.40 H'Jursl 52.50 @ 1 .50 Hours] I I I Network Summary (US Std) I 11711.BRN EXISTING CONDITIONS PATH REPORT C:\HSS\11711.WBS\11711.BRN Created. : Wed Ju1 10 07:59:52 2002 Revised. : Fri Jul 19 10:15:10 2002 Executed: Mon Jul 22 08:27:48 2002 Project Run Converged. Prepared By Charlotte Engineering And Surveying, In': 110 S. Hoover Boulevard, Suite 206 Tampa, Florida 33609 Project Contains 7 Paths. Path 000 from Node 000 (EXISTING SOUTH BASIN) to Node 005 (PDND NO. l) IPath 000 10 1026307838 I IPath 000 Output Data I Type DIRECT US Std I I Type DIRECT US Sed I 1--------------------------1 1--------------------------1 10010IRECT..---------- 1011 1021 1031 1041 1051 1061 107 I 1081 1091 1101 1111 1121 1131 114 I 1151 HW PE/KE NO 116IT>') PE/KE YES 117IHa:~ tit1.. 25.000 Ft 1181Haz TliL. 25.000 Ft 100lInput 10 1011FlO'.; TO. I 02 I Vol TO.. 103jHax In.. I 041Hin In.. 1051 t1a:-: Out. 1061 t'lin Out. 107 I 1081 1091 1101 1111 1121 1131 1141 1151Fwd K... 1161Rev K... I 17 I F.,;d X... 118IRev..... l0263!J72.38 0.000 CFS o CF 53.626 CFS 0.000 CFS 53.626 ers 0.000 eFS 0.000 0.000 0.000 0.000 Path Report (US Std) I 11711.BRN I Path 001 from Node 005 (POND NO.1) to Node 003 (CONTROL STRUCTURE) I IPath 001 ID 1026310876 I I Type VERT GATE US Stdl 1--------------------------1 100lCrest E1 23.140 Ft I 101IWidth... 10.000 Ft I 102IHeight.. 1.390 Ft I 10310rfc C.. 3.200 I 104IShape... RECTANGLE I 1051F1apgate NO I 106IHand1e.. Namel 1071-----------------------1 1081 I 1091 I 110 I I 1111 I 112 I I 1131 I 114 I I 1151HW PEIKE YES I 1161TW PEIKE NO I 1171Max Wh.. 25.000 Ft I 1181Max TW.. 25.000 Ft I I I I I Path 001 Output Data I Type VERT GATE US Stdl --------------------------1 OOIInput 10 1026310876 011 Flow TO. 0.000 CFS 02IVo1TO.. OCF 031Max In.. 52.503 CFS 041Min In.. 0.000 CFS 051Max Out. 52.503 CFS 061Min Out. 0.000 CFS 071 081 091 101 111 1121 1131 1141 1151 Fwd K... O. c,or, 1161Rev K... 0.000 117 I Fwd -,' (, . ,) 0 0 1181Rev X... .OCIO I Path 002 from Node 005 (POND NO.1) to Node 003 (CONTROL STRUCTURE) I IPath 002 10 1026309012 I IType RECT vffiIR US Stdl 1--------------------------1 100lCrest E1 24.530 Ft I 101IWidth... 21.000 Ft I 1021Weir C.. 3.200 I I 03 I NUffi Ends 0 t 1041-----------------------1 105lBreadth. Ft I 1061-----------------------1 107 I I 108 I I t 091 I 110 I I 1111 I 112 I I 1131 I 114 I I 1151 HVT PE/KE YES I 1161TW PEIKE NO I 1171,'lax HH.. 25.000 Ft I 1181Max TW.. 25.000 Ft I I I I I I I I I I IPath 002 Output Data I I Type RECT HE IF: US Std I 1--------------------------1 100lInput 101 1011 Flow T':I. 1021Vol TO.. 1031Max In.. 104 I tii n In.. I 05 I ~lax Out. 1061Min Out. 107 108 109 110 111 112 113 114 115 Fwd r:... 116 Revr:... 117 F'wd .".. 118 Rev;':... 63(J9012 0.000 CFS o CF 0.000 CFS 0.000 CFS 0.000 CFS 0.000 CFS 0.000 0.000 .000 IJ.OOO 2 Path Report (US Std) I I 11711.BRN I Path 003 from Node 003 (CONTROL STRUCTURE) to Node 004 (POND NO. 31 IPath 003 ID 1026308920 I IPath 003 Output Data I 1 Type PIPE US Std I I Type PIPE US Std I 1--------------------------1 1--------------------------1 100ILength.. 775.0 Ft 1 100lInput ID 1026308920 I 1011Mann N.. 0.013 I 1011F1ow TO. 0.000 CFS I 102 I Rise. . . . 4.000 Ft I 1021 Vol TO.. 0 CF I 103ISpan.... 4.000 Ft I 1031Max In.. 52.460 CFS 1 104IInlet------------------1 1041Min In.. 0.000 CFS I 105IInvert.. 18.ll0 Ft 1 1051Max Out. 52.460 CFS I 1061Ent Ke.. 0.200 I 1061Min Out. 0.000 CFS I 107 I Outlet-n---nnnn-n I 107 I I 108IInvert.. 16.070 Ft 11081 I 1091Ent Ke.. 0.200 I 1091 I 110 I n______nn_____nnn I 110 I I III I Bv-, Steps 0 I III I I 1121 _______n__n_n___n__1 112 I I 1131 I 1131 I 114 I I 114 I I 115IW^, PE/KE NO I 1151F'Nd J-:... O.O':!O I 116ITVJPE/KEYES 1116IRevr:... .000 I 1171Max HH.. 25.000 Ft I 117IFwd .~... O.OOCr I 1181Hax Tv-,.. 20.700 Ft I 1181Rev .~... 1).000 I I I I I I I Path 004 from Nc,de 004 (POND NO. 3) t,~ r:':,de 002 (OUTFJ\LL) IPath 004 ID 1 6308712 I ITy~e VERT GATE US Stdl 1--------------------------1 100lCrest El 17.500 Ft I 101IWidth... 1.500 Ft 102IHeight.. 5.390 Ft 10310rfc C.. 3.200 104IShape... RECT,;NGLE 1051 Flap';Jate NO 106IHandle.. Name 1071----------------------- 1081 1091 1101 III I 1121 1131 1141 1151H.fT PE/KE YES 1161T'" PE/KE NO 117 I Ha:-: H';-l.. 2Ci. 700 Ft 1181 Ha:.: TV!.. 23.000 Ft I I I I I I I I I I Path 004 Out~'ut Data 1 Tyr::'8 \/ERT '-'3,~TS us Std I --------------------------1 00 I Input ID lO2630E;712 01 I Flclw TO. O. 000 CFS 02 IVaI TO. 0 CF 03 IHax In. n 376 CFS 04 Hin In. O. 000 CFS 05 t1ax Out. ,),-) 376 CFS 06 t..![in Out. O. 000 CFS 07 08 109 110 III 112 113 114 115 Fwd K... 116 I Rev r:.. . 11 7 I F'Nd Z... 118 I Rev X. . . 0.001.] CI. 0(1I~1 O.OerCi O.OOIJ 3 I Path Report (US Std) I 11711.BRN I Path 005 from Node 004 (POND NO.3) to Node 002 (OUTFALL) I IPath 005 ID 1026308716 1 IType RECT WEIR US Stdl 1-------------------------- 100lCrest El 22.890 Ft 101IWidth... 10.000 Ft 1021Weir C.. 3.200 1031Num Ends 0 1041----------------------- 105lBreadth. Ft 1061----------------------- 107 I 1081 1091 1101 1111 1121 1131 1141 1151 HvJ PEIKE YES 1161 TW PEIKE NO 117IHaz Hv-J.. 20.700 Ft 1181Haz TW.. 23.000 Ft I I I I IPath 005 Output Data I IType RECT WEIR US Stdl 1--------------------------1 100lInput ID 1026308716 I 1011Flow TO. 0.000 CFS I 1021Vol TO.. 0 CF I 1031Hax In.. 0.000 CFS I 104 I rvrin In.. Ci. 000 CFS I 1051Hax Out. 0.000 CFS I 1061Hin Out. 0.000 CFS I 07 I I 08 I I 091 I 10 I I 111 I 12 I 1 131 I 141 I 15 1 FOdd r~... O. 000 1 161Rev K... 0.000 1 17 I Fvrd z:... 0 . 000 1 181Rev X... 0.000 I I Path 006 from Node 001 (EXISTING NORTH Bl',SIN) to ilode 002 (OUTFl',LL) I IPath 006 ID 1026307859 I IType DIRECT US Stdl 1--------------------------1 100IDIRECT..---------- 1011 1021 1031 1041 1051 1061 1071 1081 1091 1101 1111 1121 1131 1141 1151 H"0J PEIKE NO 1161 TW PElKE NO 117IHaz n^T.. 25.000 Ft 1181Haz TW.. 23.000 Ft I I I I I I I I I Path 006 Output Data Type DIF~ECT US Std I --------------------------1 OOIInput ID 1 6307859 I 011 Flo~tI TO. C. C!OO '__t::;, I 02 I Vol TO.. 0 CF 1 031Max In.. 29.193 CFS I 041Hin In.. 0.000 CFS I 05IMa:{ Out. 29.193 ers 061Min Out. 0.000 crs 071 1081 1091 1101 111 1 1121 1131 1141 115 I E\ld K... 0 . (100 1161Rev K... 0.000 11 7 I Fwd Io... 0 . 0 (; 0 1181Rev Z... 0.000 4 I Path Report (US Std) I 11711.BRN I EXISTING CONDITIONS NODE REPORT C:\HSS\11711.WBS\11711.BRN I Created. : Wed ,Jul 10 07:59:52 2002 Revised. : Fri Jul 19 10:15:10 2002 Executed: !vlon Jul 22 08:27:48 2002 I Project Run Converged. Prepared By I Charlotte Enginssring And Surveying, IDe 110 s. Hoover Boulev3rd, Suit~ 206 Tampa, Florida 33EJ9 I Project Contains 6 ~Jodes. I I Node 000 Name EXISTING SOUTH BASHJ Input# 1027088110 ITYP8 SCS SITE US Stdl 1----------------------------------------------------1 ]OOIFlood El. 25.000 Ft ] I 1011-------------------------------------------------1 102IStorm.... SCS_II!vl IFre8z8... YES I 103lRainFall. 9.000 In IFr8ez8... YES I 1041-------------------------------------------------1 105IArea..... 15.830 Ac I I 1061Curv8 No. 95.000 I I 107 I UHG Fil8. SCS 256 I I 108]Ia Factor 0.200 I I 109ITc....... 0.480 Hrs i ] 1101------------------------1 ] 1111 I ] 1121 I I 1131 I 1 114 I I I 1151 I I 1161-------------------------------------------------1 11718as8 Flow 0.00 CFS IStage TO. Ft I 1181X Coe,rd.. Fe IY Co,:ord.. Ft I I I I I I I I I I I I I Node Report (US Std) I 11711.BRN INode 000 Name EXISTING SOUTH BASIN Output Data IType SCS SITE US Std] 1----------------------------------------------------1 1001 Input 10...................... 1011 Flood Elevation Reached... .... 102]Initia1 Stage Elevation....... ]03lInitia1 Storage.......... ..... 1041Maximum Stage Reached......... 1051Minimum Stage Reached......... I 06 I Maximum Gross Storage......... 1071Maximum Detention Storage. .... 108] Final Stage Elevation......... 1091Time of Maximum Stage...... ... 110lTime of Minimum Stage......... ] 111 1121 1131Peak Nodal Intake............. 1141Time of Peak Intake........... 1151Peak Nodal Output............. 1161Time of Peak Output........... 1171Points Out of Tolerance... .... 1 181i'laximum Sta'Cje Error........... INode 001 Name EXISTING NORTH BASIN Input# 1027088084 IType SCS SITE US Stdl ]----------------------------------------------------1 100lF1ood E1. 25.000 Ft 1 I 1011-------------------------------------------------1 102IStorm.... SCS 11M IFreeze... YES I 1031RainFa11. 9.000 In IFreeze... YES I 1041------------------------ ------------------------1 105IArea..... 7.760 Ac I 1061Curve No. 81.100 I ]07]UHG File. SCS 256 ] 108]Ia Factor 0.200 I 109ITc....... 0.267 Hrs I 1101------------------------ I 1111 I 1121 I 1131 I ] 14 I I 1151 1161-------------------------------------------------1 117]8ase Flow 0.00 CFS IS~age TO. Ft 1 118]XCoord.. Ft IYCoord.. Ft 1 I I I I I I I I I I I I I I I I I 1027088110 NO 25.000 Feet 0 CF 25.000 Feet 25.000 Feet 0.000 CF 0 CF 25.000 Fee~ 0.000 H':Jurs O. rJOi} Hc,urs S:5.C2G CFS 12.400 HDurs 53.626 CE'S 12.4(10 Hc,urs 0 0.000 Feet 2 I Node Report (US Std) I 11711.BRN I I INode 001 Name EXISTING NORTH BASIN Output Data 1 IType SCS SITE US Stdl 1----------------------------------------------------1 I Node 002 Name OUTFl',LL Input # 1026311397 IType STAGING US Stdl 1----------------------------------------------------1 100lFlood El. 23.000 Ft IPE to KE. NO 1 1011-------------------------------------------------1 102ITime..... Hrs IStage El. Ft I 103ITime..... Hrs IStage El. Ft I 104ITime..... Hrs IStage El. Ft I 105ITime..... Hrs IStage El. Ft 1 106ITime..... Hrs IStage El. Ft I 107ITime..... Hrs IStage El. Ft I 108ITime..... Hrs IStage El. Ft I 109ITime..... Hrs IStage El. Ft 1 IIOITime..... Hrs IStage El. Ft I 111ITime..... Hrs IStaqe El. Ft I 112ITime..... Hrs IStage El. Ft I 1131-------------------------------------------------1 114 : I 1 1151 1 1 1161-------------------------------------------------1 11718ase Flow CFS IStaqe TO. 16.000 Ft 1 1181X Coord.. Ft IY Coord.. let- i I 100 I Input 10...................... 1011Flood Elevation Reached....... 1021Initial Stage Elevation....... 031Initial Storage............... 041Maximum Stage Reached... ...... 051Minimum Staqe Reached......... 06 I Ma:<imum Gross Storage......... 071Maximum Detention Storaqe. .... 081Final Stage Elevation......... 091Time of Maximum Stage......... 10lTime of Minimum Stage......... 111 121 131 Peak Nodal Intake............. 1 4 1 Time 0 f Pea kIn t a k e. . . . . . . . . . . 151 Peak Nodal Output............. 161Time of Peak Output........... 171Points Out of Tolerance....... 1 181Maximum Staqe Error........... I I I I I I I I I I I I I I 1027088084 NO 25.000 Feet 0 CF 25.000 Feet 25.000 Feet 0.000 CF 0 CF 25.000 Feet 0.000 Hours 0.000 Hours 29.193 CFS 12 . 3 (I C! He,l_lrs 29.193 CfS 12.300 V~)1Jr5 [.I [J. Feet 3 I Node Report (US Std) ...oIIIIl I 11711.BRN I I Node 002 Name OUT FALL Output Data IType STAGING US Stdl 1----------------------------------------------------1 INode 003 Name CONTROL STRUCTURE Input# 1026309257 I Type JUNCTION US Std I 1-- -------------------------------------------------1 100 Flood El. 25.000 Ft I I 101 ------------------------1 I 102 I I 103 I I 104 I 105 I 106 I 107 I 108 I 109 I 110 I III I 112 I ]13 1 1141 I 1151 I I 1161-------------------------------------------------1 11718ase Flow 0.00 CFS IStage TO. F~ I 1181X Coord.. Ft IY Coord.. Ft I I 100] Input 10...................... 1011Flood Elevation Reached....... 1021Initial Stage Elevation....... 1031Initial Storage............... I041Maximum Stage Reached......... f051Minimum Stage Reached......... [06lMazimum Gross Stc1rage......... I071Maximum Detention Storage..... 1081 Final Stage Ele"[ati,='n......... 1091Time of Maximum Stage......... 110lTime of Minimum Stage......... ill ] 1121 1131Peak Nodal Intake....... ... ... 1141Time of Peak Intake........... 1151Peak Nodal Output... ....... ... 1161Time of Peak Output........... 1171Foints Out of Tolerance....... 1 18 I Maxirnurn Stage Error........... I I I I I I I I I ";, I I I I I I 1026311397 NO 16.000 Feet o CF 16.000 Feet 16.000 0.000 o 16.000 O.OCilJ O. Feet CF CF Feet HCJurs H.=,u.r-s 32:.251 ers 12.400 H'=Ju~-S 0.000 CFS 0.000 H,=,urs o O. Fest 4 I Node Report (US Std) I 11711.BRN INode 003 Name CONTROL STRUCTURE Output Data !Type JUNCTION US Stdl 1----------------------------------------------------1 100l1nput 10...................... 1026309257 1011Flood Elevation Reached....... NO 1021Initial Stage Elevation....... 1031Initial Storage............... 104]Maximum Stage Reached......... 105lMiniw~m Stage Reached......... I 06 I Maximum Gross Storage......... 1071Maximum Detention Storage..... 1081Final Stage Elevation......... 1091Time of Maximum Stage... ...... IIOITime of Minimum Stage.... ..... 1111 1121 1131peak Nodal Intake............. 1141Time of Peak Intake........... 1151peak Nodal Output............. 1161Time of Peak Output........... 1171Points Out of Tolerance....... 118lMaxiw~m Stage Error........... INode 004 Name POND NO.3 Input# 1026311263 IType STORF,GE US Stdl ----------------------------------------------------1 001 Full El.. 20.700 Ft I Full Vol. 20.460 Fv::F;:] 01IEI....... Ft IVolume... ,'\-:::F;:I 02jEl....... Ft IVolume... f..eFt! 03]EI....... Ft IVolume... P,:::Ftl 04]EI....... Ft IVolume... A,:::Ft:1 05IEI....... Ft IVolume... AcFtl 06IEI....... Ft IVolume... AcFtj 071 El....... Ft IV,cJlume... ,"',,:::Ft I 081 El....... Ft IV':llume... J\cFt I 09]EI....... Ft IVolume... p,.:::Fti lOIEmpty El. 16.200 Ft 1------------------------1 111-------------------------------------------------1 121 Top Perim Ft I Side %Per Pct 13 I Mid Perim Ft 18ase % Per Pet 14180t Perim Ft I 15180t Area. Ft I I 1161-------------------------------------------------1 11718ase Flow 0.00 CFS IStage TO. 17.500 Fe I Il81Y Coord.. Ft IY Coord.. Fe I I I I I I I I I I I I I I I I I I 18.110 Feet o CF 20.886 Feet 18.110 Feet 0.000 CF o CF 1:':.572 Feet 12.50C) H,::>urs I).OGel H<:.urs :;.2.503 CFS 12.5CO H'-=..urs 52.460 12.500 CFS Hc,urs o O. (100 Feet 5 I Node Report (US Std) I 11711.BRN I I INode 004 Name POND NO.3 Output Data I IType STORAGE US Stdl 1-- -------------------------------------------------1 100 Input 10...................... 1026311263 1 101 Flood Elevation Reached....... NO I 102 Initial Stage Elevation....... 17.500 Feet I 103 Initial Storage............... 257469 CF I 104 Maximum Stage Reached......... 18.413 Feet I 105 Minimum Stage Reached......... 17.500 Feet I 106 Maximum Gross Storage......... 438205.000CF I 107 Maximum Detention Storage.. ... 180736 CF I 108 Final Stage Elevation......... 17.717 Feet I 109 Time of Maximum Stage......... 13.400 Hours I 110 Time of Minirrmm Stage......... 0.000 Hours I III I 112 I 113 Peak Nodal Intake............. 52.460 C~~ 114 Time of Peak Intake........... 12.500 Hours 1151Peak Nodal Output............. 22.376 CFS 1161Time of Peak Output........... 13.400 Hours 1171Points Out of Tolerance....... 0 1181Maximum Stage Error....... .... 0.000 Feet I I I I I I INode 005 Name POND WO. 1 Input# 1026324158 IType POND us Stdl 1----------------------------------------------------1 100lTop El... 25.000 Ft ITop Area. 1.077 Ac 101IEl....... 24.500 Ft IArea..... l.0611'J: 102IEl....... 24.000 Ft 11'.rea..... 1.022 Ac 103IEl....... 23.500 Ft IArea..... 0.9:341'.,c 104 I El. . . . . . . Ft I Area. . . . . ;u.'c 1051 El. . . . . . . Ft 11'.rea. . . . . Ac 106IEl....... Ft IArea..... Ac 107IEl....... Ft IArea..... Ac 108IEl....... Ft IArea..... Ac 109IEl....... Ft IArea..... A~ 110lBot El... 23.000 Ft IBot Area. 0.946 Ac 1111-------------------------------------------------1 1121Top Perim Ft ISide %Per Pet I 1131Hid Perim Ft 18ase %Per Pet 114180t Perim Ft I 1151 I 1161-------------------------------------------------1 11718ase Flow 0.00 CFS IStage TO. 23. Ft I 1181X Coord.. Ft IY Coord.. Ft I I I I I I I I I I Node Report (US Std) 6 I 11711.BRN I I INode 005 Name POND NO. 1 Output Data IType POND US Std] 1----------------------------------------------------] I ] 001 Input 10...................... 10llFlood Elevation Reached....... 1021Initial Stage Elevation.... ... 1031Initial Storage.. ............. 1041Maximum Stage Reached......... 1051Minimum Stage Reached... ...... 1061Maximum Gross Storage......... i071Maximum Detention Storage..... ]08lFinal Stage Elevation......... 1091Time of Maximum Stage.... ..... ]lOITime of Minimum Stage......... 1111 ]12] ]l3lPeak Nodal Intake............. ]14lTime of Peak Intake........... 115]Peak Nodal Output............. 1161Tirne ,c,f Peak Output........... 117lPoints Out of Tolerance....... 118 I Maxirnurn StaCje Error........... I I I I I I I I "j' I I I I I I 1026324158 NO 23.000 Feet o CF 23.595 Feet 23.000 Feet 25174.500 CF 25174 CF 23. 176 Feet 12.5C1C) Hc.urs C. Eour2 53.626 CFS 12.400 Eours 52.503 CFS 12.500 H,:!urs o 0.00(.1 Feet 7 I Node Report (US Std) I I I I I I I I I I I I I I I I I I I Water Quality Verification Model I I I I I I I I I I I I I I I I I I I THESE MODELS VERIFIES THA T ~ OF THE WATER QUALITY VOLUME IS RELEASED IN A PERIOD LESS THAN 24 HOURS. THE RAINFALL IN THE MODEL IS SET TO ZERO SUCH THAT NO RUNOFF WILL ENTER THE PONDS IN THESE VERIFICATION RUNS. THIS ANALYSIS IS USED TO SIZE AND CONFIRM THE DIMENSIONS OF THE WATER QUALITY ORIFICE. I 11711WQ.BRN I WATER QUALITY SUMMARY REPORT I C:\HSS\11711.WBS\117111/1Q.BRN Created. : Thu Ju1 11 15:14:36 2002 Revised. : Tue Ju1 23 13:12:27 2002 Executed: Tue Ju1 23 13:13:05 2002 I Projel~t Run Converged. I t'repared By Charlotte En,~ingering And Surveying,Inc 110 S. Hoover BOIJlevard, Suite 206 Tampa, Florida 336C'? I Project Contains t'roject Contains Project Contains 9 t'aths. 9 Nodes. o Sgn1s. I I Path I Up Stream Node Name 1 Down Stream Node Na,ne 1 Path Type I 1----------------------------------------------------------1 I OIEXISTING SOUTH BASIN 1 'EXISTING PC~D NO.1 21EXISTING POND NO.1 31CONTROL STRUCTURE 1 4 I JB 1 51 PROPOSED NORTH P}\SIN 61 PROPOSED POND NO. 4 7 I PROPOSED POND NO.4 8 I conTROL STRUCTURE 2 I EXISTING POND NO.1 ICONTROL STRUCTURE 1 ICONTROL STRUCTURE 1 IJB 1 IEXISTING POND NO. " IPROPOSED POND NO. ICONTROL STRUCTURE ICONTROL STRUCTURE I OUTFALL I DIRE':::T I I VERT G.I\TE 1 I RECT 1/IEIR I IPlt'E I IPIPE 1 I DIRECT I 1 VERT G./',TE I I RECT l^IEIRI 'PIPE I I I I INodsl Name Illode Typsl 1------------------------------------1 1 OIEXISTING SOUTH BASIN ISCS SITE I 1 110UTF./',LL 1 ST./'.GING I 1 21JB 1 IJUNCTION I I 31 PROPOSED NORTH BASIN ISCS SIT2 1 I 41 EXISTING POND NO. 1 I t'OllD I 51 EXISTING POrIO 110. 3 I ST./'/:;UIG I 6' PROPOSED POND NO.4' POlIO I 71CONTEOL STEUCTURE 2 1 JUNCTION 1 8 I COUTF~OL STRUCTUEE 1 I,TUNCTIO!i I I I I Nc,de I Name I tbde Type I t1in E1. at Hr. I Ha:~ E1. at Hr. I 1--------------------------------------------------------------------1 I OIEXISTUiG SOUTH B}\SUJ IS':::S SITE 1 25.0 O. :'5.0 0.01) 1 1 1 I OUT FP.LL IST./'.GING 116.0 O. 16.0 0.00 I 1 21JB 1 1 JUtJCTIO!1 I 1;.5 O. 17.5 0.01:1 I I 31 PROPOSED NOR.TH f'"n.sru I SCS SI~E [ ~-J. ,_" C:. I=JCII 2.:,.1] Ci. 00 I 4jEXISTING POnD NO.1 120N[' I 3. 24.(J'=J] ~.3.8 (J.OC! I 51EXISTING POND NO..3 iSTF.:::;iTi,:; 17.5 O. 17.5 0.00 I 6iFP,OPOSSD POND no. 4 'IP()}-;C' 19.2 :24.00: 19. CI.OO I 71COUTROL STRUCTUEE iJUj-.;C:TI:)l: 18. ,-; (j,-' , 1:~:. 0.[>=1 I 8 i conTROL STRUCTURE... J:_:I.:.''=~:I::=\l: ., i r:-, 1! . 5 (I. I I Elevatic.rns in E'set, nr:,dss r:~aI:"ks,j ~^~itr~ 2L fj.--' ha-'is Flr~,-:yi-:=:,j. I I I Network Summary (US Std) I 11711WQ.BRN I I INodel Name I Hazimum CFS InfloH 1 Hazimum CFS OutfloH 1 1------------------------------------------------------------------------1 OIEXISTING SOUTH BASIN 0.00 @ 0.00 Hoursl 0.00 @ 0.00 Hoursl 1 I OUTFALL 0.00 @ 0.00 Hoursl 0.00 @ 0.00 Hours I 21 J8 1 2.95 @ 0.00 Hoursl 2.95 @ 0.00 Hours I 31PROPOSED NORTH Bl'.SIN 0.00 @ 0.00 Hoursl 0.00 @ 0.00 Hoursl 4 1 EXISTING POND NO. 1 0.00 @ 0.00 Hoursl 0.00 @ 0.00 Hours 1 51 EXISTING POND NO. 3 0.00 @ 0.00 Hoursl 3.10 @ 0.00 H,~urs 1 6jPROPOSED POND NO. 4 0.00 @ O.OrJ Hoursl 0.00 @ 0.00 Hoursl 7 1 CONTROL STRUCTURE 2 0.00 @ 0.00 Hours I 0.00 @ 0.00 Hoursl 8 I CONTROL STRUCTURE 1 0.00 @ 0.00 Hoursl 0.00 @ 0.00 Hoursl -------------------------------------------------------------------------- I I I I I I I I I I I I I I I I Network Summary (US Std) 2 I 11711WQ.BRN I WATER QUALITY PATH REPORT C: \HSS\ll 711. WBS\ll 7llWQ. BRN I Created. : Thu Jul 11 15:14:36 2002 Revised. : Tue Jul 23 13:12:27 2002 Executed: Tue Jul 23 13:13:05 2002 I Project Run Converged. I Prepared By Charlotte Engineering And Surveying,Inc 110 S. Hoover Boulevard, Suite 206 Tampa, Florida 33609 I Project Contains 9 Paths. Path 000 from Node 000 (EXISTING SOUTH BASIN) to Node 004 (EXISTING POND NO.1) I IPath 000 10 1026307838 I IType DIRECT US Stdl 1--------------------------1 100IDIRECT..---------- [011 [021 [ 031 1041 1051 1061 [07[ 108[ 1091 1101 1111 1121 113 [ 1141 115 I HV'T PE/l':E NO 1161 Tv'l PE/KE YES [ 1 7 I t1az HV'T.. 25 . 000 Ft [18[Maz TW.. 25.000 Ft I I I I I I I I I I I [Path 000 C~tput Data I IT~,e DIRECT US Stdl [--------------------------1 100lInput ID 1011 Flow TO. I 021Vol TO.. 1031Max In.. 1041t1in In.. 1051 Ma-.: Out. I061Hin Out. , 07 I [ 0:8 [ [ 09 [ 110[ 1111 1121 [13 [ 1141 11 5 1 Fwd K... !16IRe',' r:... 117 [F',;d .... . [18[Rev..... 1026307:83:8 O.OIJO ('~'~ o CF 0.000 0.000 0.000 0.000 eFS CFS ("r"....., ~LO CFS 0.000 O.(JOO 0.000 0.000 I Path Report (US Std) I 11711WQ.BRN I Path 001 from Node 004 (EXISTING POND NO.1) to Node 008 (CONTROL STRUCTURE 1) I ---------------------------- ---------------------------- IPath 001 10 1027443207 I IPath 001 Output Data I 1 Type VERT GATE US Stdl 1 Type VERT GATE US Stdl 1--------------------------1 1--------------------------1 100lCrest El 23.800 Ft I 100lInput 10 1027443207 I 01IWidth... 16.000 Ft I 1011 Flm-r TO. 0.000 CE'S 102IHeight.. 1.000 Ft 1 1021Vol TO. . 0 CF 10310rfc C. . 0.600 I 1031McG In. . 0.000 CF3 104 I Shape. . . F.ECTPJTGLE I 104 IHiel In. . 0.000 CfS 1051 Flapgate NO I 1051Max Out. 0.000 CFS 061 Handle. . Namel 1061Min Out. 0.000 CFS 071-----------------------1 107 I 081 I 1031 091 I 1091 101 I 1101 111 1 1111 121 I 1121 131 I 1131 141 I 1141 1 5 Il-ffl PEIKE YES I 1151 F'dd K.. . O.CiOO 161 TI'J PEIKE NO I 1161Rev K.. . 0.000 171Hax Hl'J. . 25.000 Ft I 117 I F'dd ,"-.. . 0.000 18 I Hax TW. . 21.600 ft I 118 I Rev X.. . 0.000 I I I I I Path 002 from Node 004 (EXISTnrG POND NO.1) to Nc,de 0':'8 (CONTROL STRUCTURE 1) I IPath 002 10 1027444347 I IPath 002 Output Data I I Type RECT ViEIR US Stdl I Type RECT WEIR US Stdl 1--------------------------1 1--------------------------1 100lCrest El 24.700 Ft I 100lInput 10 1027444347 1011 I'Jidth. 2.3.000 Ft I 1011 Flo'd TO. 0.000 CFS 1021Weir C. 3.200 I 1021Vo1 TO. 0 CF 1031Num Ends 0 I 1031Max In. 0.000 CFS 1041-----------------------1 1041Hin In. 0.000 CFS 105lBreadth. Ft I 105IMa:-: Out. 0.000 CFS 1061-----------------------1 1061Hin Out. 0.000 CFS 1071 I 107 I 1081 I 1081 1091 I 1091 1101 I 1101 1111 I 1111 1121 I 1121 1131 I 1131 1141 I 1141 "i' 1151WtJ PEl KE YES I 1151Fwd K. () . (i rJ (I 1161nT PE/l<E: no I 1161Rev K. (~) . !J 0 0 1171HoG H~'-T. 25.000 Ft 1 117IF.,rd X. O.OOr=i 1181 Hax TV/. :'1.600 Ft I 1181Rev X. 1=).0(=)1] I I I I I I I I I I Path Report (US Std) 2 I 11711WQ.BRN I Path 003 from Node 008 (CONTROL STRUCTURE 1) to Node 002 (JB 1) IPath 003 10 1027443167 I IPath 003 Output Data I I Type PIPE US Std I I Type PIPE US Std I 1--------------------------1 1--------------------------1 100ILength.. 171.0 Ft I 100lInput 10 ~027443167 I 1011Mann N.. 0.013 I 1011Flow TO. -2.953 CFS I 102 I Rise. . . . 4.000 Ft I 1021 Vol TO.. 0 CF I 103ISpan.... 4.000 Ft I 10311-1az In.. -2.953 CFS I 104 IIn1et------------------1 10,11 Hin In.. -2.953 CFS I 105IInvert.. 14.000 Ft I 1051Hax Out. -2.953 CFS I 1061Ent Ke.. 0.200 I 1061Hin Out. -2.953 CFS I 107 IOut1et-----------------1 107 I I 108IInvert.. 14.000 Ft I 1081 I 1091Ent r:e.. 0.200 I 1091 I 1101-----------------------1 110 I 1111 Bu-J Steps 0 I 1111 1121-----------------------1 1121 1131 I 1131 114 I I 114 I 115 I H"J PE / KE NO I 115 I F'dd K... O. 000 1161TW PE/KE NO I 1161Rev K... 0.000 117IHax HW.. 21.600 Ft I 117IF'dd X... 0.000 1181Max Tv!.. 25.000 Ft I 1181Rev X... 0.000 I I I I I I Path 004 from Node 002 (J8 1) to Node 005 (EXISTING POND NO.3) I Path 004 10 1027443175 [ Type PI PE US Std I -----------------------1 00 Length.. 481.0 Ft I 01 Mann N.. 0.013 I 02 Rise.... 4.000 Ft I 03 Span.... 4.000 Ft I 04 In1et------------------1 05 Invert.. 14.000 Ft I 06 Ent Ke.. 0.200 1 07 Out1et-----------------1 08 Invert.. 14.000 Ft I 09 EntKe.. 0.200 I 10 -----------------------1 11 8v'T Steps 0 I 1121-----------------------1 1131 I 114 I I 115IH,'J PE/r:E NO I 1161TW PE/KE NO I 117 I Ma:' Hil.. 25. 000 Ft I 1181Maz TW.. 23.000 Ft I I I I I I I I I I IPath 004 Output Data I I TYr'e PI PE US Std I 1--------------------------1 100lInput 10 1027443175 I 1011 Flow TO. -3.104 CFS I 102 I Vol TO.. 0 CF 1 1031Maz In.. -3.104 CFS I 1041Min In.. -3.104 CFS I 1051Hax Out. -3.104 CFS I 1061Hin Out. -3.104 CFS I 107 I I 108 I I 1091 I 110 I I 1111 I 1121 I 1131 I 114 I ! 1151 Fwd K..._. I 116 I Rev K.. . C. C I 117 I fodd ",... . 0 C 'j I 1181Rev Z... C. I 3 I Path Report (US Std) I 11711WQ.BRN I Path 005 from Node 003 (PROPOSED NORTH Bl',SUJ) to Node 006 (PROPOSED POND NO.4) I IPath 005 ID 1026307859 I IType DIRECT US Stdl 1--------------------------1 100ID1RECT..---------- 1011 1021 1031 1041 1051 1061 107 I 1081 1091 1101 1111 1121 1131 1141 1151 Hv-J PE/KE 1161 TV-I PE/KE 117 I Hax WviT.. 118 1 Hax TW.. I I I I NO YES 25 . 000 Ft 22.000 tt I IPath 005 Output Data I IType DIRECT US Stdl 1--------------------------1 100lInput 1D 1026307859 I 1011F1ow TO. 0.000 CFS 1 102 I Vol TO.. 0 CF I 1031Hax In.. 0.000 CFS I 1041Hin In.. 0.000 CFS I 1051Hax Out. 0.000 CFS I 1061Hin Out. 0.000 CFS 1 107 I I 1081 I 1091 I 1101 I 1111 1 1121 I 1131 I 1141 I 115 I Fwd r:... O. 00 CI I 1161Rev K... 0.000 I 117IP,;d!:... 0.000 I 118IFevL.. 0.000 I Path 006 from Node 006 (PFOPOSED POND NO.4) to Node 007 (CONTROL STRIY::TUFE 2) IPath 006 ID 1026409651 I IType VEFT GATE US Stdl 1--------------------------1 100lCrest El 19.200 Ft I 101IWidth... 2.500 Ft I 102IHeight.. 2.800 Ft I 10310rfc C.. 0.600 I 104IShape... RECTANGLE I 1051Flapgate NO I 106IHandle.. Namel 1071-----------------------1 108 I I 1091 I 110 I I 1111 I 1121 I 1131 I 114 I I 1151mi PE/KE YES I 1161TW PE/KE NO I 1171Ha:-c We/.. 22.000 Ft I 118 I Ha:, TVi.. 24 . 700 Ft I I I I I I I I I I I IPath 006 Output Data I I Type VERT GP,TE US Std I 1--------------------------1 lOr) I Input ID 1011F1ow TO. 1021Vo1 TO.. I 031Hax In.. 1041Hin In.. I051Hax Out. 1061Hin Out. 107 I 1081 1091 1101 1111 1121 1131 1141 1151Fwd r:... 116 1 Rev K... 117IFHd Z... 118 I Rev Z. . . 10264 9651 0.000 CFS o CF 0.000 CFS 0.000 CFS 0.000 CFS 0.000 CFS .1]00 (I. (; IJ (=1 0.000 4 I Path Report (US std) I 11711WQ.BRN I Path 007 from Node 006 (PROPOSED POND NO.4) to Node 007 (CONTROL STRUCTURE 2) I IPath 007 10 1027444177 I IType RECT WEIR US Stdl 1--------------------------1 100lCrest E1 21.600 Ft I 101IWidth... 14.000 Ft I 1021Weir C.. 3.200 I 1031Num Ends 0 I 1041-----------------------1 105lBreadth. Ft I 1061-----------------------1 107 I I 108 I 1 1091 I 110 I I 1111 1 11 I I 1131 I 114 I 1 1151HW PE/KE YES I 1161TW PE/KE NO I 1171Max HW.. 22.000 Ft I 1181Max TW.. 24.700 Ft I I I I I I IPath 007 Output Data I I Type RECT WEIR US Std I 1--------------------------] 100lInput 10 1027444177 1011 Flow TO. 0.000 CFS 102]Vol TO.. 0 CF 1031Max In.. 0.000 CFS 1041Min In.. 0.000 CFS ]051Max Out. 0.000 CFS 1061Min Out. 0.000 CFS 107 I 108 I ! 09 i ilOj 1111 ]121 1131 114] 115 I Fwd r:... 116 I Rev K.. . 117 I Fwd Y 118 I Rev ,-... .000 0.000 O.OCIC) 0.000 Path 008 from Node 007 (CONTROL STRUCTURE 2) to Nc"je 001 (OUTFALL) IPath 008 10 1027444137 I IPath 008 Output Data I I Type PIPE, US Std 1 I Type PIPE us Std I 1--------------------------] 1--------------------------1 100ILength.. 53.0 Ft I 100lInput 10 1027444137 1011Mann N.. 0.013 I I 01 I Flo'" TO. CI. CFS 102IRise.... 2.000 Ft I 1021Vol TO.. 103ISpan.... 2.000 Ft I 1031Max In.. 104 1 Inlet------------------I 104 I Min In.. 105IInvert.. 18.000 Ft I 1051Max Out. 1061Ent Ke.. 0.200 I 1061Min Out. 107 I Outleth-hhhhhhh I 107 I 108IInvert.. 16.800 Ft I 1081 109]Ent Ke.. 0.200 I 109] 110 I hh_h_hh_____h_h_1 110 I 1111B'07 Steps 0 I 1111 1121-h---h-hhhh-__h_1 1121 1131 I 1131 ]14 I I 114 I 11.51 H'0i PUKE NO I 1151 F'.vd v 1161T'07 PE/KE NO I 1161Rev K... 1171Max HiT.. 24.700 Ft I 117IP"d n... .00,:' 1181Hax TVL. 23.000 Ft I 118IRev..... ':1.00') I I I I I I I I I I 0 Cf 0.000 CfS 0.000 CFS .oeo CtS .000 CFS I Path Report (US Std) 5 I 11711WQ.BRN I WATER QUALITY NODE REPORT I C: \HSS\l1 711. WBS\l1 711WQ. BRN Created. : Thu Jul 11 15:14:36 2002 Revised. : Tue Jul 23 13:12:27 2002 Executed: Tue Jul 23 13:13:05 2002 I Project Run Converged. I Prepared By Charlotte Engineering And Surveying,Ioc 110 S. Hoover Boulevard, Suite 206 Tampa, Florida 33609 I Project Contains 9 ~lod~s. I INode 000 Name EXISTING SOUTH BASIN Input# 1026414956 IType SCS SITE US Stdl 1----------------------------------------------------1 100lFlood El. 25.000 Ft I I 1011-------------------------------------------------1 102IStorm.... SCS_IIM IFreeze... YES 1 103lRainFall. 0.010 In IFreeze... YES I 1041-------------------------------------------------1 105IArea..... 14.460 Ac I I 1061Curve No. 94.000 I I I 071UHG File. SCS 256 I 1 1081Ia Factor 0.200 I 1 109ITc....... 0.480 Hrs I I 1101------------------------1 1 1111 I I 1121 I I 1131 I I 114 I I I 1151 I I 1161-------------------------------------------------1 11718ase Flow 0.00 CFS IStage TO. Ft I 1181X Coord.. Ft IY Coord.. Ft I I I I I I I I I I I I I Node Report (US Std) I 11711WQ.BRN INode 000 Name EXISTING SOUTH BASIN Output Data I IType SCS SITE US Stdl 1----------------------------------------------------1 100lInput 10......................1026414956 101lFlood Elevation Reached....... NO 1021 Initial Stage Elevation....... 103 Initial Storage............... 104 Ma~imum Stage Reached......... 105 Minimum Stage Reached...... ... 106 Ma~imum Gross Storage.... ..... 107 Maximum Detention Storage..... 108 Final Stage Elevation......... 109 Time of Maximum Stage..... .... 110 Time of Minimum Stage......... 111 112 113 114 115 116 117 118 INode 001 Name OUTFALL Input# 1026414990 IType STAGING US Stdl 1----------------------------------------------------1 100lF1ood E1. 23.000 Ft IPE to KE. NO I 1011-------------------------------------------------1 102ITime..... Hrs IStage E1. Ft I 103ITime..... Hrs I Stage E1. Ft I 104ITime..... Hrs IStage E1. Ft I 105ITime..... Hrs IStage El. Ft I 106ITime..... Hrs IStage El. Ft I 107 I Time. . . . . Hrs I Stage El. Ft I 1081 Time..... Hrs I Stage El. Ft I 109ITime..... Hrs IS1::age El. Ft I IlOITime..... Hrs IStage El. Ft 1 111ITime..... Hrs IStage E1. Ft I 1121 Time. . . . . Hrs I Sta'c;e El. Ft I 1131-------------------------------------------------1 1141 I 1151 I I 1161-------------------------------------------------1 11718ase FIe,",' CFS IStage TO. .L'C. F1:: I 118IXCoord.. Ft IYCoord.. Ft I I I I I I Peak Nodal Intake.......... ... Time of Peak Intake........... Peak Nodal Output............. Time of Peak Output........... Points Out of Tolerance... _... Maximum Stage Error........... I I I I I I I I I I I I 25.000 Feet o CF 25.000 Fe-9t 25.000 Feet 0.000 CF o CF 25..00C Feet 0.000 Hc.urs ,=:. 000 E~:urs 0.000 CFS 0.000 Hours 0.000 CFS tJ.OOO Hours o 0.000 Feet I Node Report (US Std) 2 I 11711WQ.BRN INode 001 Name OUTE'ALL Output Data IType STAGING US Stdl 1----------------------------------------------------1 100lInput 10......................1026414990 1011E'lood Elevation Reached....... NO 1021Initial Stage Elevation....... 1031Initial Storaqe............... ]04IMa~imum Staqe Reached... ...... 1051Minimum Stage Reached... ...... 1061Maximum Gross Storaqe......... 107 I Maximum Detention Storaqe..... 1081Final Staqe Elevation......... 1091Time of Maxim~m Staqe......... IIOITime of Minimum Stage......... III ] 1121 1131 Pear: Nodal Intar:e............. 1141Time of Peak Intar:e........... 1151Pear: Nodal Output....... ...... 1161Time of Pear: Output........... 1171points Out of Tolerance....... 118lMa~imum Staqe Error........... Node 002 Name JB 1 Input# 1026325379 Type JUNCTION US Std I ----------------------------------------------------1 OOIE'lood El. 25.000 E't I I 011------------------------1 1 021 I i 031 ] I 04 I I ] 051 1 I 061 I I 07 I I ] 08 I I 1091 I 110 I 1 1111 I 1121 I ] 13] ] 1141 I 1151 I I 1161-------------------------------------------------1 1171Ba5e E'low 0.00 CE'S IStage TO. E't ] 1181 X Coord.. rt I Y CC1ord.. Ft I I I I I I I I I I I I I I I I I I 16.000 E'eet CEO E'eet E'eet CEO CEO E'eet o 16.000 16.000 0.000 o 16.000 0.000 0.000 Hours H'YJ.rs 0.000 CFS 0.000 Hours 1).000 CE'S r=).ooo H,=.urs o (1.000 E'eet 3 I Node Report (US Std) I 11711WQ.BRN I I INode 002 Name JB 1 Output Data I IType JUNCTION US Std] 1----------------------------------------------------1 INode 003 Name PROPOSED NORTH BASIN Input# 1027443231 IType SCS SITE US Stdl ----------------------------------------------------1 001 Flood E1. 25.000 Ft I I 011-------------------------------------------------1 o2IStorm.... SCS 11M IFreeze... YES I o31RainFa11. 0.010 In IFreeze... YES I 041-------------------------------------------------] 05]Area..... 8.890 Ac I I 06lCurve No. 92.000 1 I 071UHG File. SCS 256 I ] 081Ia Factor 0.200 I 09ITc....... 0.250 Hrs 1 101------------------------1 111 I 12 I I 1131 I 114 I I 1151 I ] 1161-------------------------------------------------1 117193s8 Flow 0.00 CFS IStage TO. ~L I 1181X Coord.. ]Y Coord.. F~ I I ] 00 I Input 10...................... 1011Flood Elevation Reached....... 102]Initial Stage Elevation....... 103]Initial Storage.. ....... ...... 1041Maximum Stage Reached......... 1051Minimum Stage Reached......... I 06 I Maximum Gross Storage......... I 07 I Maximum Detention Storage.. ... 1081Final Stage Elevation......... 1091Time of Maximum Stage..... .... 110lTime of Minimum Stage......... 1111 112] 113lPeak Nodal Intake............. 1141Time of Peak Intake........... 1151Peak Nodal Output............. 1161Time of Peak Output........... 1171Points Out of Tolerance....... 1181Maximum Stage Error........... I I I I I I I I I I I I I I 1026325379 NO 17.496 Feet o CF 17.497 Feet 17.497 Feet 0.000 CF o CF 17.496 Feet 1).000 Hours .000 Hours 2.953 CFS 0.000 Hours 2.953 CFS O.CiCiO Hours 0 0.001 Feet 4 I Node Report (US Std) I 11711WQ.BRN I I INode 003 Name PROPOSED NORTH BASIN Output Data I IType SCS SITE US Stdl 1----------------------------------------------------1 100lInput 10...................... 1011F1ood Elevation Reached....... 1021Initia1 Stage Elevation....... 1031Initial Storage......... ...... 104 1 Maximum Stage Reached......... 1051Minimum Stage Reached......... 1061Maximum Gross Storage......... 1 07 I Maximum Detention Storage..... 1081Final Stage Elevation......... 1091Time of Maximum Stage.... "'" 110lTime of Minimum Stage...... ... 1111 1121 1131 Peak Nodal Intake............. 1141Time of Peak Intake........... 1151Peak Nodal Output............. 1161Time of Peak Output....... .... 1171Points Out of Tolerance....... I 18 I Maximum Stage Error........... 1027443231 NO 25.000 Feet 0 Cf 25.000 Feet 25.000 Feet 0.000 CF 0 CF 25.000 teet 0.000 Hours 0.000 Hours 0.000 CE'S 0.000 H'Jurs 0.000 CFS O. (1 (JC; Hours 0 0.000 Feet I I I I I INode 004 Name EXISTING POND NO.1 Input# 1027443239 IType POND IJS Stdl 1----------------------------------------------------1 100lTop El... 25.000 Ft ITop Area. 1.077 Ac 1 [OlIEl....... 24.500 Ft IArea..... 1.061 Ac I 1021El....... 24.000 Ft IArea.. ... 1.022 Ac I 103IE1....... 23.500 Ft IArea..... 0.9841\e I I 04 I E 1. . . . . .. 23 . 000 Ft Il\r ea. . . . . 0 . 94 6 l\e I 105IEl....... Ft IArea..... Ae I 106IE1....... Fc IArea..... Ae 1 107IEl....... Ft IArea..... Ac I 108IEl....... Ft IArea..... Ac I 109IE1....... Ft IF.rea..... l\e I 110lBot El... 22.500 Ft IBot Area. 0.910 Ae I 1111------------------------------------------------_1 1121 Top Perim Ft I Side %Per Pet I 1131Hid Perim Ft IBase %Per Pet I 1141Bot Perim Ft 1 I 1151 I I 1161-------------------------------------------______1 1171Base Flow 0.00 CFS IStage TO. 23.800 Ft 1 11.SIX Coord.. tt IY Coord.. [t I I I I I I I I I I I I Node Report (US Std) 5 I 11711WQ.BRN I I INode 004 Name EXISTING POND NO.1 Output Data IType POND US Stdl 1----------------------------------------------------1 I 100 I Input 10...................... 1011Flood Elevation Reached....... 1021Initial Stage Elevation....... 1031Initial Storage............... 1041Maximum Stage Reached...... ... 1051Minimum Stage Reached......... I 06 I Maximum Gross Storage......... 1071Maximum Detention Storage..... 1081 Final Staqe Ele\-atic'n......... 1091Time of Maximum Staqe... ...... 110lTime of Minimum Staqe......... 1111 1121 1131Peak Nodal Intake............. 1141Time of Peak Intake........... 1151Peak Nodal Output............. 1161Time of Peak Output........... 1171Points Out of Tolerance....... 1181Maximum Stag8 Error........... 1027443239 NO 23.800 Feet 54353 CF 23.800 Feet 23.798 Feet 54352.900 CF CF I 23.i99 Feet 0.000 H,c,urs 24.01=JO H'='urs I 0.000 CtS 0.000 HQurs 0.000 CFS I 0.000 Hc,urs IJ 0.001 Feet I INode 005 Name EXISTING POND NO.3 Input# 1026414997 IType STJlDING US Stdl 1----------------------------------------------------1 100ltloodE1. 23.000Ft IPEtoKE.NO I 1011-------------------------------------------------1 102ITime..... Hrs I Stage El. Ft I 103ITime.. ... Hrs I Stage E1. Ft I 104ITime..... Hrs IStage E1. Ft I 105ITime..... Hrs IStage El. Ft I 106ITime..... Hrs IStage El. Ft I 107ITime..... Hrs IStage E1. Ft I 1081Time. .... Hrs IStage E1. Ft I 109ITime..... Hrs IStage El. Ft I IIOITime.. ... Hrs IStage E1. Ft IIIITime..... Ers IStage El. Ft 112ITime..... Ers IStaqe E1. C'. I 1131-------------------------------------------------1 114 I I i 115 i I I 1161-------------------------------------------------1 11718ase Flow CFS IStage TO. 17.500 Ft I Il,SIZ Coord.. Ft jY Coord.. Ft I I I I I I I I I I I Node Report (US Std) 6 I 11711WQ.BRN I I INode 005 Name EXISTING POND NO.3 Output Data I IType STAGING US Stdl 1----------------------------------------------------1 I Node 006 Name PROPOSED POND NO. 4 Input# 1026415040 I TYlC'e POND US Std I 1----------------------------------------------------1 1001 Top E1... 22.000 Ft I Top Area. .552 ,,,",e i I 01 I E 1 . . . . . . . 21 . 000 Ft I A_re a . . . . . =i . 471 P>.'~ I 102IEl....... 20.000 Ft 'Area..... 0.393 Ae 1 103IE1....... 19.000 Ft IArea..... .328 F,e 1 104IEl....... Ft IArea..... Ae , 105IEl....... Ft IArea..... Ae 1 106IEl... .... Ft 'Area..... Ac 1 I07IEI....... Ft jArea..... Ac I 108IEl....... Ft IArea..... Ac I 109IEl.... ... Ft 'Area..... Ac 1 110lBot E1... 18.000 E't IBc,t Area. 0.279 A.c 1 1111-------------------------------------------------1 1121 Top Perim Ft I Side %Per Pet I [131Hid Perim Ft IBase %Per Pet 1 114180t Perim Ft [ I 1151 I I 1161-------------------------------------------------1 11718ase Flow 0.00 CFS IStage TO. 19.2 tL 1 118[XCoord.. Ft IYCoord.. 1 I 100 I Input 10...................... 101[Flood Elevation Reached....... 1021Initial Stage Elevation....... I 031 Initial Storaqe............... [04lHaximum Staqe Reached......... 1051Hinimum Stage Reached......... I 06 [Maximum Gross Storage......... I07[Haximum Detention Storage..... 1081Final Staqe Elevation......... 1091Time of Haximum Staqe......... 110lTime of Hinimum Stage......... 1111 [121 1131Peak Nodal Intake............. 114[Time of Peak Intake........... 1151Peak Nodal Output............. 1161Time of Peak Outr~t........... 117[Points Out of Tolerance. ...... 1181Maximum Stage Error..... ... ... I I I I I I I I I I I I I I 1026414997 NO 17.500 Feet o CF 17.500 Feet 17.500 feet 0.000 CF o CF 17.5(1(1 Feet 0.000 HC'1l.1rS Ci.OCIO H':Jurs 0.000 CFS 0.000 Hou.rs 3.104 CFS 0.000 H,:.urs 0 0.000 Feet I Node Report (US Std) 7 I I I I I I I I I I I I I I I I I I I 25 Year, 24 Hour Routing Model I 1171125.BRN I PROPOSED CONDITIONS SUMMARY REPORT C:\HSS\11711.WBS\1171125.BRN I Created. : ',,"ed Ju1 10 10:48:32 2002 Revised. : Tue Ju1 23 15:31:34 2002 Exe,cuted: Tue Ju1 23 15:31:46 2002 I Project Run Converged. Prepared By I Charlotte Engineering And Surveying,Inc 110 S. Hoover Boulevard, Suite 206 Tampa, Florida 33609 I Project Contains 9 Paths. Project Contains 9 Nodes. Project Contains 0 SCjn1s. I IPathl Up Stream Node Name I Down Stream Node NamelPath Ty~el 1----------------------------------------------------------1 I OIEXISTING SOUTH BASIN 11EXISTING POND NO.1 2 1 EXISTING POND NO.1 31CONTROL STRUCTURE 1 4 I JB 1 51 PROPOSED NORTH BASIN 61 PROPOSED POND NO.4 7 I PROPOSED POND NO.4 BICONTROL STRUCTURE 2 I EXISTING POND NO.1 ICONTROL STRUCTURE 1 [CONTROL STRUCTURE 1 IJB 1 IEXISTING POND NO.3 1 PROPOSED POND rD. ICONTROL STRUCTURE ICONTROL STRUCTURE: I OUTFALL I DIRECT I I VERT GP,TE I IRECT WEIRI IPIFE I 1 PIPE 1 IDIRSCT 1 1 VERT G"".TE 1 I RECT HEIRI 1 PIPE 1 I I I Node 1 Name I tl-:,de Ty'pe 1 1------------------------------------1 I OIEXISTING SOUTH BASIN 1 lOUT FP.LL 21JB 1 31PROPOSED NORTH BASIN 41EXISTING POND NO.1 51EXISTING PC~D NO.3 61 PROPOSED POND NO. I I CONTROL STFJJCTlJRE -, 81COUTROL STRUCTURE 1 ISCS SITE I STAGING I I JUNCTI011 ISCS SITE I POND 1 STP,GING I POND jJUNCTION I JUl'lCTIOlJ I I INodel ~lame INode Type~Min E1. at Hr. !M3X 81. at Hr. I 1--------------------------------------------------------------------1 I 0 [ EXISTHTG SOUTH Rn"SUI 1 SCS SITE ,-, c:: 0 0 00 1 c c, 0 00 L..~' 1 I OUTFP-,LL 1 STJ\GINC~ - ~ C C " liJ 1 ~O , , 24 00 2 I ,.IE 1 , JTJi'-rc:=iIOn 1 7 J r , 00 1 2Cj " .24 00 , 3 I PEOPOSED 1'.JOETH B.L_S I H 1 c,....Q S:::::TE ,"";.[:: , , 0~ 0 4 1 EXISTING POND no. 1 1 po~'r[.1 LL 5 l=i 2-5 , 12 !:; CJ 5 1 EXISTING POND NO. 3 , ST.~G=iJ::; - 7 c C' ()[J 1 20 , 24 00 I 6 I PFOP()SED POND He). j FOHD , :3 0 OCl 21 . ~: ':J :;.C 7 I COliTROL STRUCTURE - JiJNCTI()i--j .1. ':' , , Ci -, (, lL :;-0 8 I CotlTROL STRUCTUF:E 1 , JUN(:TION 17 c , 1 I I Elevations in Feet, tTodes marked with an '~l have Fl'~J~,js~. I I I Network Summary (US Std) I 1171125.BRN I I INodel Name I Maximum CFS Inflow 1 Maximum CFS Outflow I 1------------------------------------------------------------------------1 o I EXISTING SOUTH BASIN 48.70 @ 12.40 Hoursl 48.70 @ 12.40 Hoursl 1] OUTFF,LL 28.54 @ 12.50 Hours] 0.00 @ 0.00 H,c,urs] 21JB 1 44.04 @ 12.60 Hours] 44.04 @ 12.60 H,c,urs ] 31 PROPOSED NORTH BF\SIN 38.52 @ 12.20 Hours] 38.52 @ 12.20 Hc,urs] 4 1 EXISTING POND NO. 1 48.70 @ 12.40 Hoursl 44.06 I~ 12.60 H'c',urs i 5] EXISTING POND NO. 3 44.04 @ 12.60 Hoursl 2.03 @ 24.00 H'Y~rs I 6jPROPOSED POND NO. 4 38.52 @ 12.20 H'~urs 1 28.54 @ 12.50 H':J'Jrs [ 7 I CONTROL STRUCTURE 2 28.54 @ 12.50 Hours 1 2E:.54 @ 12.50 Hoursl 8jCONTROL STRUCTURE 1 44.06 @ 12.60 Hoursl 44.06 @ 12.60 Hoursl -------------------------------------------------------------------------- I I I I I I I I I I I I I I I I Network Summary (US Std) 2 I 11711WQ.BRN INode 006 Name PROPOSED POND NO.4 Output Data I Type POND US Std I 1----------------------------------------------------1 100lInput 10......................1026415040 1011F1ood Elevation Reached.. ..... NO 1021Initia1 Stage Elevation....... 1031Initia1 Storage............ ... 104 I Maximum Stage Reached._.... .._ 1051Minimum Stage Reached......_.. 1061Maximum Gross Storage...... ... 107 I Maximum Detention Storage.. ... 1081 Final Sta,.;l''' Elevation......... 1091Time of Maximum Stage......... 110lTime of Minimum Stage...... ._. 1111 1121 1131Peak Nodal Intake.......... ... 1141Time of Peak Intake._._......_ 1151 Peak Nodal Output............. 1161Time of Peak Output........... 1171Points Out of Tolerance... .... 1181Maximum Stage Error........... 001 Flood E1. 24.700 Ft I 011------------------------1 021 I 031 I 041 I 051 I 061 I 07 I I 081 I 1091 I 1101 1111 1121 1131 1141 1151 I I 1161-------------------------------------------------1 11718ase Flow 0.00 CFS IS~age TO. Ft 1 1181Z C::::rDrd.. Ft r<i Cc,ord.. Ft I I I I I I I Node 007 name CONTROL STRUCTURE 2 Type JUNCTION I I I I I I I I I I 19.200 Feet 16369 CF 19.200 F€:8t 19.192: Feet 1636:0,.700 CF CF 19.199 Feet 0.001=] Hours 24. rJrJO I-:.::,urs 0.000 CFS 0.000 HOU1--S 0.000 CFS I~J He,urs o . CI '~Il Feet Input# 1027444200 US Stc;! 8 I Node Report (US Std) I 11711WQ.BRN I INode 007 Name CONTROL STRUCTURE 2 Output Data I IType JUNCTION US Stdl 1----------------------------------------------------1 I Node 008 Name CONTROL STRUCTURE 1 Input ~ 1027 4 4 4 205 IType JUNCTION US Stdl 1----------------------------------------------------1 100lF1ood E1. 21.600 Ft I I 1011------------------------1 I 1021 I I 1031 I I 104 I I I 1051 I I 1061 I I 107 I I I 108 I I I 1091 I ! 110 I I i 1111 I I 1121 I I 1131 I I 114 I I I 1151 I I 1161-------------------------------------------------1 11718ase Flow 0.00 CFS IStage TO. Ft 1181X C=,,~rd.. Ft IY CC"C'rd.. Ft I 100 I Input 10...................... 1011F1ood Elevation Reached....... 1021Initia1 Stage Elevation... .... 1031Initia1 Storage........... .... 1041Maximum Stage Reached.... ..... 1051Minimum Stage Reached......... 1061Maximum Gross Storage......... 1071Maximum Detention Storage.. ... 1081Fina1 Stage Elevation. ........ I091Time of Ma~irnum Stal~e.... ..... 110lTime of Minimum Stage. ........ 1111 1121 1131 Peak No:Jda1 Inta/:e............. 1141Time of Peak Intake... ........ 1151Peak Nodal Output......... .... 1161Time of Peak Output........... 1171Points Out of Tolerance....... 1181Maximum Stage Error........... I I I I I I I I I I I I I I I 1027444200 NO 18.000 Feet o CF 18.000 F-sEt 18.000 Feet (I. CF r) CF l:::.(iOO Fest O. i-k:I)J!:"s (=:1 H<:::,urs o I.~t ~ 0.000 Hc,urs 0.000 CfS C.OOO H.=,urs o 0.0(10 Feet 9 I Node Report (US Std) 11711WQ.BRN INode 008 Name CONTROL STRUCTURE 1 Output Data I Type JUNCTIOtl US Std I 1----------------------------------------------------1 100 I Input 10...................... 101lFlood Elevation Reached....... 1021Initial Stage Elevation....... 1031Initial Storage. .............. 1041Maximum Stage Reached......... 1051Minimum Stage Reached......... I061Maximum Gross Storage.. ....... i071Maximum Detention Storage..... IOBIFinal Stage Elevation......... 1091Time of Maximum Stage......... 110lTime of Minimum Stage......... III I 1121 1131Peak Nodal Intake............. 1141Time of Peak Intake........... 115lPeak Nodal Output............. 1161Time of Peak Output........... 1171Points Out of Tolerance....... 1181Maximum Stage Error........... 1027444205 NO 17 . 4 96 Feet o CF 17.496 Feet 17 . 4 96 Feet 0.000 cr o CF 17.496 FesL Ci.OOO HCJur..3 0.(1)(1 Heours .000 CFS 0.000 H,.:,urs 0.000 CFS I,=i !-1'=,urs o C!. CIC1l Feet Node Report (US Std) 10 I 1171125.BRN I PROPOSED CONDITIONS PATH REPORT I C:\HSS\11711.WBS\1171125.BRN Created. : Wed Ju1 10 10:48:32 2002 Eevised. : Tue Ju1 23 15:31:34 2002 Executed: Tue Ju1 23 15:31:46 2002 I Project Run Converged. I Prepared By Charlotte Engineering And SlJrveying,Inc 110 S. Hoover Boulevard, Suite ~ Tampa, Florida 33609 I Project Contains 9 Paths. Path 000 from Node 000 (EXISTING SOUTH BASIN) to Node 004 (EXISTING POND NO.1) IPath 000 ID 1026307838 I IPath 000 Output Data I I Type DIRECT US Std I I Type DIRECT US Std I 1--------------------------1 1--------------------------1 100IDIRECT..---------- 1011 1021 1031 1041 1051 1061 107 I 1081 1091 1101 1111 1121 1131 1141 1151 fWI PE/KE NO 1161TW PE/KE YES 117 11'laz niT.. 25.000 Ft ]181Maz TN._ 25.000 Ft I I I I I I I I I I I I 100lInput ID 1026307838 1011 Flow TO. 0.000 CFS I 02 I Vol TO.. 0 CF 103]Maz In.. 48.701 CFS 1041Min In.. 0.000 CFS 1051Maz Ou~. 48.701 CFS I061Min Out. 0.0008FS 107 ] [081 1091 1101 III ] 1121 1131 1141 1151Fwd K... 116 I Rev K... 117 [Fvrd L.. 118 ] Rev X. . . 0.000 0.000 0.000 .000 I Path Report (US Std) 1171125.BRN Path 001 from Node 004 (EXISTING POND NO. Ii to Node 008 (CONTROL STRUCTURE 1) IPath 001 ID 1027433339 I IType VERT GATE US Stdl 1--------------------------1 100lCrest E1 23.800 Ft I 101IWidth... 16.000 Ft I 102IHeight.. 1.200 Ft I 10310rfc C.. 0.600 I 104 I Shape. .. RECTl\NGLE I 1051Flapgate NO I 106IHandle.. Namel 1071-----------------------1 108 I I 1091 I 1101 I 1111 I 1121 I 1131 I 114 I I 1151H'0J PE/KE YES 1 1161TW PE/KE NO I 1171Max Wfl.. 25.000 Ft I 118IMa:-: T'0I.. 25.000 Ft I IPath 001 Output Data I IType VERT GATE US Stdl 1--------------------------1 100lInput ID 1027433339 I 1011Flow TO. 0.000 CFS I 1021Vol TO.. 0 CF I 1031Max In.. 44.027 CFS I 1041Min In.. 0.000 CFS I 1051Max Out. 44.027 CFS I 1061Min Out. 0.000 CFS I 107 I I 1081 1 1091 1 110 I I 1111 I 1121 I 1131 1141 11SIFwd K... 116 I Rev K... 117 I Fwd X... 1181 Rev X... 0.000 0.000 0.000 0.000 Path 002 from Node 004 (EXISTING POND NO.1) to Node 008 (COrlTROL STRUCTURE 1) IPath 002 ID 1027444256 I I Type F~ECT vlEIR US Std I 1--------------------------1 100lCrest El 24.700 Ft I 101IWidth... 28.000 Ft I 1021Weir C.. 3.200 I 1031Num Ends 0 I 1041-----------------------1 105lBreadth. Ft I 1061-----------------------1 107 I I 1081 I 1091 I 110 I I 1111 I 1121 I 1131 1 114 I I 1151 H,'J PE/KE YES I 1161TW PE/KE NO I 117IMa': Hlf/.. 25.000 Ft I 118IHa:.: TW.. 25..000 Ft I IPath 002 Output D3ta I IType RECT WEIR US Stdl --------------------------1 OOIInput ID 1 01IFlowTO. 021Vol 031Hax 041Min OSIHax 061Hin 07 I 081 091 101 111 1121 1131 1141 1151Fwd 1161Rev 1171 F.,;d 1181Rev TO. . In. . In. . Out. Out. K.. . v 444256 o. (1)0 CE'S 0 CF 0.029 CFS 0.000 CFS 0.029 CFS 0.000 CFS .OC1Q 0.000 0.000 0.000 Path Report (US Std) 2 I 1171125.BRN I Path 003 from Node 008 (CONTROL STRUCTURE 1) to ~~de 002 (JB 1) I IPath 003 ID 1027442895 1 IPath 003 Output Data I I Type PIPE US Std I I Type PIPE US Std I ]--------------------------] 1--------------------------] 100ILength.. 171.0 Ft I 100lInput 10 1027442895 I 1011Mann N.. 0.013 I 1011Flow TO. 0.000 CFS I 102IRise.... 4.000 Ft I 1021Vol TO.. 0 CF I 103ISpan.... 4.000 Ft I 1031Max In.. 44.042 CFS I 104 IInlet------------------1 1041 Min In.. -1.77 3 CFS I 105IInvert.. 14.000 Ft 1 1051Max Out. 44.042 CFS I 1061Ent Ke.. 0.200 I 1061Min Out. -1.773 CFS I 107 Outlet-----------------I 107 I I 108 Invert.. 14.000 Ft I 1081 I 109 Ent Ke.. 0.20') I 1091 I 110 -----------------------1 11 I III BvI Steps 0 I 1111 I 112 -----------------------1 1121 ] 113 ] 1131 I 114 I 114 I I 115I1tlPE/KENO 11151F'"dK... 0.00'.:; I 116 TvIPE/KENO 1116IRevK... 0.0[10 I 117 Max I1v/.. 25 . 000 Ft I 117 I F\,d ..... O. 000 I 118 Max Tv/.. 25.000 Ft I 1181Rev Z... 0.000 1 I I I I I Path 004 from Node 002 (JB 1) to Node 005 (LUSTING POND NO.3) I IPath 004 10 1027442898 I IPath 004 Output Data I I Type PIPE US Std I I Type PIPE US Std I 1--------------------------1 1--------------------------1 100ILength.. 481.0 Ft I 100IIn~~t 10 1027442898 1011Hann N.. 0.013 I 101IFlo';{ TO. 0.000 CFS 102IRise.... 4.000 Ft I 102IV,:,1 TI).. 0 rlC 103ISpan.... 4.000 Ft I 1031Max In.. 44.038 CFS 104 I Inlet------------------I 104 I Min In.. -2.027 CFS 105IInvert.. 14.000 Ft 1 1051Max Out. 44.038 CFS 1061Ent Ke.. 0.200 I 106!Hin Out. -2.027 CFS 10710utlet-----------------1 1071 108IInvert.. 14.000 Ft I 1081 1091Ent Ke.. 0.200 I 1091 1101-----------------------] 110 I 1111 BH Steps 0 I! 111 1121-----------------------1 1121 1131 I 1131 114 I I 114 I 115IH'tTPEiKEtIO 11151Fwd" O. 11611"T PEin: NO I 1161 Rev K. .. r).O')O 117 I Ku l1iT.. 25 . 000 Ft I 117 I Fwd X... [, .[, 0 I) 1181Haz TVT.. 23.000 Ft I 1181Rev Z... 0.00,:' I I I I I I I I I I Path Report (US Std) 3 I 1171125.BRN I Path 005 from Node 003 (PROPOSED NORTH BASIN) to Node 006 (PROPOSED POND NO.4) I IPath 005 10 1026307859 I IType DIRECT US Stdl 1--------------------------1 100IDIRECT..---------- 1011 1021 1031 1041 1051 1061 1071 1081 1091 1101 1111 1121 1131 1141 1151 H'i'l PE/KE 1161 Tv, PE/KE 117 I Max H\>l.. 1181Hax TV'l.. I I I I NO YES 25 . 000 Ft 22.000 Ft I IPath 005 Output Data I IType DIRECT US Stdl 1--------------------------1 100lInput 10 1026307859 I 1011Flow TO. 0.000 CFS I l021Vol TO.. 0 CF 1 1031Hax In.. 38.520 CFS I 1041Min In.. 0.000 CFS 1 1051Max Out. 38.520 CFS I 1061Min Out. 0.000 CFS I 107 I I 1031 I 1091 1 11(11 I 1111 I 112 I I 1131 I 1141 I 115IFwdK... 0.000 I 1161Rev K... 0.000 I 117IF'dd"... 0.000 I 1181Rev x... 0.000 1 Path 006 from Node 006 (PROPOSED POND NO.4) to tj,::>de 007 (CONTROL STRUCTURE 2) I IPath 006 10 1026409651 I IType VERT GATE US Stdl 1--------------------------1 lOOICrest El 19.200 Ft I 1011'i'lidth... 2.500 Ft I 102IHeight.. 2.800 Ft I 10310rfc C.. 0.600 I 104IShape... RECTANGLE I 1051Flapgate NO I 106IHandle.. Namel 1071-----------------------1 1081 I 1091 I 110 I I 1111 I 1121 I 1131 I 114 I I 1151HW PE/KE YES I 1161TW PE/KE NO I 117IMax H\'T.. 22.000 Ft 1 1181Max T\'T.. 22.000 Ft I I I I I I I I I I IPath 006 Output Data I I Type VERT Gl\TE US Std I 1--------------------------1 100 I Input 10 1011 Flow TO. I 02 I Vol TO.. 1031 Max In.. 1041Min In.. 1 051 Ma:.: Out. 1061Hin Out. 107 i I O.g I 1091 1101 1111 1121 1131 1141 1151Fwd E... 116 I Rev E... 117 1 Fwd X. . . 118 I Rev X. . . 1026409651 0.000 CFS o CF 28.478 CFS 0.000 CFS 28.478 CFS 0.000 CFS O.OJO O. :]1=10 O. OOI~) 0.000 4 I I Path Report (US Std) I 1171125.BRN I Path 007 from Node 006 (PROPOSED POND NO.4) to Node 007 (CONTROL STRUCTURE 2) I IPath 007 10 1027444235 I IType RECT WEIR US Stdl 1--------------------------1 100lCrest El 21.600 Ft I jOlIWidth... 14.000 Ft I 1021Weir C.. 3.200 I 1031Num Ends 0 I 1041-----------------------1 105lBreadth. Ft I 1061-----------------------1 107 I I 1081 I 1091 1101 1111 1121 1131 1141 1151m-I PE/KE YES 1161TvT PE/KE NO 117IHax HvT.. 22.000 Ft 118IHa:.; TvL. 22.000 Ft I I I I I IPath 007 Output Data I IType RECT WEIR US Stdl 1--------------------------1 100lInput 10 1027444235 I 1011 Flow TO. 0.000 CFS I I 02 I Vol TO.. 0 CF I 1031Hax In.. 0.064 CFS I 1041Hin In.. 0.000 CFS I 1051Hax Out. 0.064 CFS I 1061Min Out. 0.000 CFS I 107 I ] 103 I I 1 oc, I I 11C I I Ill] I 112! I 1131 I 114 I ] 115!Fwj K... 0.000 I ]161Rev re... 0.000 I 11'IF."j..... 0.000 I 1121Rev X... 0.000 1 Path 008 from Node 007 (CONTROL STRUCTURE 2) to Node 001 (OUTFALL) I ]Path 10 1027443857 I Type PIPE US Std I 1--------------------------1 100ILength.. 53.0 Ft I 1011Hann N.. 0.013 I 102IRise.... 2.000 Ft I 103ISpan.... 2.000 Ft I 104IInlet------------------1 105]Invert.. 18.000 Ft I 1061Ent ree.. 0.200 I 10710utlet-----------------1 l08IInvert.. 16.800 Ft I 1091Ent ree.. 0.200 I 1101-----------------------1 Ill! m'T Steps 0 I 1121-----------------------] 1131 I 114 I I 1151 HvT PE/KE NO I 116!TW PE/reE NO I 1171Hax HI.i.. 22.000 Ft I 1181Hax TvT.. 23.000 Ft I I I I I I I 'I I I IPath 008 Output Data I ITj?e PIFE US Stdl 1--------------------------1 100]Input 10 1011 Flo", TO. I 02 I Vol TO.. j031Hax In.. I 041Min In.. 105!l"laz Out. I 061Min Out. 107 I 10:3 I 1091 1101 1111 1121 1131 1141 115 I F'Nd r:... 116 I Rev re... 117!Fwd X... 118 I Rev X... 1027443857 0.000 CFS o CF 28.542 CFS 0.000 CFS 28.542 CFS 0.000 CFS .coo c' . 0.000 I Path Report (US Std) I 1171125.BRN I PROPOSED ~ONDITIONS NODE REPORT I C:\HSS\11711.WBS\1171125.BRN I Created.: Wed Ju1 10 10:48:32 2002 Revised.: Tue Ju1 23 15:31:34 2002 Executed: Tue Ju1 23 15:31:46 2CJ02 Project Run Converged. I Prepared By I Charlotte ED'Jineering And Surveyirl';J,Inc 110 S. Hoover Eoulevard, Suite ?n~ Tarrpa, Florida 33609 Project Contains 9 Nodes. I INode 000 Name EXISTING SOUTH BASIN Input# 1027432473 IType SCS SITE US Stdl 1----------------------------------------------------1 100lF1ood El. 25.000 Ft I I 1011-------------------------------------------------1 102IStorm.... SCS IIM IFreeze... YES I 103lRainFall. 9.000 In IFreeze... YES 1 1041-------------------------------------------------1 105IArea..... 14.460 Ac 1 I 1061Curve No. 94.000 1 I 1071UHG File. SCS I I 1081Ia Factor .200 I I 109ITc.... ... 0.480 Hrs I 1 1101------------------------1 I 1111 1 I 1121 I I 1131 1 I 1141 I 1 1151 I I 1161-------------------------------------------------1 1171Ba3e Flow 0.00 CFS IStage TO. Ft 1 1181X Coord.. Ft IY Coord.. Ft 1 I I I I I I I I I I I I Node Report (US Std) I 1171125.BRN I I INode 000 Name EXISTING SOUTH BASIN Output Data I IType SCS SITE US Stdl 1----------------------------------------------------1 INode 001 Name OUTrALL Input# 1026409992 IType STAGING US Stdl 1----------------------------------------------------1 100lrlood El. 23.000 rt IPE to KE. NO I 1011-------------------------------------------------1 102ITime..... 12.000 Hrs IStage El. 18.000 rt 1 103ITime..... 24.000 Hrs IStage El. 20.000 rt ! 104ITime..... 36.000 Hrs IStage El. 22.000 rt 105ITime..... 72.000 Hrs IStage El. 18.000 rt 106ITime.. __. Hrs IStage El. rt 107ITime..... Hrs IStage El. rt 108ITime..... Hrs IStage El. rt 109ITime..... Hrs IStage El. Ft 110ITime..... Hrs IStage El. Ft 111ITime.. ... Hrs I Stage El. rt 112ITime.. ... Hrs IStage El. rt 1 1131-------------------------------------------------1 1141 1 I 1151 1 I 1161-------------------------------------------------1 11718ase Flow CFS IStage TO. 16.000 F~ I 118IXC,:'ord.. rt IYCoord.. rt 1 I 1001 Input 10...................... 1011rlood Elevation Reached....... 10211nitial Stage Elevation....... 10311nitial Storage. .............. 1041Maximum Stage Reached......... 1051Minimum Stage Reached...... ... 1061Maximum Gross Storage......... 1 07 I Maximum Detention Storage..... 10:8 I Final Sta,ge Elevation......... 1091Time of MaxiwJm Stage......... 110lTime of Minimum Stage......... III I 1121 1131Peak Nodal Intal:e............. 1141Time of Peak Intake........... 1151Peak Nodal Output............. 1161Time of Peak Output........... 1171Points Out of Tolerance....... 1181Maximum Stage Error........... I I I I I I I I "i' I I I I I I 1027432473 NO 25.000 Feet o Cr 25.000 reet 25. CiCIO Feet O. OO~=I CF o Cr 25.0 2S8t 0.000 Hours 0.000 Hours 48.701Cr3 12.400 Hours 48.701CrS 12.400 Hours o 0.000 Feet 2 I Node Report (US Std) I 1171125.BRN I I INode 001 Name OUTFALL Output Data IType STAGING US Stdj 1----------------------------------------------------1 100 I Input 10...................... 1011 Flood Elevation Reached....... 1021Initia1 Stage Elevation....... 1031Initial Storage............... 104 I Maximum Stage Reached......... 1051Minimum Stage Reached......... 106]Maximum Gross Storage......... 1071Maximum Detention Storage..... 1081 Final Sta'=1e Elevation......... I091Time of Maximum Stage...... ... 110]Time of Minimum Stage......... 1111 ]121 1131Peak Nodal Intake.......... ... 1141Time of Peak Intake........... 115] Peak Nodal Out!='ut............. 1161Time of Peak Out!='ut........... 1171Points Out of Tolerance....... 118]Maximum Stage Error........... 1026409992 NO 16.000 Feet 0 CF 20.000 Feet 16.000 Feet 0.000 CF 0 CF 20.000 Feet 24.000 Hr:;'U,!:"S 0.000 Hours 2,3.542 CFS 12.500 H,:>urs 0.000 CFS 0.000 H'='urs 0 0.000 teet I I I I I INode 002 Name JB 1 Input# 1026325379 IType JUNCTION US Stdl 1----------------------------------------------------1 100lFlood El. 25.000 Ft I I 1011------------------------1 1021 I 1031 I 1041 I 105] I ] 061 I 107 I I 108 I I 1091 1 110 I I Ill] I 112] I 1131 I 1141 I 115] I I 1161-------------------------------------------------1 ]1718ase Flow 0.00 CFS IStage TO. Ft 1 1181X C,::>ord.. Ft IY Co'::>rd.. Ft I I I I I I I I I I I I Node Report (US Std) 3 I 1171125.BRN I I INode 002 Name JB 1 Output Data I Type ,JUNCTION US Std I 1----------------------------------------------------1 INode 003 Name PROPOSED NORTH BASIN Input' 1027452694 IType SCS SITE US Stdl 1----------------------------------------------------1 100lF1ood El. 25.000 Ft I 1011------------------------------------------------- 102IStorm.... SCS 11M IFreeze... YES 1031RainFa11. 9.000 In IFreeze... YES 1041------------------------------------------------- 105IArea..... 8.890 Ac 1 106jCurve No. 90.100 I 1071UHG File. SCS 256 I 1081Ia Factor 0.200 I 109ITc... .... 0.250 Hrs I 1101------------------------1 1111 I 1121 I 1131 I 114 I 1 1151 I I 1161-------------------------------------------------1 11718ase Flow 0.00 CFS IStage TO. Ft I 118 I Z Coord.. Ft 1 Y Coord.. Ft 1 I 1001 Input 10...................... 101jFlood Elevation Reached....... 1021Initial Stage Elevation....... 1031Initial Storage........ ....... 1041Maximum Stage Reached......... 1051Minimum Stage Reached.... ..... 1061Maximum Gross Storage......... 1071Maximum Detention Storage..... 1081Final Stage Elevation.... ..... 1091Time of Maximum Stage.. ....... 110lTime of Minimum Stage.... ..... 1111 1121 1131 Peak Nodal Intake............. 1141Time of Peak Intake........... 1151Peak Nodal Output............. 1161Time of Peak Output........... 1171Points Out of Tolerance....... 118IMa~:imum Scage Error........... I I I I I I I I I I I I I I 1026325379 NO 17. -500 Feet 0 CF 19.999 Feet 17.500 Feet 0.000 CF 0 CF 19.999 Feet 24.000 Hours 0.000 Hours 44.042 CFS 12.600 Hours 44.041 CFS 12.600 Hours o 0.001 Feet 4 I Node Report (US Std) I 1171125.BRN I I INode 003 Name PROPOSED NORTH BASIN Output Data IType SCS SITE US Stdl 1----------------------------------------------------1 100 I Input 10...................... 1011 Flood Elevation Reached... .... 1021Initial Stage Elevation....... I 031 Initial Storage............... 1041Maximum Stage Reached......... 1051Minimum Stage Reached......... 1061Maximum Gross Storage... ...... 1071Maximum Detention Storage..... 1081Final Stage Elevation......... 1091Time of Maximum Stage......... 110lTime of Minimum Stage......... 1111 1121 113 I Peak Nodal Intake............. 1141Time of Peak Intake........... 1151 Peak Nodal Output............. 1161Time of Peak Output........... 117 1 Points Out of Tolerance....... 1181Maximum Stage Error. .......... 1027452694 NO 25.000 Feet 0 CF 25.000 Feet 25.000 Feet 0.000 CF 0 CF 25.000 Feet 0.000 Hours 0.000 Hours 38.520 CFS 12.200 Hours 38.520 CFS 12.200 H.=,urs 0 0.000 Feet I I I I I INode 004 Name EXISTING POND NO.1 Input# 1026334681 I Type POND US Std I 1----------------------------------------------------1 100 I Top El... 25.000 Ft I Top l".rea. 1.077 l".c I I 01IEl....... 24.500 Ft IArea..... 1.0611".c I j02IEl....... 24.000 Ft iArea..... 1.022 Ac I 103IE1....... 23.500 Ft Il\.rea..... 0.9.841".c I I 04 I E 1. . . . . .. 23 . 000 Ft I Ar ea. . . . . 0 . 94 6 1".C I 105IEl....... Ft IArea..... Ac I 1061 El. . . . . . . Ft Il".rea..... Ac I 07IEl....... Ft IArea..... Ac I 08jEl....... Ft IArea..... Ac I 09IEl....... Ft IArea..... Ac I 10lBot El... 22.500 Ft IBot Area. 0.910 Ac I 111-------------------------------------------------1 121 Top Perim Ft I Side %Per Pct I 131Mid Perim Ft IBase %Per Pct 141Bot Perim Ft I 151 I 161-------------------------------------------------1 171Base Flow 0.00 CFS IStage TO. 22.500 Ft 181X Coord.. Ft IY Coord.. Ft I I I I 'i' I I I I I 'I I Node Report (US Std) 5 I 1171125.BRN I I INode 004 Name EXISTING POND NO.1 Output Data I Type pmJD US Std I 1----------------------------------------------------1 I 100] Input 10...................... 1011 Flood Elevation Reached....... 1021Initia1 Stage Elevation....... 1031Initial Storage..... .......... 1041Maximum Stage Reached... ...... 1051Minimum Stage Reached......... 1061Maximum Gross Storage......... 1 07 I Maximum Detention Storage..... 1081 Final Stage Elevation......... 1091Time of Maximum Stage......... 110lTime of Minimum Sta'Je......... 1111 1121 1131peak Nodal Intake............. 114lTime of Peak Intake........... 1151Peak Nodal Output......... .... 1161Time of Peak Output........... 117 I Points Out of Tolerance....... 1181Maximum Stage Error........... 1026334681 NO I 22.500 Feet o CF 24.703 Feet 22.500 Feet 95214.300 CF 95214 CF 23.901 Feet 12.600 Hours Ci.OOO Hours I I 48.7Ci1 CFS 12.400 H':,urs 44.056 CFS 12.6(=1(1 H.=Jurs o O.OOC' Feet I INode 005 Name EXISTING POND NO.3 Input# 1026410007 IType STAGING US Stdl 1----------------------------------------------------1 1001 Floc,d E1. 23.000 Ft 1 PE tc, r:E. NO 1 1011-------------------------------------------------1 102ITime..... 12.000 Hrs IStage El. 18.000 tt: I 103ITime..... 24.000 Hrs IStage E1. 20.000 Ft 1 104ITime..... 36.000 Hrs IStage E1. 22.000 Ft I 105ITime..... 72.000 Hrs IStage E1. 18.000 Ft I 1061Time. .... Hrs I Stage El. Ft I 107ITime..... Hrs IStage E1. Ft 1 I08jTime___._ Hrs jStage El. Ft I 109ITime..... Hrs IStage El. Ft I 110ITime..... Hrs IStage El. Ft 1 111ITime..... Hrs IStage E1. Ft I 112ITime..... Hrs IStage E1. Ft I 1 131-------------------------------------------------! 114 I I 1 1151 I I 1161-------------------------------------------------1 117iBase Flow CFS IStage TO. 17.500 Ft 1 1181X Coord.. Ft IY Coord.. Ft I I I I I .i' I I I I I II I Node Report (US Std) 6 I 1171125.BRN I I INode 005 Name EXISTING POND NO.3 Output Data I I Tyr:'e STAGING US Std I 1----------------------------------------------------1 INode 006 Name PROPOSED POND NO.4 Input# 1026409924 IType POND US Stdl 1----------------------------------------------------1 100lTop E1... 22.000 Ft ITop Area. .552 Ae ] 101IE1....... 21.000 Ft IArea..... .471 Ae I 102IE1....... 20.000 Ft IArea..... 0.303 Ae I I03jEl....... 19.000 Ft IF-,rea..... 0.328 Pl.': I 104IE1....... Ft IArea..... Ae I 105IEl....... Ft ]Area..... Ae I 106IEl....... Ft IArea..... Ae I 107IEl....... Ft ]Area..... Ae 1 108 I El. . . . . . . ft 11'.rea..... 1',- I 100IEl....... Ft IArea..... Ae I 110lBot El... 18.000 Ft IBot Area. 0.270 Ae I 1111-------------------------------------------------1 1121 Top Perim Ft I Side %Per Pet i 1131Hid Perim Ft IBase %Per Pet 1141Bot Perim Ft I 1151 I ]161-------------------------------------------------1 1171Base Flow 0.00 CFS IStage TO. 18.C Ft I 1181X Coord.. Ft ]Y Coord.. ft I I 100lInput 10...................... 1011Flood Elevation Reached....... 1021Initia1 Stage Elevation....... I031Initial Storage. _... ... ....... 1041Maximum Stage Reached......... 1051Minimum Stage Reached......... ]06lHaximum Gross Storage......... 1071Maximum Detention Storage..... 1081Final Stage Elevation......... 100lTime of Maximum Stage...... ... 110lTime of Hinimum Stage......... 1111 1121 113]Peak Nodal Intake............. 1141Time of Peak Intake........... 1151Peak Nodal Output.......... ... 1161Time of Peak Oucput........... 1171Points Out of Tolerance....... 1181Maximum Stage Error........... I I I I I I I I I I I I I I 1026410007 NO 17.500 Feet o C, 20.000 Feet 17.500 Fe'3t 0.000 C, o C, 20.000 Feet 24.000 Hours C).OOO Hours 44.038 CFS 12.600 Hours 2.027 C,S 24.000 Hours o 0.000 Feet I Node Report (US Std) 7 I 1171125.BRN I I INode 006 Name PROPOSED POND NO. 4 Output Data IType POND US Stdl 1----------------------------------------------------1 100 I Input 10...................... 1011F1ood Elevation Reached.... ... 1021Initial Stage Elevation....... 1031Initial Storage....... ........ 1041Maximum Stage Reached......... 1051Minimum Stage Reached......... I 06 I Maximum Gross Storage......... 1071Maximum Detention Storage..... 1081Final Stage Elevation......... 1091Time of Maximum Stage......... 110lTime of Minirr~un Stage......... 1111 1121 113IPea,: Nodal Intake............. 1141Time of Peak Intake........... 1151Peak Nodal Output............. 1161Time of Peak Output........... 1171Points Out of Tolerance....... 1181Maximum Stage Error........... 1026409924 NO 18.000 Feet 0 CF 21.610 Feet 18.000 Feet 61348.400 CF 61348 CF 20.000 Feet 12.500 H'~urs 0.000 Hours 3E:.520 CFS 12.200 Hours 28.542 CFS 12.500 H'=,urs 0 0.000 Feet I I I I I INode 007 Name CONTROL STRUCTURE 2 Input# 1027443880 IType JUNCTION US Stdl 1----------------------------------------------------1 100lFlood El. 22.000 Ft I I 1011------------------------1 1021 I 1031 1 104 I I 1051 I 1061 I 107 I 1 1081 I 1091 I 1101 I 1111 I 1121 I 1131 I 1141 I 1151 I I 1161-------------------------------------------------1 11718ase Flow 0.00 CFS IStage TO. Ft I 11BIX Coord.. Ft IY Coord.. F~ I I I I I I I I I I I Node Report (US Std) 8 I 1171125.BRN I I INode 007 Name CONTROL STRUCTURE 2 Output Data I I Type JUNCTION US Std I I-----------------------~----------------------------I INode 008 Name CONTROL STRUCTURE 1 Input' 1027444016 IType JUNCTION US Stdl 1----------------------------------------------------1 100jFlood El. 25.000 Ft I I 1011------------------------1 102 I I 1031 I 104 I 1 1051 I 1061 I 107 I I 1081 I 1091 I 110 I I 1111 I 1121 I 1131 I 1141 I 1151 I 1161-------------------------------------------------1 11718ase Flow 0.00 CFS IStage TO. Ft I 1181X Coord.. Ft IY Coord.. Ft I 100 I Input 10...................... 101lFlood Elevation Reached....... 1021Initial Stage Elevation....... 1031Initial Storage. .............. 104 I Haximum Sta'::J" Reached......... 1051HiniMJm Stage R"ach"d......... 1061Haximum Gross Storage......... 1071Haximum Detention Storag"..... 1 081 Final Stage Elevation......... 1091Time of Haximum Stage......... 110lTime of Hinimum Stag"......... 1111 1121 1131Peak Nodal Intake............. 1141Time of Peak Intake........... 1151Peak Nodal Output............. 1161Time of Peak Output........... 1171Points Out of Tolerance....... I 18 I Haximum Stag" Error........... I I I I I I I I I I I I I I 1027443880 NO 18.000 Feet o CF 20.113 Feet 18.000 Feet 0.000 CF o CF 20.000 Fe"t 12.500 H=Jurs 0.000 Hours 28.542 CFS 12.500 Hours 28.542 CFS 12.500 Hours o 0.000 Feet I Node Report (US Std) 9 I 1171125.BRN I I INode 008 Name CONTROL STRUCTURE 1 Output Data I I Type ,JUNCTION US Std I 1----------------------------------------------------1 I 100 I Input 10...................... 1011F1ood Elevation Reached....... 1021Initial Stage Elevation.. ..... 1031Initia1 Storage. ...... ........ 1041Maximum Stage Reached......... i05lMinimum Stage Reached......... 1061Maximum Gross Storage......... 1071Maximum Detention Storage..... 108lFinal Stage Elevation......... I09jTime of Maximum Stage......... 110lTime of Minimum Stage......... 1111 1121 1131Peak Nodal Intake............. 114lTime of Peak Intake........... 1151Peak Nodal Output............. 1161Time of Peak Output........... 117lPoints Out of Tolerance....... 118lMaximum Stage Error.... ....... I I I I I I I I I I I I I I 1027444016 NO 17.500 Fe~t o CF 19.999 Fe~t 17.500 Feet 0.000 CF o CF 19.998 Feet 24.00el H,:)urs 0.1)00 Hours 44.055 ers 12.600 H'_"Jurs 44.056 'AO 12.600 H':Jurs o .001 Fest I Node Report (US Std) 10 I I I I I I I I I I I I I I I I !I I I Drawdown Analysis Model I 11711DD.BRN I DRAWDOWN ANALYSIS SUMMARY REPORT I C:\HSS\1l71l.I^IBS\1l71lDD.BRN Created. : Tue (Jul 23 13:13:34 2002 Revised. : Tue Jul 23 13:37:48 2002 E:,:ecuted: Tue Jul 23 13:37:58 2002 I Project Run C.~nverged. I Prepared By I Charlotte Engineering And Surveying,Inc 110 S. Hoover Boulevard, Suite 206 Tampa, Florida 33609 Project Contains Project Contains Project Contains 10 Paths. 9 Nodes. o Sgnls. I I Path I Up Stream Node Name I Down Stream Node Name I Path Ti'pe I 1----------------------------------------------------------1 I OIEXISTING SOUTH Bl\.SIN I EXISTING POND NO. 1 I DIRECT I llEXISTING POND NO. 1 I CONTROL STRUCTURE 1 I VERT GP,TE I 21EXISTING POND NO. 1 I CONTROL STRUCTURE 1 IVE:RT GP,TE I 31EXISTING POND NO. 1 I CONTROL STRUCTURE 1 I RECT V/EIR I 4 I CONTROL STRUCTURE 1 I JB 1 I PIPE I 51JB 1 I EXISTING POlm NO. 3 I PIPE I 61 PROPOSED NORTH Bl\SIN I PROPOSED POND NO. [DIRECT I 71PROPOSED POliO NO. 4 I CONTROL STRUCTUR2 0 IVERT GP'..TE I 81 PROPOSED POND NO. 4 I CONTROL STRUCTURE ~ IRECT ,'/EIR I 91CONTROL STRUCTURE 2 I OUTFALL I PIPE I I I I INodel Name Inode Type I 1------------------------------------1 I OIEXISTING SOUTH BASIN ISCS SITE I I 110UTFF,LL I ST,'\GING I I 21 JB 1 I JUNCTION I I 31 PROPOSED NORTH BASIN ISCS SITE 4 I EXISTING POND NO. 1 I POliO 51 EZISTING POND NO. 3 I S-",~,:;I,r:; 61 PROPOSED POND NO.4: F-:)fiO 71 CONTROL STRUCTURE 2 i 0Ul"~':=:l=OU I 8 I COnTROL STRUCTURE 1 i ,JfJlr=~=O>r i I I I Ilk,del llame INode TypelHin E1. at Hr. iHa:-: El. at Hr. I 1--------------------------------------------------------------------1 I OIEXISTING SOUTH BASIN ISCS SITE! llOUTFALL I STAGING 21JB 1 IJUCiCTIO!l I 31P8JPOSEO NORTH BASIN iSCS SITE 41 EXISTING POND NO. 1 I PO,I~, 5 \ EZISTING ponD I-T().:3 1 S'I!-_~::;:~J:~ 6 I PRO?OSE D ?OHD NO. ! PC)~-jD 7 I CONTROL STPJY=:TUES n : TJ~-.>='7-::;:J)r; 8 I COHTP.OL STRUCTURE 1 I J..'CiCTION ~'=" CJ 1=,. C10 i .001 2-5.C CI.OO 0.00 1 c'. 16. I) L::". I) I I 72.0C! c 17.::- ~::" C: c. 17.5 L'::'. i 23.8 c:. 1)(,: I 17. :;, O.CO 0.00 .00 I =..e. CI 72. C!) I C . O~,=J i 19.2 1:3. C c. 17.5 -; 7 r:::, Ele~ations in Feet, Nodes marked with a~ '~l ha~e Flo'J,jsd. I I I Network Summary (US Std) I 11711DD.BRN I I -------------------------------------------------------------------------- INodel Name I Ma~<imum CFS Inflow I Maximum CFS Outflow 1 1------------------------------------------------------------------------1 OIEXISTING SOUTH BASIN 0.00 @ 0.00 Hoursl 0.00 @ 0.00 Hoursl 1 I OUTFALL 0.00 @ 0.00 H,ours I 0.00 @ 0.00 H'=,urs I 21JB 1 2.95 @ 28.00 Hoursl 2.95 @ 28.00 Hoursl 31 PROPOSED NORTH BASIN 0.00 @ 0.00 Hoursl 0.00 I@ 0.00 Hoursl 4 I EXISTING POND NO. 1 0.00 @ 0.00 Hoursl 0.33 I@ 0.00 Hoursl 51 EXISTING POND NO. 3 0.00 @ 0.00 Hoursl 2.95 @ 28.00 Hoursl 61 PROPOSED POND NO. 4 0.00 @ 0.00 Hoursl 0.00 @ 0.00 Hours I 7 I CONTROL STRUCTURE 2 0.00 @ 0.00 Hoursl 0.00 @ 0.00 Hoursl 81CONTROL STRUCTURE 1 0.33 @ 0.00 Hoursl 3.16 @ 20.40 Hoursl -------------------------------------------------------------------------- I I I I I I I I I I I I I I I I Network Summary (US Std) 2 I 11711DD.BRN I DRAWDOWN ANALYSIS PATH REPORT I C:\HSS\1l7ll.~'JBS\1l71100. BRN Created. : Tue Jul 23 13:13:34 2002 Revised. : Tue Jul 23 13:37 :48 2002 Executed: Tue Jul 23 13: 37 :58 2002 I Project Run Converged. I Prepared By Charlotte Engineering And Surveying,Inc 110 S. Hoover Boulevard, Suite 206 T~mpa, Florida 33609 I Project Contains 10 Paths. Path 000 from Node 000 (EXISTING SOUTH BASIN) to ~~de 004 (EXISTING POND NO.1) I IPath 000 10 1026307838 I IPath 000 Ou~put Data I Type DIRECT US Std I I Type OIRE''::T US Std I 1--------------------------1 1--------------------------1 I 100IDIRECT. .---------- 1011 1021 1031 1041 1051 1061 107 108 109 110 III 112 113 114 115 116 117 118 I I I HW PE/KE T-"I PE/KE Naz WlI.. Nax Tl>'I. . NO YES 25.000 Ft 25. OOi~) Ft I I I I I I I 100lInput 10 1011 Flow TO. 1021Vol TO.. 1031 Nax In.. I 041Nin In.. 051Hax Out. 061Nin Out. 071 081 091 101 111 12[ 131 141 151F-~-d K... 161 Rev K... 17 1 F..;d 1:... 1181Rsv y 10263072:38 0.000 CFS o CF O.OOIJ ers 0.000 ers (I.OOC ers . CJO'~) ers 0.000 0.000 0.000 O.OGO Path Report (US Std) 'I I 11711DD.BRN I Path 001 from Node 004 (EXISTING POND NO.1) to Node 008 (CONTROL STRUCTURE 1) I IPath 001 ID 1027445868 I I Type VERT GATE US Stdl 1-- -----------------------1 100 Crest E1 22.500 Ft I 101 Width... 0.250 Ft I 102 Height.. 0.250 Ft I 103 Orfc C.. 0.600 I 104 Shape... RECTf\.NGLE I 105 F1apgate NO I 106 Handle.. Namel 107 -----------------------1 108 I 109 I 110 I III I 112 I 113 I 114 1 115 HW PE/KE YES I 116 TW PE/KE NO 1 117 Max HV'J.. 25.000 tt I 1181Max TW.. 21.600 Ft I I I I I I IPath 001 Output Data I IType VERT GATE US Stdl 1--------------------------1 100lInput ID 1011 FleM TO. 102 I Vol TO.. 031Max In.. 041Hin In.. 051Max Out. 06!Min Out. 071 081 1027445868 0.3::26 CFS o CF 0.3::::6 CFS .051 CFS .326 CFS 0.051 CFS 09 i 10: 111 121 131 1141 1151F',.{d K... 116 I Rev r:... 117IF',.{d X... 118 I Rev X.. . 0.000 0.000 0.000 0.000 Path 002 from Node 004 (EXISTING POND NO.1) to N.:lde 008 (COnTROL STRUCTURE 1) IPath 002 10 1027443207 I I Type VERT G!WE US Std I 1--------------------------1 100lCrest El 23.800 Ft I 01lWidth. 16.000 Ft 02lHeight. 1.000 Ft 0310rfc C. 0.600 04lShape. RECTANGLE 051 F1apcpte NO 06lHand1e. Namel 071-----------------------1 081 1 091 I 10 I I III I 121 I 131 I 141 I 151 He'; PE/KE YES I 161TW PS/KE NO I 17 I MOl;'; HI'J. 25.000 Ft I 1181Max nJ. 21.600 Ft I I I I I I I I I I I IPath 002 Output Data I I TY1="" VERT Gf\,TE US Std I 1--------------------------1 IOO!Input 10 1027443207 I 1011Flo',.{ TO. 0.000 CFS I I 02 I Vol TO. 0 CF I 1031Max In. 0.000 CFS I 1041Min In. 0.000 CFS I 1051Max Out. 0.000 CFS I I06]Min Out. 0.000 CFS I 107 I I 108 I I I (19 I I 1101 I 1111 I 112 I I 113 i I 1141 I 115IF.,.{d K. OJiOO I 1161Rev K. 0.000 I 117 I F.,.{d ." . 000 I !18iRev X. 0.000 I 2 I Path Report (US Std) I 11711DD.BRN I Path 003 from Node 004 (EXISTING POND NO.1) to Node 008 (CONTROL STRUCTURE 1) IPath 003 10 1027444347 I IPath 003 Output Data I IType RECT WEIR US Stdl IType RECT WEIR US Stdl 1--------------------------1 1--------------------------1 100lCrest El 24.700 Ft 101IvJidth... 28.000 Ft 102 Weir c.. 3.200 103 Num Ends 0 104 -----------------------1 105 Breadth. Ft I 106 -----------------------1 107 I 108 I 109 I 110 I III I 112 I 113 I 114 I 115 HW PE/KE YES I 116 TW PE/KE NO I 117 Max HvL. 25.000 Ft 1 118 Max TW.. 21.600 Ft I I I I I I I 100lInput 10 1027444347 1011Flow TO. 0.000 CFS 1021Vol TO.. 0 CF 1031Max In.. 0.000 CFS 1041Min In.. 0.000 CFS 1051Max Out. 0.000 CFS 1061Min Out. 0.000 CFS 1071 1081 1091 1101 1111 1121 1131 1141 I 15 I Fwd K... 116 I Rev K... 11 7 I Fvld X... 118 I Rev X. . . 0.000 0.000 0.000 0.000 Path 004 from Node 008 (CONTROL STRUCTURE 1) to Node 002 (JB 1) [Path 004 10 1027443167 I IPath 004 Output Data I I Type PIPE US Std I [Type PIPE US Std [ [--------------------------1 1--------------------------] 100lLength. 171.0 Ft I 100lInput 10 1027443167 I 1011Mann N. 0.013 I 1011Flow TO. -1.636 CFS I 1021Rise. 4.000 Ft I 1021Vol TO. 0 CF I 1031Span. 4.000 Ft 1 1031Max In. -1.636 CFS I 104 I Inlet------------------I 1041Min In. -2.947 CFS I ]05IInvert. 14.000 Ft I 1051Max Out. -1.636 CFS I 1061Ent Ke. 0.200 I 1061Min Out. -2.947 CFS I 107 IOutlet-----------------1 107 I I 108IInvert.. 14.000 Ft I 1081 1 1091Ent Ke. 0.200 I 1091 I 1101-----------------------1 110 I I 1111 Elil Steps I 1111 I 112 I -----------------------1 ] 12 I 1 1131 I 1131 I 1141 I 114 I 1 1151HW PE/KE NO I 115IF',r:J K. 0.000 ] 1161TVI PE/KE NO I 116IRe-- K. 0.000 I 117IMax W/L 21.600 Ft I 117]F.",j X. 0.0012' I 1181Max TVL 25.000 Ft ] 112;IRsv... 0.000 I I I I I I I I I I I 3 I Path Report (US Std) I 11711DD.BRN I Path 005 from Node 002 (JB 1) to Node 005 (EXISTING POND NO.3) I IPath 005 10 1027443175 I IType PIPE us Stdl 1--------------------------1 100ILength.. 481.0 Ft 101 Mann N.. 0.013 102 Rise.... 4.000 Ft 103 Span.... 4.000 Ft 104 In1et------------------j 105 Invert.. 14.000 Ft 106 Ent Ke.. 0.200 I 107 Outlet-----------------i 108 Invert.. 14.000 Ft I 109 Ent Ke.. 0.200 I 110 -----------------------1 III BW Steps 0 I 112 -----------------------1 113 I 114 I 115 Hil PE/KE NO t 116 Til PE/KE NO t 117 Max HW.. 25.000Ft I 118 Max TlI.. 23.000 Ft t I I I I I IPath .005 Output Data I IType PIPE US Stdl 1-- -----------------------1 100 Input 10 1027443175 I 101 Flow TO. -1.729 CFS I I 02 Vol TO.. 0 CF I 103 Max In.. -1.729 CFS I 104 Min In.. -2.950 CFS I 105 Max Out. -1.729 CFS I 106 Min Out. -2.950 CFS I 07 I 08 I 09 I 10 I 11 I 12 I 13 I 14 I 15 F.,./d K... 1i.000 I 16RevK... 0.000 I 17 I Fwd X... 0.000 I 181Rev X... 0.000 I Path 006 from Node 003 (PROPOSED NORTH BASIN) to Node 006 (PROPOSED POND NO.4) I IPath 006 10 1026307859 I IType DIRECT US Stdl 1--------------------------1 100IDIRECT..---------- 1011 1021 1031 1041 1051 1061 107 I 1081 1091 1101 1111 1121 1131 1141 1151 Hil PE/KE NO 1161TW PE/KE YES 117IMa:<: HO.I.. 25.000 E't 1181Max TW.. 22.000 Ft I I I "i' I I I I I I Path 006 C~tput Data I Type DIRECT US Stdl --------------------------1 OOIInput 10 1026307859 011E'low TO. 0.000 CFS 021Vol TO.. 0 CF 03jMax In.. 0.000 CE'S 041Min In.. 0.000 CFS 051Max Out. 0.000 CFS 061Min Out. 0.000 CFS 07 t 081 091 110 I 1111 1121 1131 1141 1151Fwd t:... CI.OCIO 116 I Rev K... J. 117 I F.,./d ..... CI.OOO 118 I Rev a... (I. 0 Ci 0 4 I Path Report (US Std) I 11711DD.BRN I Path 007 from Node 006 (PROPOSED POND NO.4) to Node 007 (CONTROL STRUCTURE 2) I IPath 007 ID 1026409651 I IType VERT GATE US Stdl ]--------------------------] 100lCrest E1 19.200 Ft 1 1011Width... 2.500 Ft I 102IHeight.. 2.800 Ft 1 10310rfc C.. 0.600 I 104IShape... RECTANGLE I 1051Flapgate NO 1 106IHandle.. Namel 1071-----------------------1 1081 1 1091 I 110 I [ 1111 [ 1121 [ 1131 I 1141 I 1151HW PE/KE YES I 1161TW PE/KE NO I 1l7IMax ,M.. 22.000 Ft I 118 I Max TW.. 24 . 700 Ft I I I I I I IPath 007 Output Data I IType VERT GATE US Stdl ]--------------------------] 100lInput ID 1026409651 1011 Flow TO. 0.000 CFS 1021 Vol TO.. 0 CF 103[Max In.. 0.000 CFS 1041Min In.. 0.000 CFS 1051Max Out. 0.000 CFS 1061Min Out. 0.000 CFS 1071 1081 1091 IHi [ 1111 [121 1131 1141 115 I lCwd K... 1161 Rev K. . . 1171 Foo'!d ..... 1181Rev X... 0.000 0.1)00 0.000 0.000 Path 008 from Node 006 (PROPOSED POND NO. 41 to Node 007 (CONTROL STRUCTURE 21 I IPath 008 ID 1027444177 I 1 Type RECT V'JEIR US Std I 1--------------------------1 100lCrest E1 21.600 Ft I 101IWidth... 14.000 Ft I 1021V'Jeir C.. 3.200 I 1031Num Ends 0 I 1041-----------------------1 105lBreadth. Ft 1 106[-----------------------1 107 I I 1081 1 1091 I 110 [ I 1111 I 1121 I 1131 I 114 I I 1151 H\'J PE/l<E YES I 1161 TI'J PE/r;S NO I 117IMa:, m'T.. .000 Ft I 1181Max TW.. 24.700 Ft I I I I I I I I I I IPath 008 C~tput Data I 1 Type RECT V'TEIR US Std I 1--------------------------1 100[Input ID 1011 Flow TO. 1 02 I Vol TO.. I 031Max In.. 1041Min In.. 1051Max Out. 1061Min Out. 107 I 1081 1091 110[ 1111 1121 1131 1141 1151 Foo'!d K... 116 I Rev K... 1171Fwd L... 118 I Rev ... . . 1027<444177 0.000 CFS (I CF 0.000 CFS 0.000 CFS 0.000 CFS 0.000 CFS 0.000 r=!.OOO .000 0.000 5 I Path Report (US Std) 11711DD.BRN Path 009 from Node 007 (CONTROL STRUCTURE 2) to Node 001 (OUTFJl..LL) IPath 009 10 1027444137 I IType PIPE US Stdl 1--------------------------] 100ILength.. 53.0 Ft I 1011Mann N.. 0.013 I 102IRise.... 2.000 Ft I 103ISpan.... 2.000 Ft I 104jlnlet------------------1 105IInvert.. 18.000 Fe I 1061Ent Ke.. 0.200 I 10710utlet-----------------1 108IInvert.. 16.800 Ft I 1091Ent Ke.. 0.200 1 1101-----------------------1 1111BW Steps 0 I 1121-----------------------1 1131 1 114 I 1 1151 Wo^J PE/KE NO I 1161TW PE/KE NO I 117IMax HW.. 24.700 Ft I 1181Max TW.. 23.000 Ft 1 IPath 009 Output Data I IType PIPE US Stdl ]--------------------------] jOOllnput 10 1027444137 I 1011 Flow TO. 0.000 CFS I j021Vol TO.. 0 CF I 1031Maz In.. 0.000 CFS I 1041Min In.. 0.000 CFS I 1051 Max Out. (1.IJOO C,S I 1061Min Out. 0.000 C,S I 1071 ] 1081 1091 1101 1111 1121 1131 1141 I 1 5 I Fwd K... 116 I Rev K... I 17 I Fwd X.. . 118 I Rev A... 0.000 0.000 0.000 0.000 Path Report (US std) 6 I 11711DD.BRN I DRAWDOWN .ANALYSIS NODE REPORT I C:\HSS\11711.WBS\11711DD.BRN Created. : Tue Jul 23 13:13:34 2002 Revised. : Tue Jul 23 13:37:48 2002 Executed: TUB Jul 23 13:37:58 2002 I Project Run Converged. I Prepared E:y Charlotte Engineering And Surveying,Inc 110 S. Hoover Boulevard, Suite 206 Tampa, Florida 33609 I Project Contains 9 trades. I INode 000 Name EXISTING SOUTH BASIN Input# 1026414956 IType SCS SITE US Stdl 1----------------------------------------------------1 100lFlood El. 25.000 Ft I 1 1011-------------------------------------------------1 102IStorm.... SCS 11M IFreeze... YES 1 103lRainFall. 0.010 In IFreeze... YES 1 1041------------------------ ------------------------1 105IArea..... 14.460 Ac [ 1061Curve No. 94.000 I 1071UHG File. SCS 256 I 1081Ia Factor 0.200 I 109ITc....... 0.480 Hrs 1 1101------------------------ 1 1111 1 1121 1 1131 1 114 I 1 1151 I 1161-------------------------------------------------1 1171Base Flow 0.00 CFS IStage TO. Ft 1 1181X Coord.. Ft IY Coord.. Ft 1 I I I I I I I !. I I I I Node Report (US Std) I 11711DD.BRN I I INode 000 Name EXISTING SOUTH BASIN Output Data IType SCS SITE US Stdl 1----------------------------------------------------1 100 I Input ID...................... 101lFlood Elevation Reached....... 1021Initial Stage Elevation....... 1031Initial Storage. .............. 1041Maximum Stage Reached......... 1051Minimum Stage Reached......... 1061Maximum Gross Storage......... 1071Maximum Detention Storage..... 1081 Final Stage Elevation......... 1091Time of Maximum Stage......... IIOITime of Minimum Stage......... III I 1121 1131Peak Nodal Intake............. 1141Time of Peak Intake........... 1151Peak Nodal Output....... ... ... 1161Time of Peak Output........... 1171Points Out of Tolerance....... 118 I Maximum Stage Error........... 1026414956 NO 25.000 Feet 0 CF 25.000 Feet 25.000 Feet 0.000 CF 0 CF 25.000 Feet 0.000 Hours 0.000 Hours 0.000 CFS 0.000 Hours 0.000 CFS 0.000 H,:,urs 0 0.000 Feet I I I I I I Node 001 Name OUTFl\.LL Input# 1026414990 I Type STl\,GING US Std I 1----------------------------------------------------1 100lFlood El. 23.000 Ft IPE to KE. NO ] 1011-------------------------------------------------1 I02ITime..... Hrs IStage El. Ft I 103ITime..... Hrs IStaqe E1. Ft I 104 I Time. . . . . Hrs I StaJe El. Ft I 105ITime..... Hrs IStaqe El. Ft I 106ITime..... Hrs IStaqe El. Ft 1 107ITime..... Hrs ISta':je El. Ft I 108ITime..... Hrs IStage E1. Ft I I091Time. .... Hrs IStaqe El. Ft I 110] Time. . . . . Hrs ] Se::aqe E1. Ft 1 111ITime..... Hrs IStaqe El. Ft I 1121 Time. . . . . Hrs I Staqe E1. Ft I 1131-------------------------------------------------1 114] I I 1151 I I 1161-------------------------------------------------1 1171Base Flow CFS IStaqe TO. 16. Ft I 118IXCoord.. Ft !YC'~'OF::.. t1:: ] I I I I I I I I I I I Node Report (US Std) 2 I 11711DD.BRN I I Node 001 Name OUTFl',LL Output Data I Type STl\GING us Std I 1----------------------------------------------------1 100 I Input 10...................... 1011Flood Elevation Reached... .... 1021Initial Stage Elevation... .... 031Initial Storage...;....... .... 041Maximum Stage Reached... ...... 051Minimum Stage Reached......... 06 I Maximum Gross Storage......... 07 1 Maximum Detention Storage..... 081 Final Stage Elevation......... 091Time of Maximum Stage.... ..... 10lTime of Minimum Stage......... 111 121 131 Peak Nodal Intake............. 141Time of Peak Intake........... 151Peak Nodal Output.......... ... 161 Time of Peak Output........... 171Points Out of Tolerance. ...... 1181Maximum Stage Error...... ..... INode 002 Name JB 1 Input# 1026325379 I Type JUNCTION US Std 1 1----------------------------------------------------1 1001 Flood El. 25.000 Ft 1 I 1011------------------------1 I 1021 I I 1031 1 I 104 I I I 1051 I I 1061 I I 107 I I I 1081 I I 1091 I I 1101 I I III I I I 1121 1 I 1131 I I 114 I I 1151 I I 1161-------------------------------------------------1 1171Base Flow 0.00 CFS IStage TO. ~t I 11811: Coord.. Ft IYCoord.. Ft I I I I I I I I I I I I I I I I I 1026414990 NO 16.000 Feet 0 CF 16.000 Feet 16.000 teet 0.000 CF 0 CF 16.000 Feet 0.000 Hours 0.000 Hours 0.000 ers 0.000 Hours 0.000 CFS 0.000 H'=lurs 0 0.01=,10 Feet 3 I Node Report (US Std) I 11711DD.BRN I I INode 002 Name JB 1 Output Data I IType JUNCTION US Stdl 1----------------------------------------------------1 INode 003 Name PROPOSED NORTH BASIN Input# 1027443231 ITy~e SCS SITE US Stdl 1----------------------------------------------------1 100lF1ood E1. 25.000 Ft I I 1011-------------------------------------------------1 l02IStorm.... SCS 11M IFreeze... YES I 1031RainFa11. 0.010 In IFreeze... YES I 1041-------------------------------------------------1 105IArea..... 8.890 Ac I I 1061Curve No. 92.000 I I I 071UHG File. SCS 256 I I 1081Ia Factor 0.200 I I 109ITc....... 0.250 Hrs I I 1101------------------------1 I III I I I 112 I I I 1131 I I 114 I I I lIS 1 I I 1161-------------------------------------------------1 1171Base Flow 0.00 CFS IStage TO. Ft I 1181X Coord.. Ft IY Coord.. Ft I I 100 I Input 10...................... 1011F1ood Elevation Reached....... 1021Initia1 Stage Elevation....... I 031 Initial Storage............... I 04 I Maximum Stage Reached......... i051Minimum Stage Reached......... I 06 I Maximum Gross Storage... ...... 1071Maximum Detention Storage. .... 1081Final Stage Elevation......... 1091Time of Maximum Stage......... IIOITime of Minimum Stage...... ... Illl 1121 1131 Peak Nodal Intake............. 1141Time of Peak Intake........... 1151Peak Nodal Output...... ....... 1161Time of Peak Output........... 1171Points Out of Tolerance....... 1181Maximum Stage Error........... I I I I I I I I I I I I I I 1026325379 NO 17.499 Feet o CF 17.499 Feet 17.497 Feet 0.000 C2 o CF 17.498 Feet 0.000 Hours 28.000 Hours 2.949 CFS 28.000 HCiurs 2.947 CFS 28.000 Hours o 0.000 feet I Node Report (US Std) 4 I 11711DD.BRN INode 003 Name PROPOSED NORTH BASIN Output Data I IType SCS SITE US Stdl 1----------------------------------------------------1 100lInput 10......................1027443231 1011Flood Elevation Reached....... NO 1021Initial Stage Elevation....... 1031Initial Storage............ ... 1041Maximum Stage Reached......... 1051Minimum Stage Reached......... I061Maximum Gross Storage......... 1071Maximum Detention Storage.. ... 1081 Final StaCJe Elevation......... 1091Time of Maximum StaCJe..... .... IIOITime of Minimum Stage..... .... 1111 1121 1131peak Nodal Intake............. 1141Time of Peak Intake....... .... 1151Peak Nodal Output....... ... ... 1161Time of Peak Output........... 1171Points Out of Tolerance.... ... 1181Maximum StaCJe Error........... INode 004 Name EXISTING POND NO.1 Input# 1027443239 IType POND US Stdl 1----------------------------------------------------1 100lTop El... 25.000 Ft ITop ?rea. 1.077 ..~ I 101IEl....... 24.500 Ft IArea..... 1.061 Aa I I02jEl....... 24.000 Ft [Area..... 1.022 L~ I 1 03IE1....... 23.500 Ft IArea..... C'. 9,84 .~.': I I 04 I E 1. . . . . . . 23 . 000 Ft I ?r ea. . . . . 0 . 94 6 ?a I I 051 El. . . . . . . Ft 1 ?,rea. . . . . Po..: I 106IEl....... Ft IArea..... Aa I 107IEl....... Ft IArea..... Aa I 1081El....... Ft I?rea..... P.a 1 109IEl....... Ft IArea..... Aa 1 110lBot El... 22.500 Ft IBot Area. 0.910"- I 1111---------------------------------------__________1 1121 T'::>p Perim Ft I Side %Per P,-t- I 1131Mid Perim Ft IBase %Per Pat I 1141Bot Perim Ft I I 1151 I I 1161---------------------------------------------____1 11718ase Flow 0.00 CFS IStage TO. 23.800 Ft I 1181X C,eoord.. Ft IY Coord.. "' 1 I I I I I I I I I I I I I I I I I I 25.000 feet o Ct 25.000 Feet 25.000 Feet 0.000 CF o Ct 25.000 teet 0.000 Hours 0.000 Hour3 0.000 0.000 0.000 0.000 o 0.000 CFS Hours CtS Hours teet I Node Report (US Std) 5 I 11711DD.BRN I I INode 004 Name EXISTING POND NO.1 Output Data I 1 Type POtm US Std I 1----------------------------------------------------1 I 100 I Input 10...................... 1011F100d Elevation Reached....... 1021Initial Stage Elevation....... 1031Initial Storage............... 1041MaxiwJm Stage Reached......... j051Minimum Stage Reached......... I 06 I Maximum Gross Storage......... 1071Maximum Detention Storage..... 1081Final Stage Elevation......... 1091Time of Maximum Stage......... IIOITime of Minimum Stage......... 1111 1121 1131peak Nodal Intake....... ...... 1141 Time of Peak Intake........... 1151 Peak Nodal Output............. 1161Time of Peak Output...... ..... 1171points Out of Tolerance....... 118 I MaxiwJm Stage Error........ ... 1027443239 NO I 23.800 Feet 54353 Co 23.800 Feet 22.656 Feet 54352.900 CE' Co .657 Feet 0.000 Hc>urs 72.000 Hours I 0.000 CFS 0.000 Hours 0.326 CFS 0.000 Hours o 0.000 Fest I I INode 005 Name EXISTING POND NO.3 Input# 1026414997 IType STAGING US Stdl 1----------------------------------------------------1 1001FloodE1. 23.000Ft IPEtor:E.UO I 1011--------------------------------------~----------1 102ITime..... Hrs IStaae El. F~ I 103ITime..... Hrs IStage El. Ft I 1041 Time. . . . . Hrs I Stage El. Ft 1 I05ITime..... Hrs IStage El. Ft I 106ITime..... Hrs IStage El. Ft 1 107ITime..... Hrs IStage El. Ft I 108[Time..... Hrs I Stage El. Ft I I09ITirne..... Hrs IStage El. Ft I 110ITime..... Hrs IStage El. Ft I 111ITime..... Hrs IStage El. Ft I [12ITime..... Hrs IStage El. Ft I 1131-------------------------------------------------1 1141 [ 1151 1 I 1161-------------------------------------------------1 11718as9 Flow CFS ISta99 TO. 17.500 F~ [ 1181X Coord.. Ft IY Coord.. Ft I I I I I I I I I I I Node Report (US Std) 6 I 11711DD.BRN I I INode 005 Name EXISTING POND NO.3 Output Data I IType STAGING US Stdl 1----------------------------------------------------1 INode 006 Name PROPOSED POND WO. 4 Input# 1026415040 IType POND US Stdl 1----------------------------------------------------1 100lTop El... 22.000 Ft ITop Area. 0.552 Ae [ [OlIEl.... ... 21.000 Ft IArea.. ... 0.471 Ac I 1 02IEl....... 20.000 Ft IP.rea..... 0.393 p" 1 103IEl....... 19.000 Ft IArea..... 0.328 P.c I 104IEl... ".' Ft IArea..... Ae I 105IEl....... Ft IArea..... Ac 1 106IEl.... ... Ft IArea..... Ac 1 107 I El. . . . . . . Ft IP.rea. . . . . .A.c j lOBIEl.... ... Ft IArea..... Ac I 109IEl....... Ft IArea..... Fe I 110lBot El... 18.000 Ft IBot Area. 0.279 Fc 1111-----------------------------------------________1 1121 Top Perim Ft I Side %Per Pct 1 1131Mid Perim Ft 18ase %Per Pct 1141Bot Perim Ft 1 115 [ I I 1161--------------------------------------------_____1 117183se Flow 0.00 eFS IStage TO. 19.200 Ft 1181X Coc1rd.. Ft IY Coord.. !:I_ I 100 I Input 10...................... 1011Flood Elevation Reached....... 1021Initial Stage Elevation.... ... 1031Initial Storage............... [04 [Maximum Stage Reached......... 1051Minimum Stage Reached...... ... 1061Maximum Gross Storage......... 1071Maximum Detention Storage..... 1081 Final Stage Elevation......... 1091Time of Maximum Stage......... IIOITime of Minimum Stage......... 1111 1121 113[Peak Nodal Intake............. 1141Time of Peak Intake........... 1151Peak Nodal Output............. 1161Time of Peak Output........... 1171Points Out of Tolerance....... 1181Maximum Stage Error........... I I I I I I I I I I I I I I 1026414997 NO 17.500 Feet o CF 17.500 Feet 17.500 Feet 0.000 CF o CF 17.500 Feet 0.000 Hours (1.000 H,=,ul.-s 0.000 CfS 0.000 Hours 2.950 CFS 28.000 H':Jurs o 0.000 Feet 7 I Node Report (US Std) 11711DD.BRN INode 006 Name PROPOSED POND NO.4 Output Data I IType POND US Stdl 1----------------------------------------------------1 100 I Input ID...................... 1011F1ood Elevation Reached....... 1021 Initial Stage Elevation....... 1031Initial Storage......... ...... ]04lMaximum Stage Reached......... 1051Minimum Stage Reached. ........ 106]Maximum Gross Storage..... .... 1071Maximum Detention Storage..... 1081Final Stage Elevation......... 109]Time of Maximum Stage......... IIOITime of Minimum Stage......... III I 1121 1131 Peak Nodal Intake............. 1141Time of Peak Intake........... 1151Peak Nodal Output..... ... ..... 116]Time of Peak Output..... ... ... ]17lPoints Out of Tolerance....... 11BIMaximum Stage Error.... ....... 1026415040 NO 19.200 teet 16369 CF 19.200 Feet 19.195 Fest 16362,.700 Ct Ct 19.195 Feet 0.000 Hours 72.000 Hours 0.000 CFS 0.000 Hours 0.000 CtS 0.000 H,:)urs o O.OCII] :8et INode 007 Name CONTROL STRUCTURE 2 Input# 1027444200 1 Type JUNCTION US Std I 1----------------------------------------------------] 100ltlood El. 24.700 tt ] I 101]------------------------1 I ] 021 I ] 1031 I I 104 I ] I 1051 1 I 1061 I I 107] I I ] OB I I ] 1091 I I 110] I I III I I I 1121 ] I 1131 I I 114 I 1 I 1151 I I 116]-------------------------------------------------1 11718as9 Flow 0.00 CFS IStage TO. Ft I 1181X Coord.. tt IY Coord.. t1: Node Report (US Std) 8 I 11711DD.BRN INode 007 Name CONTROL STRUCTURE 2 Output Data I I Type ,JUNCTION US Std I 1----------------------------------------------------1 I OOIInput ID...................... 1027444200 1011F1ood Elevation Reached....... NO 1021 Initial Stage Elevation....... 1031Initial Storage............... 1041Maximum Stage Reached......... 1051Minimum Stage Reached.... ..... I 06 I Maximum Gross Storage......... 1071Maximum Detention Storage..... 1081Final Stage Elevation......... 1091Time of Maximum Stage......... 110lTime of Minimum Stage......... 1111 [121 1131Peak Nodal Intake............. 1141Time of Peak Intake........... 1151Peak Nodal Output............. 1161Time of Peak Output........... 1171Points Out of Tolerance....... 1181Maximum Stage Error........... INode 008 Name CONTROL STRUCTURE 1 Input# 1027444205 IType JUNCTION US Stdl 1----------------------------------------------------1 100lFlood El. 21.600 Ft I I 1011------------------------1 I 1021 I I 1031 I [ 104 I 1 I 1051 I 1 1061 I I 1071 I I 1081 I [ 1091 I I 1101 1 1111 I 1121 I 1131 I [14 I I 1151 I 1 1161----------------------------------------------___[ 11718ase Flow 0.00 CFS IStage TO. Ft 1181X Coord.. Ft Ii Coord.. Ft I I I I I I I I I I I I I I I I I 18.000 Feet o CF 18.000 Feet 18.000 Feet 0.000 CF o CF 1:8.000 Feet 0.000 Hours 0.000 Hours 0.000 CFS 0.000 Hc,urs 0.000 CFS 0.000 Hours o ('.000 Feet 9 I Node Report (US Std) I 11711DD.BRN INode 008 Name CONTROL STRUCTURE 1 Output Data 1 1 Type JUNCTIO!.r US Std I 1----------------------------------------------------1 100 I Input 10...................... 1011 Flood Elevation Reached....... 1021Initial Stage Elevation....... 1031Initial Storage............... 1041Maximum Stage Reached. ........ 1051Minimum Stage Reach"'d...... ... 1061Maximum Gross Storag"'......... 1071Maximum Det",ntion Storage..... 1081Final Stage Elevation... ...... 1091Time of Maximum Stage......... IIOITime of Minimum Stage......... 1111 1121 113lPeak Nodal Intake............. 1141Time of Peaf: Intake........... 1151Peak Nodal Output......... .... 1161Time of Peak Output........... 1171Points Out of Tolerance....... 1181Maximum Stage Error........... I I I I I I I I I I I I I I I I I 1027444205 NO 17.498 Feet 0 CE' 17.499 Feet 17.496 Feet 0.000 CF 0 CF 17.498 Feet 0.000 H'.:Jurs 28.000 Hours 0.326 CFS 0.000 Hours 3.157 CFS - .400 Hours 0 0.001 Feet I Node Report (US Std) 10 I I I I I I I I I I I I I I ! I I I I I Storm Pipe Model I I I I I I I I I I I I I I I I I I I THIS MODEL VERIFIES THAT THE STORM DRAINAGE SYSTEM WILL CONVEY THE DESIGN STORM TO THE STORM WATER MANAGEMENT PONDS WITH THE PEAK ELEVATION AT HOUR 12 IN THE PONDS I 11711PIP.BRN I PIPE TAILWATER SUMMARY REPORT I C:\HSS\11711.WBS\11711PIP.BRN Created. : Mon Jul 22 10:52:50 2002 Revised. : Tue Ju1 23 14:19:39 2002 Executed: Tue Ju1 23 14:24:22 2002 I Project Run Converged. I Prepared By Charlotte Engineering And Surveying,Inc 110 S. Hoover Boulevard, Suite 206 Tampa, Florida 33609 I Project Contains 54 Paths. Project Contains 55 n::Jdes. Project Contains 0 3901s. I I Path I Up Stream Node Name I Down Stream Node Name I Path TYl=,e I 1----------------------------------------------------------1 I o I ClI.TCH BASIN 3 1 Cl'.TCH BASIN 4 IPIPE 1 1 EXISTING CB 1 I CATCH Bll,SIN 4 1 PIPE 2 1 CATCH BASIN 4 I CATCH BASIN 5 1 PIPE 3 I CATCH BASIN 5 I CATCH BASIN 6 I PIPE 4 1 CI'.TCH Bl\.SIN 1 I ClI.TCH BASIN 6 I PIPE ~, I CATCH B.A.SIN 6 I c''\.TCH B.A.SIN 7 IPIPE 61CATCH BASIN 7 jCATCH BlI.SIN c. IPIPE 7 I ClI.TCH BASIN 8 1 CATCH BASIN 9 i PIPE 81CATCH BASIN " I CATCH BASIN 9 IPIPE L 91CATCH BASIN 9 I CATCH Bll.SIN 1 jPIPE 10lCATCH BASIN 10 1 EXISTING CB 2 I PIPE II\EXISTING CB 3 I EXISTING JB 1 iPIPE 121EXISTING JB 1 1 EXISTING CB 2 1 PIPE 131EXISTING CB ? I EXISTING JB 2 I PIPE 14 1 EXISTING JB 2 I EXISTING CB 4 [PIPE 15 1 EXISTING CB 6 IEXISTING JB 3 IPIPE 161EXISTING JB 3 1 EXISTING CB 5 IPIPE 17 I EXISTING CB 5 IEXISTING CB 4 IPIPE 181 EXISTING CB 4 I EXISTING po~rD 1 IPIPE 191 BASIN 1 I CATCH BASIN 1 1 DIRECT 201 R'\.SIN ~ I CATCH BASIN I DIRECT L ~ 211 Bll.SIN 3 [CATCH BF\SItJ :) I DIRECT 22 I BJ'.SUr 4 I Cll.TCH BF,SIr-J 1 DIEEC'I 23 I BASIN 5 1 Cll.TCH BASIN 5 I DIREC:T 24 jBl'.Snr 6 1 CATCH BASIN 6 I DIRECT 251 Bll.Snr 7 [CATCH BASIn 7 I DIRECT 261 BlI.SUI 8 I CATCH BASIN 8 ILIRECT 27 I Bl\SIN " I CATCH BASIn c. I DIRECT 281 Bl\.SUf 10 ICATC" E,L.2It-j 1 I DIRECT ::' 9 I BlI.sur 11 1 EXISTING ~.'::' , I DIRECT .L 30 I 8l\SHr 12 i EZISTIN'~ C:C', L 10IEECT 311 Bl',SUI 1.3 I E}=ISTli'F3 C2 ~ ! DIRECT 32 I Bl'.SHr 14 I E~:ISTnr'G CS I DIRECT 33 I BlI.SUI 15 I E~<~I 3TIi.;(; CE 5 I =jIRECT 34 I Bl',SIN 16 I E~(ISTIrii~ CE:: 6 I DIRsr:T 351 El'.SIN 17 iEZISTInG JE 1 I DIRECT 36 1 81',Snr 18 I EZI.3TIt;::; l-Tf:' ~ I D1 F~ECT 37 181',Snr 19 I S:':ISTI'iG ,T:;::- ~ [ DIF:SCT 0 i CJo,TCl-l R",sur 10 ! C".TCH E,='.SIi-; I P:=2E 39 I C.I\TCH E.",3IN 17 I C.~.TCH E,",SIlr 16 1 PIPE 41,=, I Cl\TCH El\SIN 16 I CP,TCH Ell,S IN 15 IPIPS 41 ! C:.~TCH BJo,SHr Ie I C,:"TCH EJ\SIi-,.j 14 I PIPE 0 42ICl\.TCH E.I\.SIN 13 I C,'E:...TCH Etn.SIN 14 I PIPE 4:; I ClI.TCH E',P'.SIN 14 I G'.TCH 8,",3Ili 12 IPIPS 44 I Cl\TCH Bl\.,SIN 12 iEZI3TING J:E: 4 I PIPE I I I I I I I I I I I Network Summary (US Std) I 11711PIP.BRN IPathl Up Stream Node Name I Down Stream Node NamelPath Type I 1----------------------------------------------------------1 I 451EXISTING JB 4 IEXISTING POND 1 IPIPE 1 I 461BASIN 20 ]CATCH BASIN 18 I DIRECT I I 471 BASIN 21 I CATCH BASIN 17 I DIRECT I 1 481BASIN 22 ICATCH BASIN 16 I DIRECT I I 491BASIN 23 ICATCH BASIN 15 I DIRECT i I 50IBP,SIN 24 ICP,TCH R"'SIN 14 [DIRECT I I 511BASIN 25 ICATCH BASIN 13 I DIRECT [ I 52 I BASIN 26 ICATCH BASIN 12 I DIRECT I I 531BASIN 27 IEXISTING JB 4 I DIRECT I I I I I I INodel Name INode Typel 1------------------------------------1 I OICATCH BASIN 3 1 1 CATCH BASIN 2 I C"'TCH B,,"'SIN 5 31 Cl\TCH BP,SH! 6 4 [cn,TCH BASH! 1 5 I CATCH RI'\SIN 7 6 I CATCH BP,SH! 8 7 I CATCH BP,SIN 9 8 [CP,TCH BASIN 2 91CATCH BASIN 10 10lEXISTING CB 2 111 EXISTING CB 3 121EXISTING JB 1 131 EXISTING JB 3 14 I EXISTING CB 4 15[EXISTING POND 1 161EXISTING CB 1 17 I EXISTING JB 2 18[EXISTING CB 6 191 EXISTING CB 5 2018ASIN 1 21IB,"'SHI 2 22 I BASIN 3 231 Bl\SIN 24 IB.I\SH! 5 25IB,"'SIN 6 261 RI'\SIN 7 27 IBASIN 8 28IRL,SIN 9 29IB,",SIN 1 0 30 I BF,SIN 11 311 B.I\SIN 12 32 [BASIN 13 331BF5IN 14 341 EP"SIN 15 35 I BF,SIN 16 2>61 E.n.SIN 17 I I I I I I I 37 ! E.~SIl'; I 38 I B,",Sn: ; c, 39 i CL~,T(:H EP'.:3 I >i 4. 0] C,n,TCH E.P.,'s I ~'J 41 ! C,Ll.TCH E.r'.SI~i 4:2 i ':,r.,T'=H E':\S=:::'i 5 I <J3iC~_TCE :e.;'.SIi"l 44 i Cp.,'rCH E',:=',3Ii-J 4. 51 C.D.TC~ =~.i:.SI[J 461 EZISTIlf':; ,Jt:'. I 47 [BP,SHr 20 481 R'\SHr 21 49IB,l\SIN 23 501 Bi',SIN I I JU1ICTION I IJUNCTION I IJUNCTION 1 I JUNCTION I IJUNCTION I [JUNCTION I IJUNCTION I I JU1!CTIOtJ I IJUNCTION I IJUNCTION I IJUtJCTION [ IJUtJeTION I I,JUNCTION I IJUNCTION I I JUNCTlotr I I STP,GING I IJUNCTION I 1 JUNCTION I IJUtJCTION I I JUNCTION I ISCS SITE: I ISCS SITE: I ISCS SITE I ISCS SITE I ISCS SITE I ISCS SITE I ISCS SITE: I ISCS SITE: ISCS SITE ISCS SITE ISCS SITE jSCS SITE I ses SITE 1 SCS SITE Ises SITE Ises SITE i S,CS SITE I ,,::).~.:=- '~::i:' ISCS SITE i '....Tl.]'.;.-=':TIOU i ~rj~.;<=TION I J'~;:'iCTION I JUH'=-~I()N i J~j~',J'=lIO?-r ! ,-'IJl,~'=TIO?T i JU;,;'-:TIOrf ! i JUl'fC:TION ISC3 SITE I "'~'" SITE 12eS SITE 12'C3 SITE 2 I Network Summary (US Std) I I I I 11711PIP.BRN INodel Name INode Type I 1------------------------------------1 1 511 BASIN 24 I SCS SITE 1 1 521 BF,SIN 25 1 SCS SITE 1 I 531BASIN 26 ISCS SITE I I 54 I BF.SIN 27 I SCS SITE I INodel Name INode TypelHin E1. at Hr.lf'la:': E1. at Hr. 1 1--------------------------------------------------------------------1 o I CATCH Bl\SIN 3 llCATCH BASIN 4 21 CATCH BF.SIN 5 31 CATCH BF.SIN 6 4 1 CATCH BASIN 1 5 I CATCH BASIN 7 6 I CATCH BF.SIN 8 71CATCH BASIN 9 81CATCH BASIN ~ 91CATCH BASIN 10 10lEXISTING CB :2 111 EXISTING CB 3 121EXISTING JB 1 131EXISTING JB 3 14 I EXISTING CB 4 151EXISTING POND 1 161EXISTING CB 1 171 EXISTING JB :2 18 I EXISTING CB 6 191EXISTING CB 5 201 BF.SIN 1 211 BASIN 2 22 I BF.SIN 3 231BASIN 4 24 1 B,n,SHI 5 251BASIN 6 261BASIN 7 271 m\SIN 8 281 BF.SHr 9 291BASIN 10 30lBASIN 11 311BASIN 12 321BASIN 13 331BASIN 14 ~4IBASIN 15 351 Bl\SIN 16 361 BF.SHl 17 371 BASHI 18 381BASIN 19 391CATCH BASIN 18 40lCATCH BASIN 17 41' CATCH BF,SIU 16 421CATCH BASIN 15 431CATCH BASIN 14 44 1 CATCH BASIN 13 45 I CF.TCH e.,z\SHr 12 46 I EXISTING JB 4 47IBF.SIN 20 4 :8 I BF,S HJ 21 49 I Bl'.SIN 23 50 I BF,SHI 22 51' BF.SIN 24 52 I BI'.SIli 531 BI\SHr 26 54 I B.I\SIN 27 I I I I I I I I I I I I I 1 JUnCTION 1 JUNCTION I,TUNCTION 1 JUNCTION 1 JUNCTION 1 JUNCTION 1 JUNCTION 1 JUNCTION 1 JUNCTION 1 JUNCTION 1 JUNCTION , JUNCTION I JUNCTION 1 JUNCTION 1 JUNCTION 1 STAGING 1 JUNCTION I,TUtlCTION 1 JUNCTION 1 JUNCTION ISCS SITE ISCS SITE SCS SITE SCS SITE SCS SITE SCS SITE SCS SITE SCS SITE SCS SITE SCS SITE SCS SITE SCS SITE SCS SITE SCS SITE SCS SITE SCS SITE SCS SITE SCS SITE SCS SITE 1 JUNCTION 'JUNCTION I JUNCTION I JUNCTION 1 ,JUNCTION 'JUNCTION I JUNCTION I ,JUNCTION JSC:S 8ITE i I S~:S SEL I ",~." SITE jSCS SITE 12:=::= SITE; I SCS 217E ISC2 SITE ISCS SITE 24.8 24.8 24.8 24.9 24.8 24.9 24.9 24.9 24.9 24. 9 24. 9 24.9 24.9 24.9 24.9 24.9 24. ,8 24.9 24.9 24_ 9 26. Ci 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0 26.0 24.9 24.9 :2 4.9 24.9 :'4. Co -:- 1 C. ~,' Co '":', C. J'_. . -:, ~ 29. (; 27 1.30! 1.30: 1. 30 I 1.301 1.301 1.301 1.301 1.301 0.001 0.001 0.001 1. 9C' I 1. 901 2.301 2.30i 0.00] 1. 3C I 1 _ 3f~; i 2.2,0 i ::2. 3'J : (:I. (iIJ I 0.001 0.001 0.001 0.001 0.001 0.001 O. (:)O! 0.01] I 0.001 0.001 0.001 o I o. 1 ':1 CI I 0.0':11 0.1=)0 I 0.1)0 I 0.001 2.401 3.1':'1 3.1 ! 4.101 5..501 4.1 (J I 7.301 0.00! 0.00: Ci. '< 1 Ci.!='I=I: 1=1 25.1 25.0 25.0 25.0 25.1 25.0 25.0 25.0 25.0 25.0 25.0 25.2 25.::2 25.4 25.0 24.9 25.1 2-5. r'h 7 25.3 26. 6.0 26.0 26.0 26.0 26. 26.0 26.0 26.0 26.0 26.0 26.0 26.0 :26. 26.0 26.0 26.0 26.0 26.0 25.9 25. :3 ~. ~ 7 25.6 25.2 25.2 25.1 25.0 27.0 r:,::; () .-;' Ci . CJ 32.0 32.0 29.0 27. 12.10 12.10 12.10 12.10 12.10 12.10 12.10 12.10 12.10 12.10 12.10 12.10 12.10 12.10 12.10 0.00 12.10 12.10 12.10 12.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C). 0'=) 0.00 0.01=) O. CI(i 0.00 0.00 0.00 12.10 12.10 12.10 12.10 12.10 12. Ie! 12.10 12.10 0.00 O. (JO 0.00 0.00 0.00 0.00 (I. CJ I=i O. Elevations in Fe~t, ~r0d6S mar}=s,j with 2D '*' ha~s Floodsd. I c. .oc (.I. I~)() j 1].1]01 I Network Summary (US Std) 3 I 11711PIP.BRN I -------------------------------------------------------------------------- INodel Name I Maximum CtS Inflow I Maximum CtS Outflow I 1------------------------------------------------------------------------1 I OICATCH BASIN 3 2.72 @ 12.10 Hoursl 2.72 @ 12.10 Hours 1 11 CF,TCH BASIN 4 4.62 @ 12.10 H.ours I 4.63 @ 12.10 H'=J1JTS I 2 I C.'\TCH BASIN 5 3.76 @ 12.10 Hoursl 3.76 @ 12.10 HDU.!:"si 31 CATCH BASIN 6 5.97 @ 12.10 H.ours I 5.96 @ 12.10 Hours! I 4 I CATCH BASIN 1 0.98 @ 12.10 Hoursl 0.98 @ 12.10 Hours I 5 I CF,TCH BASIN 7 5.31 @ 0.00 Hc,urs I 5.31 @ 1.30 Hoursl 6 I CATCH R'\SIN 8 6.11 (~ 1. 30 Hc>urs 1 6.12 @ 1. 30 Hi:)urs I 7 I CATCH BASIN 9 6.55 @ 1. 30 Hours 1 6. ,56 @ 0.00 Hoursl 8 1 CATCH BASIN 2 0.67 @ 12.10 Hoursl 0.67 @ 12.10 Hours! I 9 I CF,TCH BASIN 10 6.87 @ 1.30 Hour.::; I 6.8;:: @ 1.30 Hours I 10 I EXISTING CB 2 10.29 @ 12.10 Hours I 10.29 @ 12.10 Hours] 111 EXISTING CE'. 3 2.31 @ 12.10 Hours] 2.31 @ 12.10 Hoursl 12 1 EXISTING JB 1 2.19 @ 12.10 H.ours I 2.19 @ 12.10 Hours! I 131EXISTING JB 3 17 .19 @ 12.10 H.:,urs I 17 .19 @ 12.10 Hoursl 14 I EXISTING CB 4 38.40 @ 12.10 Hoursl 3:8.39 @ 12.10 Hours 1 151EXISTING POND 1 48.30 @ 12.10 Hoursl 11.81 @ 2.30 Hours] 16 I EXISTING CB 1 2.06 @ 12.10 Hours 1 2.06 @ 12.10 Hours] 17 I EXISTING JB 2 9.04 I" 12.10 Hoursl 9.04 @ 12.10 Hoursl I 18 I EXISTING CB 6 17.22 @ 12.10 Hoursl 17.23 I" 12.10 Hours 1 191EXISTING CB 5 25.03 @ 12.10 Hours 1 25. ('3 @ 12.10 Hours 1 20] BASIN 1 0.98 @ 12.10 Hours] 0.98 @ 12.10 Hours] 21 I BASIN 2 0.67 @ 12.10 H.:.urs I 0.67 @ 12.10 Hoursl I 22 I BASIN 3 2.72 @ 12.10 Hoursl 2. " @ 12.10 Hoursl 'L 23 I BASIN 4 0.00 @ 0.00 Hoursl 0.00 @ 0.00 Hours 1 24 I BASIN 5 2.93 @ 12.10 Hoursl 2.93 @ 12.10 Hours 1 251BASIN 6 3.08 (9 12.10 H.:.urs] 3.0:8 1.9 12.10 H.:,urs I 261BASIN 7 0.00 @ 0.00 Hc.urs I (.1.01=1 @ 0.00 Hours 1 I 27 I BASIN 8 3.14 @ 12.10 Hoursl 3.14 @ 12.10 Hours 1 281BASIN 9 3.14 @ 12.10 Hoursl 3.14 @ 12.10 Hours 1 I 291 BASIN 10 0.00 @ 0.00 Hours] 0.00 @ 0.00 Hoursl I 30lBASIN 11 2.06 @ 12.10 H.:.urs I 2.06 @ 12.10 Hoursl I I 311BASIN 12 5.81 @ 12.10 Hoursl 5.t:l @ 12.10 Hoursl 1 32 I BASIN 13 2.31 @ 12.10 Hoursl 2.31 @ 12.10 Hours] I 331BASIN 14 4.88 @ 12.10 Hoursl 4.8:8 @ 12.10 Hours I I 34 I B,'\SIN 15 7.97 @ 12.10 Hours 1 7.97 12.10 Hours! I 351BASIN 16 17.22 @ 12.10 Hours 1 17.22 12.10 H.ours 1 I ] 361 BP,SIN 17 0.00 @ 0.00 Hours I O. (JC " 0.00 Hours I I 37 I BASIN 10 0.00 @ 0.00 Hours I 0.00 @ 0.00 Hoursl 'J I 38 I BASH! 19 0.00 @ 0.00 H.:)urs j 0.00 @ 0.00 H':)urs I 1 391 CATCH BASIN 18 1. 87 @ 12.10 H.:,urs ] 1. 86 @ L2.10 Hours] I I 40lCATCH BF,SUr 17 3.09 @ 12.10 Hoursl 3.09 @ 12.10 Hours I I 41 I CATCH BASIN 16 4.12 @ 12.10 H.:,urs 1 4.12 @ 12.10 H.:,urs 1 1 42 1 CATCH BASIN 15 5.35 @ 12.10 Hou!:"sl 5.34 @ 12.10 Hours] ] 43i1 CATCH BASIN 14 6.37 @ 12.10 Hours! 6.E @ 12.10 H.=.urs I I 441CATCH BF.S IN 13 0.76 @ 12.10 Hoursl C'. 70: @ 12.10 Hoursl I I, 45 I CATCH BASItI 12 9.90 @ 12.10 Hours) 9.90 @ 12.10 Hours[ 1 461EXISTING JB 9.90 @ 12.10 Hoursi 9.90 @ 12.10 Hoursj ] 47]BASIN 20 1. 87 @ 12.10 Hoursl 1.87 @ 12.10 Hoursl I 48 I BASIN 21 1. 36 @ 12.10 Hoursl 1. 36 @ 12.10 Hoursl I 1 49 1 BASIN 23 1.36 @ 12.10 Hc.urs I 1.36 @ 12.10 H.:.urs 1 I 50lBASIN 22 1.11 @ 12.10 Hoursl 1.11 (~ 12.10 Hours] I 511 BF,sur 24 1. 16 @ 12.10 H:ursl 1.l6 I~ 12.10 Hoursl 1 5:2 1 BASIN :25 0.76 @ L'.1':; J-'.:"crs 1 -F @ 12.10 Hoursl . ,0 ] 531 BF,SH! 26 -::. c::,G @ 1:2.1) rk:JiJr3 i 3.58 id 12.10 Hoursl I I 54 I B.'\SHr 27 (I. I~ r~; H':Jurs I (].OI=J @ 0.00 Hoursl ---------------------------------------------------- ---------------------- I I I I Network Summary (US Std) 4 I I I I I I I I I I I I I I I I I I I Side Drain Sand Filter Model I I I I I I I I I I I I I I I I I I I THIS MODEL VERIFIES THAT ALL OF THE WATER QUALITY VOLUME IS RELEASED IN A PERIOD LESS THAN 36 HOURS. THE RAINFALL IN THE MODEL IS SET TO ZERO SUCH THAT NO RUNOFF WILL ENTER THE PONDS IN THESE VERIFICATION RUNS. THIS ANALYSIS IS USED TO SIZE AND CONFIRM THE DIMENSIONS OF THE SIDE DRAIN SAND FILTER. I POND4FIL.SDF I ---------------------------------------------------------------------------------- I ISide Drain File.............. POND4FIL 1 I I 1---------------------------------------1 1---------------------------------------1 I Drainage Area, Acres......... 8.89 IISand Top Elevatiorl........... 19.2 1 IRunoff, Inches............... 0.5 IISand Top Width, Feet......... 2.5 I IRequired Storage, Acre Feet.. 0.370417 I ISand Berm Slope, Feet/Foot... 4.0 1 IRequire,j Storacje, Cubic FeeL 16135.35 IISand Dar'=y K, Feet per Hour.. 3.67 I 1---------------------------------------1 1---------------------------------------1 I II I 1---------------------------------------1 1---------------------------------------1 I Design Pond File............. Optional IIPipe Length, Feet............ 450.0 1 ITop Reference Elevation... ... 19.2 I IPipe Diameter, Inches........ 6.0 I I Depth to Reference Bottom.... 1.2 I IPipe Slope, Percent.......... 0.1 I I Top Surface Area, Acres...... 0.341 I I Number c,f Parallel Pipes..... 1 1 IMiddle Surface Area, Acres... 0.31 I IPipe Manning Coefficient..... 0.01 I IBottom Surface Area, Acres... 0.279 I IPipe Centerline Elevation.... 17.2 I IFilter High Water Elevation.. 19.2 I I Stone Envelope Height, Feet.. 0.83 I IFi1ter Low Water Elevation... 18.CI IIStone Envelope Width, Feet... 0.83 1 INet Storage, Cubic FeeL..... 16204.32 IIUnderdrain Capacity, CFH..... 830.401471 I Drawdown Time, Hours......... 36.02753811Mean Filtration Rate, CFH.... 627.077951 I I I ---------------------------------------------------------------------------------- I --------------------------------~----------------------------------------- I I Stage I Pond IFilterl Head I Lmin I Lavg I Lmeanl Gradient I Area I Flow I I El. I Depth 1 Depth I Feet I Feet I Feet 1 Feet I Ft/ Ft I SF I CFH I 1------------------------------------------------------------------------1 I 19.2001 1.2001 2.0001 2.001 1.671 4.071 5.031 0.3981 900.011313.31 1------------------------------------------------------------------------1 I 19.1001 1.1001 1.9001 1.901 2.071 4.271 5. I .3661 85.5.011147.31 1------------------------------------------------------------------------1 I 19.0001 1.0001 1.8001 1.801 2.471 4.471 5.361 0.3361 81 .01 9~'8.51 1------------------------------------------------------------------------1 118.90010.90011.7001 1.701 2.871 4.671 5.521 (i.3(181 765.(11 865.11 1------------------------------------------------------------------------1 I 18.8001 0.8001 1.6001 1.601 3.271 4.871 5.671 .2821 720.01 745.61 1------------------------------------------------------------------------1 I 18.7001 0.7001 1.5001 1.501 3.671 5.071 5.821 0.2581 675. I 638.81 1------------------------------------------------------------------------1 I 18.6001 0.6001 1.4001 1.401 4.071 ::,.271 5.961 0.2351 630.01 543.51 1------------------------------------------------------------------------1 118.50010.501:111.300! 1.301 4.471 5.471 6.1:'91 .2141585.01,,5:8.61 1------------------------------------------------------------------------1 118.40010.40011.2001 1.201 4.87] 5.671 6.2')] .193154':1.01383.41 1------------------------------------------------------------------------1 1 18.3001 0.3001 1.1001 1.101 5.271 5.871 6.311 0.174! 495.01 316.91 1------------------------------------------------------------------------1 I 18.?001 0.2001 1.0001 1.001 5.671 6.071 6.391 0.156: 450.01 258.51 1------------------------------------------------------------------------1 I: 18.1001 0.1001 0.9001 0.901 6.(17] 6.271 6.451 ('.14('] 4';5.01 207.51 1------------------------------------------------------------------------1 I 18.0001 0.0001 0.8(iOI 0.801 6.471 6.471 6.471 0.124\ 36(1.01 163.41 I I I I I I Ele~atioDs and Depths in Feet. I I I I I Side Drain (US Std) I I I I I I I I I I I I I I I I I I I POND4FIL.SDF I Stage I Gross Net I Delta I Flow I AvgFlowl dT 1 Drawdownl 1 El. 1 Volume I Volume I Volume I CFH I CFH I Hours 1 Hours I 1---------------------------------------------------------- --------1 I 19.2001 162041 162041--------1 1313.31--------------- 0.001 1-------------------------1 14741-------1 1230.31 1.20 --------1 I 19.1001 147301 14730 --------1 1147.31--------------- 1.201 1------------------------- 14521-------1 1072.91 1.35 --------1 I 19.0001 132781 13278 --------1 998.51--------------- 2.551 1------------------------- 14291-------1 931.81 1.53 --------1 I 18.9001 118491 11849 --------1 865.11--------------- 4.081 1------------------------- 14071-------1 805.41 1.75 --------1 1 18.8001 104431 10443 --------1 745.61--------------- 5.831 1------------------------- 1384 -------1 692.21 2.00 --------1 I 18.7001 90591 9059 -------- 638.81--------------- 7.831 1------------------------- 1362 -------1 591.21 2.30 --------1 I 18.6001 76971 7697 -------- 543.51--------------- 10.131 1------------------------- 1339 -------1 501.11 2.671--------1 I 18.5001 63581 6358 -------- 458.61---------------1 12.811 1------------------------- 1317 -------1 421.01 3.131--------1 I 18.4001 50411 5041 -------- 383.41---------------1 15.931 1------------------------- 1294 -------1 350.11 3.701--------1 I 18.3001 37471 37471-------- 316.91---------------1 19.631 1-------------------------1 1272 -------1 287.71 4.421--------1 1 18.2001 24761 24761-------- 258.51---------------1 24.051 1-------------------------1 1249 -------1 233.01 5.361--------1 I 18.1001 12271 12271-------- 207.51---------------1 29.411 1-------------------------1 1227 -------1 185.41 6.621--------1 I 18.0001 0 I 01-------- 163.41---------------1 36.031 Elevations in Feet, Volumes in Cubic Feet. Side Drain (US std) I I I I ,I I I I I I I I I I I I I I I Clearwater Phillies Filtrate Flow Rate Elevation Feet 19.4 18.8 19.2 19.0 18.6 18.4 18.2 18.0 0.0 200.0 400.0 600.0 800.0 1000.0 Flow, Cubic Feet / Hour 1200.0 1400.0 Proposed Drawdown Conditions