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FLS2003-05018 (4)
j'L s a o0 3- a, o ~~ 7/7 /~' ,sydrE~lJ ,, .~.. 'r_ _ - +~ ~~ -. ':.; Looking south to sfr at waterfront 10 11 4 -'- _ - :~ _.. ., ~_ ._ .. __ _ j ~.~ - __` _ Looking south down east property line ~--3 ,~ N Y tJ FRpt~13 ~LEV~TIOP! -- , ~ ~ ~+ ' ~~_ C~ ,~ 1 E. ~ c"~ ~-- . _ ~ ~ _ 1 --• i ~ ~~ P~EL1?~iINAP'f ~~;iER1GF. EL~VA710`1S LEET 5f~E ELEVATIC?N ~, ~., ~, ~a U ,~ H it ~f ~{ N r r €~~ ~~ ~ ~5<~i ~~ ~ ~._~ REAR ~LEYAEICiN ~.,w.f.. C J~~[I f?IC3HT 51bE LLEVATIO~z ,,:.3.,~ {7 .. __ ~, , 1~ . ~ .~:~ ~ P U I C ~ ~ /~ c L ~~] ER~I Ih1tsIAF.Y" ~:tiF~;IGi? tLEVAFIJ\5 . I~v~i~~~le ., ~ ~ ~ ~ P ~ ~- ~ f ,~ .. ,r' ~ ~ ~ ~ ~ 4_ ~ ~ g' 60 $ GULF-TQ-BAY ~ 1 r--------~ / 1 3 ~ ~ xc w..-r.-1~ _ _ _- - ~ _ - - - - - - _ ` ral w~ 6A 2~3t t0o.~ 115.2 ~ - L ~ -1 r - _ _ ~ ~ _ ~~ ~ • ! 1 }a ~ 16. ~ 1 ~.1Q 1 1 ~ 51Q w i A 'K A,, ! ~ ~ ~+ ~,,1 t ! ~ 1 1 1 ~ 2 aD~ ~©~j : r83106~ ~ 't - ' i t ~ 1 1 i i r ~ ~~~ 6 ~ l ~_ _I p a ` t 1 t t~ i L O ~ s h y TfiACT A i ~ i ; ~ ~ . 1 /~~ ~ ~~! 'S eP ~ ttJIL~.- ~~ tom" 1 ~ ~ ; i i '~ 9 - 1~~ 1 t 1 1 1 1 / J ~~ ~ ~- ' I1 Z - ti ~_ ~ t i 1 1 1• • 1 1 1 ~ h t + 1 1 1 , l_ _1 i• ~ ~ '~'' ~ W 3 ` 3~ , ' j~ tt ~ ~ 1 1 1 t ~ ~ S ~~ ~ ~ ~M~ - `_ t a 1 1 1 1 1 ~ 1 t f 1 1 1 Z~ S v +3 ~ ~' t t t t i t 1 1 1 ~' ~ ~ ~ ~ - ~ a ~~ 1 ~, ~ i l a 1 1 ~L y, 2 t t ; 11 ~ipl $ '~ P r1 •y Ty 'P~ t + y ~~ 1 ~ 1 I~O t Z - t` r/ ~- y~~ ~ p ~ t y' -~ t ~ t ~ { 1 2 yc . ~ t Z t~ t t t 1 ~ ~ ~ ~ i t t L :S ,,,. t, t t a t t' C M 1 t Y1 4.6 AC 4'i ~ ~~' ~ 1 rfit.~ i~~ y !{7: "' \ t p 4 1 ~-~-~ µr~,~`'` TRACT ~C-,.~'~'~~:_~~;~`:, .' t ` :i t t ~ 1 • /D3 ',1':. 'uj-3~{;v~ r~J:1~•l_~.:j.., t .,:+~ r' i t t t t a t y J, -_~,~ e. ~ t a t CS 1 lT4 /~'f.~:,;J7°~,'.r~'~x_r+ r~ ~i ; 1 • 1 ~ t ~, ::~ t t 1 dJ Z 1~~ t'' i~ ~ t t t t t -t1 __-'-«___ __- ~ 3206 (n °I~:X ~~ ~ t t t ~ ~ ~ t t 1 ~ 7 ~, ~ . t ~...: t t -~, t t t t t t t tt t t tt t t ~ 1 1 ( 1 t . 1 t t t t t t , t 1 , F" t t a t L W t 4 .r ~~~ • t t ~ t i ~~ ~~ ~~ ~ t 1 t t t r . // t t ~ ~ i ~ i t t~ t l a - t l t t t t 1 t 1 ~ t 1 I a a t I 1 t t l a t 1 t t t 1 t i . 1, 1 i t a„ ~1~ '``` ` ~ i, t 1 1 ~ ` ~ 1 1 t i 1. 1 t { 1 t ~ + t l L 1 I 1 d-.: ~ t A _. ! -. 2530 Drew Sf reel Clearwater, FL 33765 tel 727.797.1818 #ax 727.431.8601 bright ~~- ^ ~ ~. ~ - - . ... . house ~,~~.. r+Eiwoaxs ~'`~~ Date: May 20, 2003 Re: Penmar Drive east of Bayview Ave. Dear Harry: Thank you for advising us of subject proposed project/ vacation/ adjustment. XX Bright House has no objection. Bright House has no objections provided easements for our facilities are granted or retained as shown on the attached drawing. t,~ :,. ~ - ~: "n~: Bright House has no objections provided applicant bears the expense for relocation of any Bright House facilities to maintain service to customers affected by the proposed. vacation. In order to properly evaluate this request, Bright House will need detailed plans of facilities proposed for subject areas. Bright House has facilities within this area, which may conflict with subject project please call one call locating. SEE NOTES _ Bright House requires 30 days written notice prior to construction start date to relocate their facilities. Please refer any further correspondence and pre-construction meeting notices to: W. Scott Creasy at 803-5053 NOTES: N~:Objection. Sincerely, W. Scott Creasy Field Engineer III Bright house Networks ~~ I ,~ i iE~ t: ~; ". :~,t ;' y ~g HOUSE OF PRAYER. CLEARWATER, FLORIDA DRAINAGE CALCULATIONS September 2003 Prepared for: Our Lady of Divine Providence 702 South Bayview Avenue Clearwater, Florida 33759 Prepared by: Florida Design Consultants, inc. 6321 Grand Boulevard New Port Richey, Florida 34652 Job 997-203-30.04 K:Utouse of Prayer~Reports~Drainage Calcutations.doc ~~~~ ~~~~•~ :. ~,., r `~~ a~ ~r~i~alt~~f~d~s .~. ~ ,~ ~t^, , _ ' ~~-dry ~J 3 7003 o ,~..~~. nr ~/ ~ ~ A + ~~ r+r~ , TABLE OF CONTENTS NARRATIVE General Soil Survey Information Flood Zone Information Existing Conditions Proposed Conditions Operation and Maintenance EXISTING CONDITIONS • Summary PROPOSED CONDITIONS • Summary • Sub-basin Characteristics Developed Condition Data Sheet o With. Design Data (Pages 1 - 6) • Pond Configuration Developed Condition Data Sheet o With Design Data (Pages 7 - 8) • AdICPR Model o Input Data (Pages 9 -13) o Output Data -~ 25-year/24-hour (Page 14) • Storm Drain Tabulation Form (Page 15) ATTACHMENTS • Location Map • USGS Map • SCS Soils Survey Data • FEMA Flood Insurance Rate Map • Operation and Maintenance Guidelines K:1House of PrayerlReports\Drainage Calculations.doc HOUSE OF PRAYER DRAINAGE CALCULATIONS ' NARRATIVE ' General• 'The proposed House of Prayer project is located on an approximately 6.2-acre site that ' lies within the jurisdiction of the City of Clearwater, in Pinellas County, Florida (Section 16, Township 29 South, Range lb East). The site is bounded by South Bayview Avenue to the west, an existing single-family residential subdivision to the north, Pinellas County property to the east and Old Tampa Bay to the south. (See enclosed Location Map and USGS Map). The proposed project consists of the construction of a private prayer retreat. The primary structure will hold a 250-seat assembly hall, and will also accommodate several administrative offices and prayer rooms. There will be four (4} smaller buildings ' constructed on the site as well. These "poustinas" are approximately 20-ft x 18-ft, single room buildings where a person can seek prayer in silence and solitude. In addition to the building, the project also proposed to constrict a paved driveway with both grass and paved parking, a meandering walkway throughout the site and a drainage detention pond and stormwater treatment system. ' Soil Survey Information: According to the SCS Soils Survey of Pinellas County, Florida, the soil type found on- site is designated as Wabasso Fine Sand (Wa). Wabassa Fine Sand is a nearly level, poorly drained soil on broad low ridges in the flatwoods. The water table is within a depth of approximately ten inches (10") for a couple months during the wet seasons and ' at a depth of ten inches (10") to forty inches (40") for approximately six (6) months in most years, (See enclosed SCS Soils Survey Data}. Flood Zone Information: ' According to FEMA Flood Insurance Rate Map Community Panel Number 125096 0018 D, revised August 19, 1991 the project site lies within Flood Zones X, AE and VE. The majority of the site is located rrr Zone X. Flood Zone X rs defined as areas of 500-year flood; areas of 100-year flood with average depths of less than one foot (1') or with drainage areas less than one square mile (1 sq. mi.); and areas protected by levees from 100-yeaz flood. Flood Zone AE rs defined as areas where the base flood elevation has been determined, The determined elevation for the proposed House of Prayer site is 10.0 feet. Flood Zone VE is defined as areas where there is coastal flood with velocity (wave action}; and where the base flood elevation has been determined. The determined ' elevation for the proposed House of Prayer site is 10.0 feet. (See enclosed partial copy of the FEMA Flood Insurance hate Map). Existing Conditions: 1 The project site currently exists as a portion of the overall area owned by Our Lady of Divine Providence. The main office and meeting facility for Our Lady of Divine Providence is located on the west side of South Bayview Avenue on an approximately 4.6 acre parcel. The project site (located on the east side of South Bayview Avenue} currently contains three (3) existing houses that provide retreat-type housing for Our Lady of Divine Providence. The existing homes are not used as permanent residences. Up until recently, there were several additional buildings located on this site. These building were demolished however and the sites have been sodded. The land generally drains from north to south, towards Old Tampa Bay. There is no existing stormwater treatment system located on-site, except for a single grate inlet that appears to have been installed within an existing low spot. The on-site runoff outfalls into the South. Bayview Avenue right-of--way and Old Tampa Bay. The ultimate discharge point for this property is Old Tampa Bay. Proposed Conditions: The proposed project consists of the construction of a primary structure that will hold a 254-seat assembly hall, and will also accommodate several administrative offices and prayer rooms. There will be four (4} 20' x 1$' "poustina" buildings constructed on the site as well. In addition to the proposed buildings, the project will also consist of the construction of a paved driveway with both grass and paved parking, a meandering walkway throughout the site and a drainage detention pond and stormwater treatment system. The proposed detention pond will provide water quality treatment for the first one and a half inches (1.5") of runoff before discharging to Old Tampa Bay, an Outstanding Florida Water. In addition to the project site, there is an additional acreage of area to the immediate north of the project that drains by overland flow to the south across the site. This acreage is included in the water quality calculations for the proposed pond. No attenuation will be required for this project site. A portion of the project site will require filling within the 100-year flood plain. However, due to the location of the project in proximity to Old Tampa Bay, no compensatory flood plain volume is required. Operation and Maintenance: The owner of the property will be responsible for the proposed stormwater management ' system. Enclosed is a copy of the letter outlining the operation and maintenance responsibilities, which was mailed to the owner. (See enclosed copy of the Operation and Maintenance Guidelines). Existing Conditions: The project site currently exists as a portion of the overall area owned by Our Lady of Divine Providence. The main office and meeting facility for Our Lady of Divine Providence is located on the west side of South Bayview Avenue on an approximately ~.6 acre parcel. , The project site (located on the east side of South Bayview Avenue) currently contains three (3) existing houses that provide retreat-type housing for Our Lady of Divine Providence. The existing homes are not used as permanent residences. Up until recently, there were several additional buildings located on this site. These building were demolished however and the sites have been sodded. The land generally drains from north to south, towards Old Tampa Bay. There is no existing stormwater treatment system located on-site, except for a single grate inlet that appears to have been installed within an existing low spot. The on-site runoff outfalls into the South Bayview Avenue right-of--way and Old Tampa Bay. The ultimate discharge point for this property is Old Tampa Bay. There is no stormwater treatment system for the existing project site. Therefore, no 1 calculations are provided. 1 Prouosed Conditions: 1 The proposed project consists of the construction of a primary structure that will hold a 250-seat assembly hall, and will also accommodate several administrative offices and prayer rooms. There will be four (4) 20' x 18' "poustina" buildings constructed on the site as well. In addition to the proposed buildings, the project will also consist of the construction of a paved driveway with both grass and paved parking, a meandering walkway throughout the site and a drainage detention. pond and stormwater treatment system. The House of Prayer project is located directly on Old Tampa Bay. Due to this location, the proposed stormwater system provides water quality treatment only. Attenuation volume is not required. [] t 1 1 Pursuant to Southwest Florida Water Management District (SWFWMD) rules, because the treatment pond will be a wet pond, the proposed stormwater system must treat the first one-inch (1") of runoff. However, if discharging directly into Outstanding Florida Waters, SWFWMD requires an additional 50% treatment. Therefore the stormwater system must be able to treat the Hirst one and a half inches (1.5") of runoff. Of the total 6.2-acre site, approximately 5.1 acres will be routed through and treated within the proposed detention pond. The remaining 1.1 acres along the south and west boundaries will consist of unimproved areas and will discharge directly into Old Tampa Bay (south side} and the South Bayview Avenue right-of--way (west side). In addition to the project area, there is additional acreage to the immediate north of the project that drains by overland flow to the south across the site. This 0.7-acre area is included in the water quality calculations for the proposed pond. Runoff from the project site is routed into the proposed detention pond through a system of grate inlets and yard drains. There are also azeas where the grading creates overland flow into the pond. The runoff is treated within the wet pond (littoral area) and dischazges via outfall control structure. The outfall pipe discharges through the existing sea wall. Staked silt fence and floating turbidity barriers will be installed prior to construction and maintained throughout the duration of proposed work. Hay bales aze also proposed around the existing inlet on-site. A portion of the project. site will require filling within the 100-year flood plain. However, due to the location of the project, no compensatory flood plain volume is required. K:~! louse of Prayer~Reports~Drainage Calculations.doc 1 Project: House of Prayer by: chk'd by: Drainage Report: Sub-basin Characteristics Developed Condition Data Sheet: Name: Proposed Conditions Area: On-site = 5.1 Off-site = 0.7 Composite CN: Land-Use Area HSG Buildings 0.520 D Sidewalk 0.210 D Pavement incl Paved Parking 0.450 D Parking Grassed .0.300 D Landscape/Lawn 3.760 D Water (@overflow) 0.560 --- Total 5.800 Note: !f existing soils are B/D or D, use HSG = D for developed conditions. Tune of Concentration: Overland Flow: t(trial) L 24.1 300 A (acres) = 5.$00 CN 98 98 98 98 80 l00 CN = 86.5 25 year Zone 6 IDF curve N I S t(sub 1); 0.4 5.93 0.026 24.12 (Off-site} Shallow Concentrated (Rill) Flow: L s V t(sub2)Z (On-site) 50 0.044 3.4 0.25 Channelized Flow: L v t(sub3) (On-site) 350 2 2.9 T (minutes) = 27.3 Use-T {minutes) = 27.3 !.Equation (4-3), Hillsborough County StormwaterManagement Technical Manual, p. 25 2. From equation for Figure 3-1, USDA, SCS, Urban Hydrology for Small Watersheds. TR 55, Appendix F, p. F-1 ProposedHydrologicTerrainHOP 8/5/2003 10:06 AM page: j 625-040-205-a ' Fage 53 of 98 ' -'` . - Table 5-8 SCS RUNOFF CURVE NUMBERS FOR SELECTED AGRICULTURAL, SUBURBAN, AND URHAN LAND USE ' Hy drologic Soil Group __ Land Use Description - A B ! C~ D Cultivated Lando: Without conservation treatment 72 81 $8 91 With conservation treatment 62 71 78 81 Pasture or range land: ~ Foor condition 68 79 86 89 Good condition 39 61 74' 80 ' Meadow: good condition Wood or Forest Land: 30 58 71 78 Thin standB poor cover, no mulch 45 66 77 83 Good cover 25 55 i0 Z7 Open Spaces, Laxns, Parks, Golf Courses, Cemeteries: Good condition: grass cover on 75$ or more of the area 39 6i 74 80 Fair condition: grass cover on 50$ to 75$ of the area 49 69 79 t Foor condition: grass cover on 50$ or Less of the azea Commercial and Business A (85~ i 68 79 86 89 reas mpervious) 89 92 94 95 Industrial Districts (72~ impervious) 81 88 9I 93 Residentialc: d Average lot size Average $ Impervious 1/8 acre or Tess 65 77 85 90 92 " 1/4 acre 38 61 75 83 87 ~, 1/3 acre 30 57 72 81 86 1/2 acre 25 54 70 80 85 1 acre 20 51 68 79 84 Paved Parking Lots, Roofs, Drivewayse: 98 98 98 98 ' Streets and Roads: Paved with curbs and storm sexerse 98 98 98 98 Gravel 76 $5 89 91 Dirt 72 82 87 89 Paved with open ditches Newly graded area (no vege.tatfon established)f 83 77 89 8 . 92 93 6 91 94 aFor a more detailed descri ti n of a i lt p gr o cu ural land use curve numbers, refer to Table 5-9. ' bGood cover is protected from grazing and litter and brush cover soil. cCurve numbers are computed assuming the runoff from the house and drivexay is directed toward the street xith a minimum of roof rater directed t - o lawns where additional infiltration could occur. dTh i i e rema n ng pervious areas (lawn) are considered. to be in good pasture condition for these curve numbers. eYn some warmer climates of the country, a curve number of 96 may b e used. fuse for temporary conditions during grading and construct ion. ' (dote: These values are for Antecedent Moisture Condition II, wad I a = 0.25. ~''~ Reference: USDA, SCS, TR-55 (1984). ]~1}f j f(j ` ~~ f'X ~ Y ~ ysf '~ { d ~y 1 r.~n+ 4~ ~.` ~n . ~ F s ' gnR299b/06e rainfall distribution shall be used in the calculation of both the pre- and post- development ' runoff hydrographs. 4.3 TIME OF CONCENTRATION The Time of Concentration is a common parameter of the above methods. It is recommended that the time of concentration be determined by the Velocity Method. The velocity method is a segmental approach thattcan be used to account for overland, shallow channel, and main channel flows by considering the average velocity for each flow ' segment, and by calculating a travel time using the following equation: (60) V; Where: t; = Travel time for velocity segment (i), in minutes L; = Length of the flow path for segment (i) , in feet V, = Average velocity for segment (i), in ft/sec The time of concentration. is then calculated by summing the individual segment travel times as follows: ' t~ = tl ~- t1 + t3 + . .. + t; ( 4 -2 } " Where: - t~ = Time of concentration, in minutes tl Overland flow travel time, in minutes tz = shallow channel travel time (typically rill or gutter flow}, in minutes t3 = Main channel travel time (typically storm sewer, swale, ditch, canal, etc..), in minutes t; = Travel time for the i"' segment, in minutes A. OVERLAND FLOW ' The Kinematic Wave Equation developed by Ragan {1971) should be used for calculating the travel time for overland flow conditions. The"Kinematic Wave method is ' the recommended method for calculating the time of concentration for overland flow. Other methods may be used, however, the design will be checked with the Kinematic Wave Equation. Any significant differences in 1 the calculation of the time of concentration for overland flow by methods other than the Kinematic Wave Equation must be approved by the County Administrator. Figure 4~1 ~~~~~t~ ~' fi'r'' ~,~~`""'~`r. 2~ ~ ~.,, T ~, ~, ' presents a nomograph that can be used to 'solve this equation, which is expressed as: ' tl = 0.93 L°.b No.b (4-3) 10.4 50.3 ' Where: t, = Overland-flow travel time, in minutes L =Overland flow length, in feet N =Surface roughness coefficient far overland flow (See Table 4-1) I =Rainfall intensity, in inches/hr, corresponding to the design storm frequency ' S =Average slope of the overland flow path, in ft/ft It should be noted that the surface roughness coefficient values shown in Table 4-1 were determined specifically for overland flow conditions and are not to be used for 1 conventional open channel flow calculations. TABLE 4-1 ACCEPTABLE "fit" VALUES FOR IISE IN THE KINEMATIC WAVE FORMULA (Orange County, Florida, Subdivision Regulations June 3, 1985} ' Land Use N-Value Pavement 0.015 ' Bare Soil (Average Roughness) 0.05 Poor Grass Cover 0.2 Average Grass Cover or Lawns o.4 Dense Grass Cover of Woodlands 0.6 Forest with Thick Humus/Litter 0.8 Layer and Dense Undergrowth Equation 4-3 is solved by a trial and error process as follows: a. Assume a trial value of rainfall intensity (I). b. Determine the corresponding overland travel time (ti), using Figure 4-1 or Equation 4-3. ' c. Use t~ from Step 2 as the critical storm duration and determine the actual rainfall intensity for this critical. storm duration. Select the appropriate intensity-- ' duration-frequency (IDF) curve from Figure 4-2. d. Compare the trial and actual rainfall intensities. Tf they are different, select a new trial rainfall intensity and repeat the process. ~'4 ~ 1-.~ E 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: House of Prayer. by: chk'd by: Drainage Report: Pond Configuration Developed Condition Data Sheet: Name: Pond (includes off-site) Area: On-site = 5.100 C7ff--site = 0.700 Treatment Volume: Treat Runoff Depth [inches]: 1.5 Minimum littoral area [%]: 35% Pond Volume{s): Lakes A-D TOB WEIR NWL EL: S.0 4.00 2.50 AREA: O.b31 0.5580 0.454 A [acres] = 5.800 TREAT VOL [acre-feet] = 0.7250 TREAT VOL [sq. feet) = 35,931 (Discharge to Outstanding Florida Waters) Minimum littoral area [acres] : 0.16 Orifice Sizing Calculations: Orifice size [inches] release 1/2 vol: EL AREA 1NCR TOTAL h VOL VOL 4.00 0.558 0.0549 0.3765 3.90 0.540 0.0585 0.3216 3.79 0.523 0.0565 0.2631 3.68 0.505 0.0546 0.2066 3.57 0.487 0.0526 0.1 S20 3.46 0.470 0.0507 OA994 3.35 0.452 0.0487 0.0487 3.24 0.434 ProposedStorageHOP 8/5/2003 11:31 AM Pond Stage Area Data for ICPR 3: EL AREA (STAGE)[ACRES] S.0 0.631 4.8 0.620 4.5 0.610 4.3 0.599 4A0 0.588 1.66 " C = 0.6 Q INCR TOTAL TIME TIME 1.45 0.0871 7.6252b 7.6 1.35 0.0839 8.42833 16.1 1.24 0.0804 8.50274 24.6 1.13 0.0768 8.6018 33.2 1.02 0.0729 8.73279 41.9 0.91 0.0688 8.90609 50.8 0.80 0.0645 9.13716 59.9 Page tit ~~ 1 1 1 1 1 1 FLORIDA DES1~N CONSUL TAINTS, INC. ENGINEERS, ENVIRONMENTAEISTS, SURVEYORS 8 PLANNERS 6321 Grond Boulevard, New Porl Richey FL 34652 Tel: (727} 849-7588 - Fax: (727) 848-3648 {_: ~`'~ ~`,- f`::' ~'~' * ~- job r10. _ ~.~.`` tP ,>~•rr ate,' ,~- ~.'".a,,,,,~ p~~ r"~~ f,., e.y=~ per '~: {~ ,.', r~~, r ~. ~~ project /r~ ~~'~~~~..,,.~- E ~ ,~ , C ,~T work by ~C f :: date / }"'' ~,u,~~ task , ~°~~~ ~~-'~ ~ f ~ -~~' ~l ""~w I chkd by date <.,> ~r~ ~~ /, ~ ~ } ~'" ~ w+'~ ~ ~ r 'w:/ r .act ~ ~~ 'x~ ~/ d " ~ `,~° e ~ ~r fi p ~/f y .: ~~ (~'~ ~ ~ ~ _._ ~j {' ,~+~ ` ~/y~-1 .mow ~~i~, 'yy/~ f ~ /~ ~R ~ ) ~~ ~.i ~+ // fi ~ F-r j ~AE4 ~ m~ fie'" - f '~-'' ~f~ r ~~ ~; ~„. ~~-~~~ ~~ a \~ ~q i~ House of Prayer: Post 25 Year 29 Hour {to check "Flow-through" OCS capacity __== Basins ===------=== =-------=-- ------------------------------- ----=------==---------== Name: ToPond Node: Pond Status: Onsite Group: BASE Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs}: 29.00 Rainfall Amount{in}: 9.000 Time of Conc(min}: 27.30 Area (ac}: 5.800 Time Shift(hrs): 0.00 Curve Number: 86.50 Max Allawable Q(cfs): 999999.000 ___= Nodes _______________________________________________________________________________ Name: O1dTampaBay Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 5.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 2.500 24.00 2.500 Name: Pond Base Flow(cfs}: 0.000 Init Stage{ft): 4.OOp Group: BASE Warn Stage(ft): 5.000 Type: Stage/Area Interconnected Channel and Pand Routing Model (ICPR} 02002 Streamline Technologies, Inc. Page I of 5 House of Prayer: Post 25 Year 29 Hour {to check "Flow--through" OCS capacity {~ ~~ Stage(ft) Area(ac) 9.000 0.5880 4.300 0.5990 4,500 0.6100 4.800 0.6200 5.000 0.6310 ___= Cross Sections _ _____________________________________________________________________ ___= Operating Tables _________________________________ ------------------------------------------------------- ------------------------------------------------------------------------------------------ ___= Pipes _______________________________________________________________________________ ___= Channels ____________________________________________________________________________ ___= Drop Strcutures _____________________________________________________________________ Name: OCS From Node: Pond Length{ft): 13.0.00 Group: BASE To Node: O1dTampaBay Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Interconnected Channel and Pond Routing Model (ICPR) ®2002 Streamline Technologies, Inc. Page 2 of 5 House of Prayer: Post 25 Year 24 Hour (to check "Flow-through" OCS capacity Geometry: Circular Circular Span (in}: 24.00 24.00 Rise(in}: 24.00 24.00 Invert(ft): 2.000 1.500 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in}; 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 1 for Drop Structure OCS *** Count: 1 Type: Vertical: Fread Flow: Both Geometry: Rectangular Span(in): 120.00 Rise(in): 9999.00 Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.500 Exit Loss Coef: 0.500 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Solution Ines: 10 Bottom Clip(in): 0.000 Top Glip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0,600 Invert(ft): 4.000 .Control Elev(ft): 4.000 ___= Weirs =--------------------------------- TABLE ---= Bridges ______________________________________________.-_.-_-___-__-_-_________________ Interconnected Channel and Pond Routing Model {ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 5 "°,, -,. -.~...,. ,... ro-h, ~..'~~ ~~`~~. ~'~~ "'`e.. '~ House of Prayer: Post 25 Year 24 Hour (to check "Flow-through" OCS capacity ___= Breaches ________________________________________________________________ ___= Rating Curves ==_____---~------------------------------------------------------------ ------------------------------------------------------------------------------------------ ___= Hydrology Simulations _________________________________________________________.~___~- Name: 2524 Filename: R:\997-203\Proj~Data\DrnData\ICPR3\2524.R32 Override Defaults: No Time(hrs} Print Inc (min} 0.000 0.00 24.000 5.00 Name: HOP Filename: R:\997-203\ProjData\DrnData\ICPR3\HOP.R32 Override Defaults: No Time(hrs} Print Inc (min) --------------- --------------- 30.000 15.00 __-= Routing Simulations _________________________________________________________________ Name: HOP Hydrology Sim: HOP Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of S House of Prayer: Post 25 Year 24 Hour (to check "Flow-through" OCS capacity Filename: R:\997-203\ProjData\DrnData\ICPR3\HOP.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 10.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time{hrs): 0.000 End Time{hrs): 30.00 Min Calc Time{sec): 0.5000 Max Cale Time (sec): 60,0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- Group Run BASE Yes .~,,,~ ~~ ~`'"`~ Interconnected Channel and. Fond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 5 Fem. `~.$ 5~„yw.~ Q ~F~: =~ "`~ , House of Prayer: Post 25 Year 29 Hour (to check "Flow-through" OCS capacity Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs 01dTampaBay BASE HOP 0.00 2.500 5.000 0.0000 0 12.47 15.934 0.00 0.000 Pond BASE HOP 12.47 9.628 5.000 0.0134 26756 12.25 1$.247 12.97 15.534 Interconnected Channel and Pond Routing Model (ICPR) m2OO2 Streamline Technologies, Inc. Page t of I ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ r ~ ~ __.______~_. FLOJ4IDA DESIGN CONSULTANTS, INC. ~~~~~~ STORM DRAIN TABULATION FORM ,~ Per F.D.O.T. Drainage Manual, Volume 2, FEgure 10-11 DATE: 9/3/2003 PROJECT; House of Prayer FDC PROJECT NO.: 99T-203 COUNTY: PINELLAS BY; JHB BAR- DRAINAGE CONTROL ELEV. OF H.G. HYDRAULIC NOTES ~ RELS AREA (ACRES) ~ CROWN ELEV. PHYSICAL ZONE 6 -FREQUENCY 10 YR LOCATION K ~ C = ~ ¢4 z FLOWLINE ELEV. OF ~ LL~ W 2 C= LL~ LL ~ U ~, OF ~ ~ ~ UPPER END ~ wa o.~ c9 C= ~ OU O ~ ~ app ~¢>i= w w ~~ y a o^ ¢... ~ ~ ~ ~~ ~O z ~ ~H4 wz ~ ~ ~ ~ ~z~ eliW v ao 30 z ~ ~ MAT O Ja > °~~ STATIO DIST S u i j v TO AREA C n~~ U H? O O~U w~ ~w ~u i ~ n = N ~ c~~ REMARKS 1 GE 6,10 6.00 0.10 18 0.06% 1.52 2.68 4 9nlet M 179 0.70 O.fiO 0.42 15.0 2.0 6.38 0.42 2.68 6.50 6.50 6.00 0.50 RCP 0.28% 3.41 6.03 3 ;, 5.00 4.50 . _ .. 0:012 . ..:. ~, i Rim 4.76 4.73 4.03 18 0.05% 1.44 2.55 3 MH M 52 0.00 O.fiO 0.00 17.0 0.8 6.07 0.42 2.55 9.20 5.00 4.50 4.50 RCP 0.96% B.33 11.19 2 3.50 3.00 ' ` 0.012 1 GE 4.73 4.50 0.23 18 0.40% 4.06 7.17 Disch to and 2 Inlet M 58 1.30 0.80 0.78 17.6 4.2 5.98 1.20 7.17 7.50 3.50 2.50 1.00 RCP 1.72% 6.48 14.98 1 `; 2.00 1.00 : 0.012 ~t, v `; it . ~J Page 1 of 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 House of Prayer 1 1 1 1 1 1 1 .yr ~ ~ ~~ ~ ~ l ~j f ~ N~~K Y vF ~ y~ J Ta .•~.~~ ~.I i "rt7 1~r ,~_~~- 1F~~ '~ `~ ~. .E '~$' .3!. Y .~ ~ ~ :-1 ,~ .... ~1: ~6 w ~ p~,- : ~ - ii..-_---- ---- 4 __. _.. _..__..., .._.-----.. __-- -- 1 GIS Dafa This drawing is comprised of data obtained from several agencies. It is (or informational purposes only and is not to be considered comprehensive for site-specifrc data. House of Prayer vscs map N 1000 0 1000 2000 Feet FLQRfDA DESIGN C{)NSULTAMS, tMC. ENGINEERS, ENYIRONIdENTALIS7S, SURVEYORS S PLANNERS ~®IIa S VEY ~~ PII~LL1~S ~~IJN~~~ .L~lI,II~~ BY EARL S. VANATTA, JR., LEON T. STEM, WILLIAM H. WITTSTRUCI{, DAVID E. PETTRY, AND JAMES ~V. SPIETH, SOIL CONSERVATION SERVICE UNITED STATES DEPARTMENT OF AGRICULTURE, SOIL CONSERVATION SERVICE, IN COOPERATION WITII TIIE UNIVERSITY OF FLORIDA AGRICULTURAL E%PERIMENT STATIONS INELLAS COUNTY is in the west-central part of Florida (fig. 1). It has an area of about 280 square miles. It is bounded on the north by Pasco County, on the east by Hillsborough County and Tampa Bay, and on the west and south by the Gulf of Mexico Figure 1 shows distances from Clearwater, the county seat, to major cities in the State. The county was formed in 1911 from part of Hills- borough County. Although it is the second smallest county to Florida, it is one of the most densely populated. The population currently exceeds 500,000. Four towns have a population of less than 1,000, and two have more than 40,000. Because the trend in land use is toward further urban expansion, a section on town and country planning has been included in this survey. Pinellas County occupies a peninsula that ranges from 4 to 15 miles in width. The coastline is broken by many keys and offshore islands. Elevation ranges from sea level to 97 feet. The soils generally are sandy and excessively drained to very poorly drained. Many areas are affected by a high water table and ponding. In the northwestern part of the county is an area of rolling ridgeland, commonly called the Pinellas Ridge. This ridge is 3 or 4 miles wide and extends southward from Palm Harbor to the vicinity of Oakhurst. It is 25 to 97 feet above sea level and is pocked with sinkholes, many of which are filled with water. A native vegetation of turkey oak, pine, and grasses still grows in places, but most of this area has bean planted to citrus or is used for community development. This is the major citrus pro- ducing area in the county. In the southern part of the county is a rounded area of flat uplands about 5 miles in diameter. Maximum elevation is about 50 feet. The city of St. Petersburg occupies nearly all of this upland area. The northeastern part of the county and a large area northeast of Pinellas Park consist of saw-palmetto and pine $atwoods that are dotted by small ponds and are cut by swamp drainage~cvays. Elevation in this area and on most offshore islands generally is less than 25 feet. The soils are generally sandy and are excessively drained to very poorly drained. Throughout Pinellas County are areas cf Made land built up by dredging and filling operations. Since 1959, when the total land area of the county was 168,960 acres, about 10,225 acres of Made land has been added. In 1969, the total land area of the county was 179,185 acres. The climate of Pinellas County is humid and. sub- tropical. The average annual rainfall is about 55 inches, and the period of greatest rainfall is June through Sep- tember. The average temperature is about 63° F. in winter and 83° in summex. The economy of the county is based primarily on tour- ism, which employs about 52 percent of the work force. Manufacturing and construction employ 23 percent, and farming and related work only about 2 percent. For more information about Pinellas County, refer to the section "General Nature of the County" at the back of this survey. mow This Surver~ Was Made Soil scientists made this survey to learn what kinds of soil are in Pinellas County, where they are located, and how they can be used. Tho soil scientists went into the county knowing they likely would find many soils they had already seen and perhaps soma they had not. They observed the steepness, length, and shape of slopes, the kinds of native plants or crops, and many facts about the soils. They dug many holes to expose soil profiles. A profile Figure 1.-Location of Pinellas County in Florida. ~~~~~~~~~ _. PII~ELLAS COUf~TY. FLO~;~ ' ~ 12- , N Ma (Joins sheet 9) E s ~ As Af8 As ~~ ~ ~ ~`~ We . ' Aa 7\AY ~ My - i r3'' -~` F~ Art ~ ~ ~ `~ _ ~ SYLVAN.AB Y ~ ~: MY -~ '- Ma f , ~r3 .. } .: ~ ,_ d ~.. c { j MEMORIAL A .- { '~~ I '~,~lVia ~t 593 MY:': Wc. Ad ~~-- ~ CEMETEY Y~~ A - ~ a ~~ d }}~~ ~ ~ a ~ t .F As' Af8 k! ~. s As ' `"~ R i ~ „ As My I 3 ` t F c r~ As MY'. ~' ~ w, ~ ~' Im ~'~- We ~, r .r~ T a r:§ $, ~ ~ ~ 1 ~ ~ ~ t€ 5~ E.. S - , ~ i '~ h =s M Y h' ,~ ~ - , a~, i .~ or , , `~' ~ °4 ~ ~ Add "~ erfety: roar 3 ' o ~ r ., ,~ _ My 'y ad A7F6 ` - ~ ~~ .~ i MY~ ~ po ~ i _"~ ~€-. ~ a My ~,/ {y f ~ ~ r'- 4 _ ' ~~~~~. rAs Ot ~ r ~ L,~M I ~:~ r I ~' "~....< S~~e ~. €."`~ Ma ~. l yyc _ _ - As ~~ r `~, 590 • Mv. MY a.,~ ~'"~ ~~' ~ rvfy > 5°As ~ ~ ~ ~ ~" +~ ~ My _ ~ ra Ad Pc ~fi.~. t r Y ~"Ad ~.. ~ ~ a ~ ~ d ~ '1 - 1 r As ,~ Y ,r ,'d ~: ~'~ ~Ilv~p ~, ;,, yap ~ :~ /:: 'Au '590= y. ~A¢. aS ~ .~Y,x ~.F - Y~ ~.~MY - `. ~~~ 1 - 4u ~ ~^e _ Ma - Jim Ad 3Vla ' ~ As , ~, ` ", sy - -ylv~~ My ~ ~ ~~i ~~ a a AfC ~ _ ~ _ {~ ~ J- -~. My 1 G_ op Af8 Af8 O !~ -'t ~''~'*~„ ~~I n 1117 Me a~ ~v,~'s /r - 3 J ~ C~ ~ ovP ~Ad 1~s~ ~ ~ `~ r c< r +'- `Wc p s My ~~~ ~IYe ~ ~.My Im' -. BAs _ a~ _ 4 a ~ z ' ~ Qt ~ ~ Ad O ~ a ~ ~~ ~` i ~ to ~ e S_ ~ - "'' y '+ ~, ;t ~ ~: ~~ .1r " i - ! °o F~~Er ~ .µ `~~ - 1 Ma i' MY *":~4 t ~~ s (,oope J ~: 'M~ ' .`}Pi' , We t ~,~ ~ e "+ .. a ~ `; I , i' o ~ h~ ~ ~ r , Yn y M a }, o f ,, , o - 3 f ` ',~ ~~ W ~~~ ~ ~~As r It;~ - ~ ~ ~ <~ C, As -ot s ~ Oni ,~~ ~ , ~ My .t~X gym, ~ n ~ ^,.~~~ ,~ ~ ~~ I LL - ~ "~' .. S r ~. ~' ~sv Y - - ~ I x ~ !-~ O ~ ~ ~'zt^ 1 !/y ~. - r ~. ~- - W a ~ . ~~ S- 4.. ~ . ins ."_ a '~ ' P,1 ~'~,, q ~ ,r ~; 7"L- z« t q~,,~ 593 _ .~' M ~ r~ ~ ,_.,r~..,: ''''I' _ ~, ,,ti ..~ r 5 ~s's~.,.:~3 ~ r ~ ~ c ~= ~ ~ ~ ~ ~ ~ 1 ~ ~ ~ ~ ' `'270000 FEET (Joins sheet 15) ~~~~ 1 HYDRIC/1iI'DROLOGIG SOIL GROUPS DATA - PINELLAS COUNTY HYDRO- , MAP HYDRIC LOGIC SYMBOL SOILS [1] MAPPING UNIT [2) GROUP [3] Ad Adamsville fine sand C AfB As fatale fine sand, 0 to 5 percent slopes A AfC Astatula fine sand, 5 to 12 percent slopes A ' As - '' Astatula fine sand, moderately deep water A At H Astor fine sand BfD Au H Astor soils ~ BfD Ch H Charlotte fine sand B~ Co ...... ~.. Coastal beaches [4] Ed _ H E1red fine sand B~ ' Fd H Felda fine sand D Fe H Felda fine sand, ponded [Depressionai] [2] BID Fh H Fellowship loamy fine sand D ' Im H Immokalee fine sand g~ Ma Made land [4] Md _ _ _ _ ~ Made land, sanitary fill [4] ' Mn H Manatee loamy fine sand B/D My H Myakka fine sand BID Ok H Okeechobee muck g~ ' Om H Oldsmar fine sand B/D Or Orlando fine sand, wet variant A [3]/[4] Pa _ . .. Palm Beach sand A Pc H Pamlico muck D ' PdB -- - _ _ _ - _.._ . Paola fine sand, 0 to 5 percent slopes ,~ Pf H Pinellas fine sand BID Pn H Placid fine sand B/D ' Po _ _ _ .:,,,,_ , Pomello fine sand C Pp H Pompano fine sand g~ Ps H Pompano fine sand, ponded [Depressional] [2] D ' SF Spoil banks [4] StB - _ -- !St. Lucie fine sand, 0 to S percent slopes A StC - - St. Lucie fine sand, 5 to 12 percent slopes A ' Su _ .._... ~ St. Lucie fine sand, shell substratum A Tc H Terra Ceia muck, moderately deep variant BID Td - Tidal marsh [~] ' TS Tidal swamp [q] Ub - Urban land [4] Uc - Ubran land - Astatula complex [4] Uk - - Urban land - Immokalee complex [4] Um - - - - Urban land - Myakka complex [4] Up - -_ Urban land -Pomello complex [4] ' Uw - Urban land - Wabassa complex [4] Wa H Wabasso fine sand B~ ' We H Wauchula fuze sand g~ [1] USDA Soil Conservation Service - Hydric soils of the State of Florida 1985. [Zj USDA Soil Conservation Service -Soil Survey of Pinellas County, Florida. GPO: 1972 [3] USD A Soil Conser vation Service -Urban Hydrology for Small for Small Watersheds, 2nd Ed., 1976 (Exhibit A-1) [4] May want to contact reviewing agency(ies) for latest information on how these soils. are to be characterized. NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD IflSURANCE RRTE MAP CITY o~ CLEARWATER, FLORIDA PINELLAS COUNTY PANE~I 18 OF 23 (SEE MAP INDEX FOR PANELS NpTPRINTEDf PANEL LOCATION ~~ COMMUNITY-PANEL NUMBER: ~f 125096 0018 D MAP REVISED: UST 19, 1991 w ~ ~. ~~ j ,~_ n _ nt Agency ~-~, w ~ J Q U ~ LL ~Q w a ~ )v J GULF T( ' ROAD L Pinellas C©unty ' ZONE ZONE AE X {EL,101 HERS sr - ~2\ ZONE `` ZONE X /~~ TENNESSEE AVENUE _ L~~~ ~ /;;; ~ZONE~~ "._~ 0 e ZONE ZONE ~~~c~.T P~ zoNE X Pinellas County i ~= _ - ~~ MEADOW ~ - ! 'LARK I~ ~ ~ - - - J- ~ _ ~- Pinellas County ~~r ZONE X ~ ~ ONE X Best Copy/ Ava~~at~te LEGEND ,':r_ '~`:;-.._ SPECIAL FLOOD HAZARD AREAS INIiNDATED _~ ' ``' -'=' BY 100 YEAR FLOOD ~._-: ' ZONE A No base Flood elevations determined. ZONE AE ease Flood elevations determined. ZONE AH Flood depths of 7 to 3 feet (usually areas of ponding); base Flood elevations determined. Z03tfE AO Flood depths of 7 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal floodiprotectionsyctem under<onstruction; no base .elevations determined. ZONE V Coastal flood with velocity hazard (wave actionD; no base flood elevations determined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. FLOODWAY AREAS IN ZONE AE ~ ~J = OTHER FLOOD AREAS ZONE X Areas of 5(HL-year flood; areas of 106-year Flood with aveerage depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 700-year Flood. OTHER AREAS ZONE X Areas determined to be outside 500-year Flood plain. ZONED Areas in which Flood hazards are undetermined. ® EJNDEVELOPED COASTAL BARRIERS Flood Boundary Floodway Boundary Zone p Boundary Boundary Dividing Special Flood Hazard Zones,. and Boundary Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zone. +~--~-~567~-+~^-' Base Flood Eie~ratian Line; Elevation in Feet° `~~- r Cross Section Line (EL 19} Base flood Elevation in Feet Where Uniform Within Zone' ~~~ X Elevation Reference Mark M3.0 ~ Mile Mark 'Referenced to the National Geodetic Vertical Datum of 1929 NOTES This map is for use in administering the National Flood Insurance Program; it does not necessarily identify all planimetric features outside Special Flood Hazard Area or all areas subject to flooding, particularly from local drainage sources of small size. Areas of Special Ffoad Hazard (100-year flood) include zones, A, AE, Al A30, AH, AO, A99, V, VE and Vl X30. Certain areas not in Special Flood Hazard Areas may be protected by flood crontrol structures. Boundaries of the floodvvays were computed aE cross sections and interpolated between cross sections. The Floodvvays were based on hydraulic considerations with regard to requirements of the Federal Emergency Management Agency. Floodway widths in some areas may be too narrow to show to scale. Refer to Floodvvay Data Table where floodway width is shown at 1/20 inch. Coastal base Flood elevations apply only landward ofihe shoreline. This map incorporates approximate boundaries of coastal barriers established under the Coastal Barrier Resources Act (PL 97-348). Elevation reference marks are described in the Flood Insurance Study Report. Corporate limits shown are current as of the date of this map. The user should contact appropriate community officials to determine if corporate limits have changed wbsequent to the issuance of this map. For adjoining panels, see separately printed Map Index. ' September 3, 2003 Ms. Diane Brown Our Lady of Divine Providence 702 South Bayview Avenue Clearwater, FL 33759 Re: Stormwater Management System Maintenance Checklist Dear Ms. Brown: ~, As part of the permitting process for the Southwest Florida Water Management District, we aze requested to provide maintenance instructions. for the proposed stormwater management system. The attached forms are provided for your use in the required periodic checks.of the starmwater collection system, pond, and discharge structure. We will be providing a copy of this letter and the attached forms to the Southwest Florida Water Management District in the package of materials submitted in support of our application for a permit for the stormwater management facilities. If you have any questions about this please ca11 me. Sincerely, . "" ~' Jeffrey W. Denny, P.E. Project Manager Enclosures cc: File 997-203.30.04 :cp K:1House of Prayeill.etterslbrown-S.doc 6321 GRAND BOULEVARD • NEW PORT RICHEY, FLORIDA 34652 Tel: (727) 849-7588 • Fax: (727) $4$-3648 SURFACE WATER MANAGEMENT SYSTEM PERIODIC INSPECTION, MAINTENANCE AND REPORTING I. INSTRUCTIONS 1 Operation and Maintenance of Surface Water Management Facilities After the proj ect is completed and the surface-water management system has been turned over to the entity responsible for maintaining the system, periodic certified reports must be submitted to the Southwest Florida Water Management District. For a wet pond with bleed down, reporting is required every 2~1 months. It is suggested that complete periodic checks be performed no less than every 4 to 6 months and after major rainfall events (2-3 inches of rainfall in 24 hours). Curb and grate inlets should be checked. weekly for debris on the grates and siltation in the pipes. Pond area upkeep is very important and regular maintenance schedules should be adhered to: More frequent maintenance efforts may be required during the rainy season. Outfall structures in ponds should be thoroughly checked to see they are functioning as designed. The following checklist has more specific maintenance procedures for each pond inspection item. Frompt attention to problems discovered will make the required certification process much easier. Completed checklists should be kept by the maintenance entity. ' iI. REPORT AND PROCEDURES Maintenance Checklists: See pages 2 and 3 Date ' Weather Conditions Today: Weather Conditions Yesterday. t 1 1 1 1 1 1 1 1 1 1 1 1 1 Page 2 -Maintenance Checklist for Iinlets, Manholes and Collection System Project Name: House of Prayer Curb/Grate Inlets: Remove Blockage /Debris Repair/Replace Grate (if applicable) Adjustment Repair/Replace Cover (if applicable) Other Maintenance Easements Mowing/Ground Cover Maintenance Washout Repair Re-sodding Other Manholes Check/Replace Covers Remove Blockage/Debris Check/Replace SkimmerBafflel Other Pipe/Collection System Repair/Replace Drainage Pipes Washout Repair Other Signed: Name and 'ride (PRINT): Date: 1 1 1 1 1 1 1 Page 3 -Maintenance Checklist for Wet Ponds {use separate checklist for each pond) Project Name: House of Pra er Pond Name/1D: Infakl Pipes: Removal of Blockage on Pipe Bars WashoutlErosion Repairs Other Outfall Structure Remove Debris/Blockage Inside Structure Weir and/or Orifice Repair Erosion/Washout Around Structure Bleed down is flowing after rain event Bleed down system in good condition Other skimmer Remove Blockage Repair/Replacement Adjustment(s) Other Berms/Sideslopes/Banks Mowing Washout Repair Re-sodding Other Signed' Date: Naane and Title (Print): K:1I-Iouse of PrayerlForms45URFACE WATER MANAGEMENT' SYSTT3M.doc 0 ~HERAL t Nµ/ylw~~1~Oybylbl~Y ll~Inv~YYlsanl4M~Ya ~ Y~tlYYYYarIn InYJYiadWn%C11Y M~IYIOYN. s ~~, . ,~- 4 N~aY1W bN~rfa Y ~!'~ .I ~ ~ ~ q \ nR ~~\ ~.,:...:,:.: ,: e . nw /lla ~p .,...wa. 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M lamas N lµ1 eWf !s r M 14100 IOTYW w 1faLN agNil. aaT1 tW V ~MaOYIKY a1Ni0a Y 1PIA9 1wR1p1p~ p~ f, fan Nr ¢ a N YCa 6lYY RaOilq w1Q11WNa~K! ~ ~I ~/p w 1.wlmR Ial~Ifel ra ~ w f.hlwp, tt ~amnMR 111~~ L ~ eta ~ Y~w6 N Y ~t1"r. tW~ 17[T W M cart w laltata 4 ~ Q ~AIIMlNf E.OeIpIpIU.GT~OR 10 CML 711SS[ RAE CK COLS' T Q Oa94UQl~lr1~ e1mb10 11111IY IQOAIIpY OUR LADY OF DIVINE PROVIDENCE 7oz sourH eAYVIEw AvENUE CLEARWATER, FLORmA 33769 A*kd 0~ ~7~ f~ ~~ ~~ FLORIDA DE8IQN G10N3ULTAN'T3~MG, enoerula, euNrol6ferrtAl.nTe, eva<veroes a ru ere T:uenai) iei e~ e' ~F x•17st~~ieio-eeae ~~ tfllt VAIA ^^"^ ~ ~m~ 1/la HrOw3nW 1rna1f alM falglnaea rrtMatN. man 1rRNOrlp rs]tutaa4 rrlMplN. Ham n r/a/I1/ar]rrwraplA6la 1f% ~1a/rrw/aw/am1 era, Dww ®q aoa aor, 610 0101. w1r Tooa M usu as eC b1AU1 M 3a f<(two 07 maw : br4 a n,+ rw uRf, w ca>, .wn Maw ratdr wem as sfa / amanK, aagwa atwar - Tr.ra µm aH em qa+a awao 1mv1n 3a n a n a n pv7 mttar aura Ufa Tana v n.w v 0\0110 flrA mere ~ en1+1 N - m/aAM rR roe II} taTa / qm r - roallla Iwl ant v faln w - wa sea 1s1 n.fa s lam . rllfoa Rm IOa ]1l npa~~y.,~I~rL r. ]mr Re} a n~ /R ss ~r rt f1a rNmm) f1 A Un7 Tm1 pq u rt ton a R prq ra P4 1311 M rt PoG R t, rt t Or1l IW Q14 Mrt R R Port1aM a utaarlt wan a era a ran reww n m rnors>m 0µn ss srem e~ fail 1w~'wrneOeua xrNaaot ~ ~~ uns9~ i ti. tw rwa ferule o,rt Hr. w Me~rmeM ~ Avlml~MwYM ~ a1 M alOwx 0anwmrt mrrgeta u1m owAw~Na m~r~ex ~FgE.L ~E 1 COVER 8HEET 2 81TE PLAN DATD eI93/oe JOB 116 eW~100 ~. ~' M®~ ~ X10 T11t lNbj~~Y1 M mrwl~WfwIO~Y AO~~i ~~® PS/p~Wt rw,s wrarrrrrs atlwtW{raw Mlle F14LrrM WrrapoN /<.rl itaOr r!1 W r\1OM. ~w MOIL 411r ww ,~ ooosr swiu mw~s uru~ ~~"iuL'~ii r~woO e'tlw aL~ w • rrr w rstlr O>t. N m1lYelq r1YL rtvY w tawta i uwo s u sr urnO p a r11POD 1 roam Mn Owrn rrLL W rlnr w •r oiwwL IRtoltlrl r1 rrruor ~OrIAgr01y1OA~rt ti,1re M1 « r1r1 W tlT acrr O IIO~ rat W rM~rr~Wr Rf:1wl~~IM pORI~ wr ,/011P Y M M[\ lT 1{ N rwWVL. wm x~rpe~lws wre ri¢4q ra w a~ww Boa nw as W rErl i~dafl]~ D.Iw~OCrrIr.01A ML 11111[M[ IVYr rMll i NILL w w)a•d W 1rR W ~r m~muawr1 r4L1w.aw~Arlaltnra urm am vrMTrreiwamrrlWr rW 1 rl r.w1 rw e.wo ar a•wro rru 1 mq~ r. ,LL 11mOrM VrrLSL Irf1 a O9YO Orr O; bwwl Ma Yr /agfl fOw1tl rr Orwrr6 a ,u armL rLS o~ rgiw cr N or...w a m Ir rrrY a rL ,u utlrtl N W w wrw nr Ms 11W1 arWe v,mrL aM11 rrrLW~ x mN vuaa ~r wTWw twu a r,wfao ruw a,rWrw n rL rw rlrt aWL1 a ar v oprarw rrrL>a n, r>, wr®r,m: ww rr W a mrnw®r rappig rm 1om m r sL 4~n IIIMN WStl tlroLtl 0li lMT ~rY CMY1w rWLarfV®160•W/li1 M~IYR~Tr~r~ ,rrWllWO w ar IpORry~',[ qpI rlWlm ~wra®r WI Lww Q Ilrwf Vrlry s at wv®a r.rfrwr wr rrr rN r ws r. r aNl fO r,rwas IOI attar W K WrYr RIraVY a, rW1 M an s aasrw IYr OrOalpy 00O rrN dIW rw,m Ilr Irrfr iprlr lllapgT arrowna ~aM Mp MOYEb W ^ Lvesr W wa rruL V rM I1amf IWrwgl,[v1®O 4 Hoar n Ms r1o1tl wwv • s tl rr,r,m n rL m M Nr ftlr{R w1w Noe aewo raf 1 rrrr M IwILNI arMlr ar W W Im1Wrs rrw p,Q W Yw Mtl altlW. rwr. path rarLC • moat r ^ W ! mom W rr tlYtlt,w1L s wea EOtsl late rp ~ ro ~ mss r,L i NL1~ Alre rw WI ILRfFEI~-0111 a Q1MPO W IM V YLW W Yr11p f01C0 n5ori rr 1l.rr w i°4iLlrri eL1°v°1tl i~n s wi a~rwwueYr ~ w a mo rw ~ rr wa% w arvnW W p1L aura tore Iua>t v ns rs 1 sore 11,fAa I ,r.. ~,~,::R,a AtlL~ ~ r s mrap ~~ • F ~ .y a1s t f ,- ~ - ~ _ ` ,., ~ ~ . - - - m anal ua ^ P 8 1 \ i ~+ r ~ ~ r., ~ ~NO s ~ '~ F ... 1 _~ ~ t R iIr p tl9an ur TIr ~ F O T~ r ~i Jqr TOWa OI „>a J; ~~ t II f~rLtA l~ i .......,...~- , ~~ ` r ,..r.Lrmmw.rrl,aW.ram.r nrm.ar,riaWL 9 i ~ r. ~ a rraw r~tw rr rwrLT m r wear vter on s petlYwt rwrema aW araarar Rr MlW arwmo Lrr rlas nmaasaYrwtm f+ r a e1t1 rrramt warm Pn • r,... 8 ~ s,rinro ~, ~_ /LPIIGVL Alm I U ~ R (Y 6 , f Opirll 0 Y ^ ~ _ -.- u i u1 m~ "~~°" m iroR nwt wit ~~ d vr w ~ _ ~ ~~ ~~. ai wePwYl~q n.i•anuOOO ',aa~ u r' +rµ~ neuou.r we sw ~ ,real me r L wn em ~ ~ p r . I r un ~+y+.-r--i--- ~w ~~.m~s woaar.I`oN a ~' . cm [L. • ~iS1 c~f~i ~~n 1- ems (nus~ '~° ~ Y =i' 6uw ~n ` OO ,LOO YUUro ~~ r a 1 s ~ ~ ~ w~ ~ r . L p IM . fl~~~ Wwti01r Y' rMerRU1A ~ ~ ~ r..~s~.. ~ ~ ~Rip~lp YmlarLO lypl l,fl ~yyee ~~ IIVwn L~~. INe. Ota _ _ - ~ //' LPl .~1© "".~ ..w~.rl ~ ~ ,pip 4 ~ // m ~llor ~n,e[r reeve ~ ~ ~h'wn ,mfwumu ~~ ~na~iur~ urns I y :~~I~ iv ~ e p .+..-_t=a__~, ererr+.eal wi Ywar. eu~re ~ w. ~..uromeea rw iu, w°~ r $ ~p .,"- L® µ M ; . ~'~".,~ ~ ~. ter, • a g ~ .""'rem: ° "°° °a'^ m • rwi.nLlur u.w.Iw • g.. w° CS . ~"- ~ °' ~~o a~rYi. FLORIDA DESlQi11 C01HlSUL T MS NG ,w• ,•• out uor a onn~ nioNOaa ~ ~ A L pwyrplf. FNVrOw161RLLOTre WIIV[YOM ^I'M1 °,1`~ilu ` Y"ETr I h! ~ ]Of OIM M~ArRWIL ~«.xaa a ~°d . r Ca. n. Tea s -- M e rrrM ~A aWr ~~t' ~~ ~. Hari _ a_~ __~_~_____ ___ i y' Ir~L 'r r + . + "i C ~f Si + S + a!1 i ,! F~ m Y a i i w i ~ ~~ II rlwt M ,. la yen ,~, r 2~ ~ r r r _ + ' ~ ~ ~ '~ i ~J rowo O ~` i f~ 1t ~ ` war + ~ ~ i t . - O1 ~ ,~ v ~ n r 4 ~ w ~ r ~\ ~! y~ ~ M m ~ Hem` -. nav ~~t 'fT Rr I 1 r ~ r a.or rr I ~_ ~ ,Ir + ,w I~ ~, ~ d ~ Y ~ orsa r aui w rr Og1rLW r F rot m ~ ~ ~~ eOe! =~ ~ w v. '~'Ij ~ ypNtl 1ri MGM ~e~ ~ i ~ ~. E ~ ~ 8 ~A~ •e ntnert rmaaa~s ter PIIl11e/MY flT! FlJW f• rrL , ~- r' .Y r , tl ~ ," i ~ ~8 f / ~ /I // t Gt r~o U'~1. D .S ~Gr I`1. .S~i.~r 1 ~ I~..pll FRONT ELEVATION ~,~. ~~-0• -~ -~ot1S'fft~r--~Ui1-P_LN.G~:_~'Ot.g==-W-11x--~~'il'-Y M.~l'c~N- .M~:~l ~~-~U~~N~Gr cvl.~aF~. _ -~ .~u./~,~r _~ ~~ s~~- ~ w1 ~.=~;.~rL~=r~~ -~~: cam.,: ~r ~..p~ ~ ~ . x - ~90 _ °~ m , U a~~ ~~~~ uui~~~ ~ 3 ~, ~~o ~~a~~ _a' - ? ~ U ~ r ~~ ~ ~ _ ~ ~ ~ ~ ~ ua U.l (Y~~ ~ Q ~-}~ ~ 0 ~ o . ~-~ Wd~ ~- - ~ ~ ~ o ~~ ooa: 06/Im/®3 aww 1/gs , p_po one CJ ,mn: 01.113 a-A-2