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HomeMy WebLinkAbout20131200 Ver 6_REPLY 07-23-18_20180723July 23, 2018 Karen Higgins NCDEQ- Division of Water Resources 401 & Buffer Permitting Branch 1617 Mail Service Center Raleigh, NC 27699-1617 Re: Tryon International Equestrian Center Request for additional information dated June 28, 2018 401 Certification 13-1200 v6 Dear Ms. Higgins, 169 Oak Street • Forest City, NC 28043 office 828.247.4495 • fax 828.247.4498 We acknowledge receipt of the NCDEQ - Division of Water Resources request for additional information, dated June 28, 2018. We appreciate the review of submitted materials and herewith provide the additional information requested. Responses to the individual request items appear inline in red text below: 1. How will the concrete headwall and base associated with the water intake structure be installed to avoid excavation in flowing water? Will any temporary impacts be required to isolate the work zone during excavation? Will the concrete a pre -cast or poured in place? If poured in place, what measures will be used to prevent direct contact between uncured or curing concrete and waters of the state? "rhe concrete headwall gill be dare -cast. A terrrporary ,sandbag cofferdarn will be placed to isolate the work area during placement of the headwall. See Friclosed Detail. In order to evaluate the potential impacts of the proposed water withdrawal, please provide the following information: a. What is the maximum instantaneous water withdrawal rate? (i.e., what is the maximum rate of the pump(s)?) The maximr. rn rate of the pumps is 500 GPM, 1.11 CFS. b. How many hours per day will the pump(s) be in operation to obtain 0.5 million gallons per day? At maximr. rn rate, the pumps would be iry operation for 16.7 flours to obtain 0.5 million gallons per slay. c. What is the capacity of the wet well? The capacity of the fret Drell is .250 cf. d. Additional Information: The estimated 7Q10 Flow at the withdrawal location is 4,632 GPM. The maximr. rn demand of 500 GPM calculates to 10.8% of the 7Q10 Flow. Estimated normalflow at intake location is 70,690 CFS, maximr. rn demand calculates to 0.71 of normal flow. 3. Please provide the following additional information regarding the Stormwater Management Plan (SMP) revisions: i {tai 4. Odom 169 Oak Street • Forest City, NC 28043 ngineering PLIC office 828.247.4495 fax 828.247.4498 a. Details for the stormwater dry pond A. Plan Sheet #4 shows detail for a sediment basin. The detail has beery corrected to designate the ,structure as a dry pond. A revised drawing ,set is enclosed with this mailing. b. Design Calculations (sizing, detention time, etc...) for the dry pond and three underground ADS retention pipe systems. Design calculations were performed using computer modeling (Hydrology Studio 2018v2.0.0.52). Design data for the dry pond and ADS retention ,systerrr,s are included iry the calculations package enclosed with this mailing. ADS ,systerrr data is presented cry pages 14-28 of the calculations, dry pond A data is presented cry pages 30-34. c. Identify the outfall location of pond A on the plans. A notation has been rrya. de racy the plary ,set to identify the car ffall location for dry poryd A. A revised drawing set is enclosed with this mailing. d. Details for the 60=inch bypass outfall including outlet protection/erosion control. Details ,showing outlet protection and erosion control have been added to the plary view, page 3 of 7, and a detail of the bypass wetting orifice providing a. controlled limited flow at the limit of impact area for the bypass has been added to detail ,sheet of 7. A revised drawing ,set is enclosed with this mailing. 4. Response 2 in the 401 Certification Modification Request, dated April 27, 2018, indicates there are changes to the SMP in the Stablehouse Inn and western portion of The Village areas, in addition to the Covered Arena area. The Division has not received any plans reflecting changes to the SMP in the Stablehouse Inn or The Village areas. Please clarify whether changes to the SMP are still proposed in these areas. If so, please provide plans depicting the proposed changes. Changes to the SMP iry the Stablehouse Inn and "rhe Village areas are currently under internal review. Plans depicting the proposed changes are forthcoming and will be ,submitted for approval as ,soory as is practical. Please contact me if you need any additional information. Thank you, i ---- David Odom, P.E. cc: Andrew W. Moore, NCDEQ, Swannonoa, NC (via Andrew.W.Moore@ncdenr.gov) Clement Riddle, Clearwater Environmental Consultants, Inc. (via clement@cwenv.com) , PRECAST CONCRETE INTAKE HEADWALL TEMPORARY SANDBAG COFFERDAM - REMOVE'1,FTER CONSTRUCTION oq k CRFFk GONsTRGTION �3EQUEN6E- I . I N STALL �3 1 LT ffEN GE 2. I N STALL sANPf�AO GOffFERPAM 3. GONsTRUGT WET WELL 4. I N STALL ff I LL PIPE 5. GRADE ffOR HEAPWALL (o. INSTALL HEAPWALL T CLEANUP & REMOVE sANPf5Aa GOffffERPAM PUMP STATION ON 8' DIAMETER WET WELL INVERT = INTAKE INVERT -4.0 FT 6" PVC FILL LINE Odom TIEC INTAKE JULY 23, 2018 SCALE: 1" = 60' Engineering 169 PLLC Oak St Forest City, N.C. 28043 ph: 828.247.4495 fax: 828.247.4498 NC FIRN14 P-0880 PLAN 1 1 1 1 A AAA A TRYON INTERNATIONAL EQUESTRIAN CENTER COVERED ARENA EXPANSION REVISED STORMWATER CONTROLS in um i � i viz uIc � i N����N � IIYI;ZI A)v I (�)l l � l lllla 1� I'IZA)I"I IZ 1 111 �. I I VICINITY MAP NTS y� 04`` •*kiltWNW • /ter, / � alai w,4 �: �hiy i:: • �\ - � � � ` --------� ' yeti •� • ' � � � 1 ' LEGEND UTILITY STRUCTURE EXISTING PROPOSED OVERHEAD ELECTRICAL xoHE aHE aHE UNDERGROUND ELECTRICAL xuGE UGE uae NATURAL GAS X G OVERHEAD TELEPHONE xoHT a,r Off FIBER OPTIC xFH FO SANITARY SEWER xs SS WATER xw w FORCEMAIN xFM FM CULVERT U FIRE HYDRANT LL. Q GATE VALVE GV C� GV N SEWER MANHOLE ® O POWER POLE W PROPERTY LINE -- -- MAJOR CONTOURS v' ` MINOR CONTOURS 0� CULVERT DRAINAGE AREA opo d o bk �a CHANNEL DRAINAGE AREA � N 5 0 0 0 0 0 0 0 0 az w N n TSP DRAINAGE AREA TEMPORARY SILT FENCE SF TEMPORARY DITCH/BERM TDB GENERAL NOTES: SHEET INDEX TITLE COVER 1 PRE DRAINAGE AREAS 2 POST DRAINAGE AREAS 3 DETENTION DETAILS 4-7 JOB NUMBER: 17088 Q 0 m z 0 F- C) N W 0 W N P7 I '* I Ln w I HEREBY CERTIFY THAT THIS PLAN AND SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT OR ENGINEER UNDER THE LAWS OF THE STATE OF NORTH CAROLINA AS SIGNIFIED BY MY HAND AND SEAL. 04�' Essto, 1 UT U TIOR ��Zi.P DATE: 06/01/18 DRAWN BY: PED CHECKED BY: DWO PROJECT MGR: DWO SHEET - 1 OF 7 0 Z U C z Oz W 0 V) z Zu U L.I.. z QY J o_ n 1..� O D_ O x �w 0 U LL. Q IW ' I z Q J Z `/ � W O N � N I..L Q v' ` ♦+ N V � N 0� DATE: 06/01/18 DRAWN BY: PED CHECKED BY: DWO PROJECT MGR: DWO SHEET - 1 OF 7 0 o_ C z W 0 0 L.I.. z o_ O J J U WJ rl N � �r ♦+ N V � N 0� opo d o bk �a � N 5 az w N n DATE: 06/01/18 DRAWN BY: PED CHECKED BY: DWO PROJECT MGR: DWO SHEET - 1 OF 7 0 EJ N /4-7 / it, _ / / \ \ \ \ \\\\\\mac`\\�\ \ k \ \� \ \ � �_\�\ �� �� •� sx sx Sx �AM V A X� v'v� __ H - - US �� i/� IVW 90 I "'q'0 o� :z sos O / z� v r "s'x sx \ / L \ v v vv v vvv vv v �v \ \\\ \\ � \ � cQS &02 II \ 0.v vvv v v"' v v v v vvv vv Rw �— \\ _ vvv v vv v vv v� vvvv v V v �vvA � s � s'x� V 6l — \i� v\�� �♦��� ``��������A ,� �� _ =\-�,OUTLET CONTROL STRUCTURE TRUCTURE dBIflLp/ DET SYS E77% RIM895.00 I9.00'33HP INV OUT AA\ v V _ v _ v vvvvvv v vvvv v vvv _ _ CONNECTS TO BYPASS STRUCTURE 163 I I ) V A \ \VA\ VA V A\ v — � CA -DETENTION SYSTEM E— / / T Volume3O CIF Bea 15Lenst" Pipes ExcnvnnoN ¢E 130.5 x 63.5 \\� — DOR / SYSTEM INLET 3AWINGS (MV)679.00' � � , � \ � SYSTEM OUTLET 38" HDPE INV 879.00' � �- \VA\ � JB#2A \VAVA\�AA\\\\� INLET STRUCTURE - DET SYS B � LLj (JUNCTION BOX) RIM / INV IN 866.01' / + �• 1 � vvV vVAV DET SYS CA -DETENTION SYSTEM B Volume 16410 CF I I / + M(JMUN: C LRI 9e0 160' " 8T8IO6N.50B•OX) A V �_V� AAVAAVVA__VV_\VAAAS AVA — A VA AV A_�_�\\— /\\ VAAAAAVAA\V_A\AVVAVAS\AAVVAV�VA V�V\AAA��V A \ — — — INV IN 879.10' 38" HDPE @- VA \V AVS A\VA�� \ V AVAVAVA \V AV_ V�A\\ EXCAVATION SIZE 175.5' X 60.0' � � — / / � / / / , \ V / � I INV OUT— % \ V SEE VENDOR DRAIMNGS (ADS) — / / { - P '4 }' \ V A AV �� — _ '��� Q$�' T vv v \ € V�_ V A \VAV A\\ v_vv v vvv SYSTEM INLET 46" HDPE INV 885.00' � � � \ SYSTEM OUTLET 48" HDPE INV 885.00' / / I I / I F \ .per V A���yyy���V A\VA V\VA'- V AA \ I � // / l ��� \ / / � � � l/ � w P � � `� / /� � � VAVA \\ \ VA� W � � V� \\ \\ VA VA\\\ \\ VAA \\\ — 7 AVA A V v — A / h�° �p v v VVv� yvvv v �v v vvv SEE DETAIL _ 12 / NV IN 885.00 48" HDPE / / / / / / v THR 88 888.0 / \ \ v wv� vv_ vvvv v wv o / c 2 O L A v RK \ v Avv v vA FSA w�ET INV OUT 884.90 48" HDPE � / / //I � VA VA A A A VAVv I I — / U O 1 CROSSING UNDER EXIST I I I I I A — GAS LINE INVERT APPROX 4' — 1 / I / / I ' A \ BELOW GRADE C I G G W / P / x � p I �' / / I /I I / I I � � I III °' \ \� N � � e� � esu �� � rNdaa�a v .8g � � � � � �n / /� _ v .� / �/JI o \ �/ / \v v v / � � -����� � I / / 1 I I � � I l / � E 1 III N � � R � � / �; 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JOB NUMBER: 17 O V V Q 0 M Z O F- 0 U N w W w ±P,) c PLAN AND SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT OR ENGINEER UNDER THE LAWS OF THE STATE OF NORTH CAROLINA AS SIGNIFIED BY MY HAND AND SEAL. "�����ii a ' �°�o�''"; S 'SN 2`` GI NE,vD�i��. I Z O (n o- Z �az� L� Z LU U z 0— Z D Q o LL! o Z Ld w Q W Z o_ Q a z M o' w z Q Q O O Ld V) W O U �l ( 7 /1 ) M 7 o � W �" N � O z K Pr w N Z ^ � N O a O SCALE: 1 " = 80' DATE. 06/O I / 18 DRAWN BY: PED CHECKED BY: LMC PROJECT MGR: LMC SHEET: 2 Of 7 0 — MW Rw W ®a N SCO 3^RW �R —R_XcR \RW k\ W Rw )( RW XC\ 3 �Rw \Rw c\Rw k •`� \ RW k r sx sx sx � �+ R� kc RW rr Pw atlr Xc� RW �pew k V •S. HIGHWAY X° Pew00 tew RW XG AF ��� e�°` XoRW � Rw �� P Q 41 w P 1 v Aftkc Rw ��. v �L �, 902 \ \ Xc \ Rw = O v lac 901 �kc�fewJOHN °; S Pw tew c, BUIL D XG AY OUTLET CONTROL STRUCTURE L /� 11 i �' DET SYS E 1,33 0,4 NG 11 i .y RIM: 895.00 0 INV O 878.' 38" HDPE ����� �J �• a �� i XC R R INV OUT 878.90' 38" HDPE �� I } ++II a • ��� CONNECTS TO BYPASS STRUCTURE 163 �� .�I �► k kc Rw CA—DETENTION SYSTEM E 5 Volume 12,720 CF Bea 115' Length 4 EXCAVATI13ON SIZE 130.5.5'' X X53.5' SEE VENDOR DRAWINGS (ADS) O� SYSTEM INLET 38" HDPE INV 679.00' INV = , SYSTEM OUTLET 36" HDPE INV 879.00' 876.4' ' RCP . � � E 0, RW JB / A Rw � � � � I � INLET STRUCTURE — DET SYS B W OF kC RW (JUNCTION BOX) ® RI1� Rw � M: 896.50' \ 1 'y INV ' \ I tl _L, _I I "/ XO\� R W > INV OUT 885. 885.91' INLET STRUCTURE Xc Rw I I / DET SYS E \ CA—DETENTION SYSTEM B (JUNCTION BOX) k RW Volume 19,410 CF / / gw RIM: 689.50'2 P \ C\ \ Sea 160' Length 48" Diameter Pipes w/Headera \ // T 3 pF INV IN 879.10' EXCAVATION SIZE 175.5' X 60.0' I I �/ /� I S N M INV OUT 879.00' 38" HDPE �P�n� kc� W SEE VENDOR DRAWNGS (ADS) LLJ/ ��✓// E O < - h P SYSTEM INLET 48" HDPE INV 885.00' Rw SYSTEM OUTLET 48" HDPE INV 885.00' I I w �P� �� ,' �P- AND GUTTER a ��� �,� oes �- �P� P `9 W � Giza R �� � � � �� 0 OETLEYCBNTROL STRUCTURE / /P��P 547 ( ) MjMj `Z �.'P NEW WATERLINE SEE DETAIL 12 FLA INLET RIM 895.00 " � P= 888.50 � �- Q� g cur & GAP, FILL e: ABANDON � ,p O O b 2 XISTING LINE UNDER BUILDING INV O 8884. 48" HDPE 3 j THR = 888.00 Pg �F,P o INV OUT 884.90 48" HDPE ac \J 9 � � 60 B CROSSING UNDER EXIST 8" 3 O - �3 �y .Goss eTew3ssv w ices AC GAS UNE INVERT APPROX 4' ➢ daae BELOW GRADE C G N �� 'o sNIiSlxa 'Pw 'ply INV OUT: 860.53' I I x \ / / +n kccF IN TOP= / � THROAT 8 �� iiI �� wv w= g g"� y < U O RELO ATE Rw INv = '� w'WATER+�ET,� ou OVILDI �#4o aox .1j. & 8,p,9O 4,15 ➢ C G� ��-P P� SPG _ OUTFALL LOCATION FOR POND A • rn y NEW MAN oLEs (Doc P a m x 48" HDPE, INVERT OUT 874.45' V. rn m cc oR TIE To euILDINc sANITARv,P •� cur w FILL ExlsTwc uNE uNOER BUILDING J / ➢ & rn��� n�W ��P �►� EXISTING 4?DUNDER WATERLINE • / , ` P ADD z GATE VALVES s owN 0 V yt �*VU4 90 LF 48" HDP PIPENW.50% SLOPE luiiulluii �� 4 } � START INVERT 874.9#0� � \ � � � � C � �g P � ➢ � � 0 , END INVERT 8 4.45 �� �� AFP o I sx x tz � � � � • :, � P ,�Co rn � A � PWR Box STRUCTURE —DET SYS C (JUNCTION BOX) • VCE W e�"nt �3 • INV OUT 883.50' / 3' X 6' RECTANGULAR, / } or 6' DIAMETER CIRCULAR CA—DETENTION SYSTEM k RISER WITH TRASH GRATE HC Rim l0 446, w cc TOP OF RISER ELEV 881.00' volume 13,725 CF @oRas 12" DIA ORIFICE INVERT 875.20 EXCAVATION SIZE 140.5' X 53.5' OUTLET CONTROL STRUCTURE ' ` \ ows kw REMC E UND / SEE VENDOR DRAWINGS (ADS) DET SYS I ao 7. c ELEC I �� / SYSTEM INLET 48" HDPE INV 863.00' SEE DETAIL '� F �• SYSTEM OUTLET 46 HDPE INV 883.00' RIM IN 883 _ s xw \ / 'xISTING Q' �� / / INV IN 883.00 46" HDPE +°' � � o ' 1 �� / / 8" C-900 PVC EMERGENCY SPILLWAY INv our -T2690�� xw ��ti lI WEIR ELEVATION 88 I� coNNECTs To90 a6" HDPE �� STRUCTURE 167 (3) �,. q / q�" NIPRAP PROTECTION\ tP L',4/ "), m rs ./ POND A i'11L _ _ l l l > ter• l I� / k N Y Sr0ATER DETENTION �7 6F I TTGM 1ZMWION 8750d C • It GRASS AREA it 4*1.. •-•- c ce BO _-__I l_ EkIS71NC 8" C-909 PVC EX STING METER VAULT POOL "9.o �r $ VA 0 �po%�op e » � �, i •� , / � ' \`\ter � �l • `Mie � ,, p e� 7.74 54 l 78, X, SCHOOL NG FFEARENA S. 00 NN / /-8, X, SHO RES EDS FFE w ARENq 5.00 JOB NUMBER: 17066 co 0 m w w w W Z �ew Q d U Z w V) Ld W X ±11) to cfl PLAN AND SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT OR ENGINEER UNDER THE LAWS OF THE STATE OF NORTH CAROLINA AS SIGNIFIED BY MY HAND AND SEAL. ..°�o�''"; ```�g� SES 21 'ell iqjo-, Z 0 7(n lesseseees �az � z 0 z O z `x I \ � 0— Q U W o L7 � W z Da W a Z Q W z o Q � asz � c L W z Q a O Of WLd Oz N 3;: 1� w / ) v, 0 U 7 W "7 o � N � O GO � z �a N Z � N Ow ^ W ILi a O SCALE: 1 " = 80' DATE: OG/O I / 18 DRAWN BY: PED CHECKED BY: LMC PROJECT MGR: LMC SHEET: 3 Of 7 0 g J L) U M Z 0 EMERGENCY SPILLWAY RIPRAP d50 =6" dMAX =9" LENGTH APRON =10' WIDTH APRON =10' EMERGENCY SPILLWAY TOP OF 0 EMBANKMENT BARREL I DRY POND RISER WITH I 11111111C TRASH RACK STABILIZED OUTLET STABILIZED OUTLET RIPR d50 =6" dMAX =9" LENGTH APRON =10' WIDTH APRON =10' 883.0 TRASH RACK EMBANKMENT STABILIZED EMERGENCY SPILLWAY WITH VEGETATION FREEBOARD 882.0^� 1.0' 881.00' SPILLWAY 3.0ZHSELECTEDENGIIR FDL -III 0 1 SBRREL CD IN 2' WASHED 1 III _ AN DE COMPACTEDS STONE (#5 „I STABILIZED _ d, OUTLET 875.0 O° ° wo III III ANTI SEEP COLLAR INV. OUT 874.90 TYP. OF 2 12" ORIFICE INV. OUT 874.45 INVERT 875.20 FILE: SEDIM01 48" FROM SYSTEM INVERT ELEVATION 885.00 ANTI -FLOTATION BLOCK 10 CU. YARDS SECTION MANHOLE COVER 17066 088 6'-0" N N_ TOP OF WALL z 0 U W N N ELEVATION 889.00' m 12" ORIFICE INV. ELEV. 885.00 - ELEV. 884.90 48" OUTLET INVERT ELEVATION 8154.90 41 INVER TOP OF WALL CONSTRUCTION SPECIFICATIONS 1. Basin area and areas under the embankment and any structural works shall be cleared, grubbed and stripped of any vegetation and root material as shown on the erosion and sediment control plan. 2. A cut-off trench shall be excavated along the centerline of the earth fill embankments. The minimum depth shall be 2 feet. The cut off trench shall extend up both abutments to the riser crest elevation. 3. Fill material for the embankment shall be mineral soil, free of roots, woody vegetation, oversized stones, rocks or other objectionable material and be sufficiently moist for compaction. 4. Fill material shall be placed in 6 -inch lifts, continuous layers over the entire length of the fill. Compacting shall be obtained by routing the hauling equipment over the fill so that the entire surface of each layer of the fill is traversed by at least one wheel or tread track of the equipment, or by use of a compactor. 5. The embankment shall be constructed to an elevation of 10 percent higher than the design height to allow for settlement if compacting is obtained with hauling equipment. If compactors are used for compacting, the overbuild may be reduced to not less than 5 percent. 6. The principle spillway riser shall be securely attached to the discharge pipe. All connections shall be watertight. 7. The pipe and riser shall be placed on a firm, smooth soil. 8. The embankment and emergency spillway shall be stabilized with vegetation immediately following construction. 9. Construction operations shall be carried out in such a manner that erosion and water pollution will be minimized. 10. Local and state requirements shall be met concerning fencing and signs warning the public of hazards of soft sediment and floodwater. MAINTENANCE 1. Inspect weekly and after each rain. 2. All damages caused by soil erosion or construction equipment shall be repaired before the end of each working day. 3. Remove the sediment when the sediment storage zone is 1/2 full. This sediment shall be placed in such a manner that it will not erode from the site. The sediment shall not be deposited downstream from the embankment or in or adjacent to a stream or floodplain. OUTLET CONTROL STRUCTURE ADS DETENTION SYSTEM "B' N.T.S. 12" ORIFICE INV. ELEV. 885.00 OUTLET /ATION 884.90 48" FROM SYSTEM INVERT ELEVATION 883.00 MANHOLE COVER 17066 088 6'-0" N N_ TOP OF WALL z 0 U W N N ELEVATION 887.00' m 12" ORIFICE /INV. ELEV. 883.00 - ELEV. 8152.90 48" OUTLET INVERT ELEVATION 882.90 DRAINAGE PIPE SEE GRADING PLAN FOR SIZE & LAYOUT PRECAST KNOCKOUT BASIN 4000 PSI CONCRETE H-20 LOADING DITCH INLET ADAPTOR (TINDALL G48 OR EQUIVALENT) INSTALL & MAINTAIN INLET PROTECTION AROUND ALL STORM DRAIN INLETS DURING CONSTRUCTION. N.T.S. DESIGNATION 'CB' (DROP CURB) RIM ELEVATION VARIES INVERT ELEVATION UNDISTURBED EARTH OR FILL COMPACTED TO 95% STD PROCTOR 48" FROM INVERT ELEVA TOP OF WALL ELEVATION 887.00' OUTLET CONTROL STRUCTURE ADS DETENTION SYSTEM "C" N.T.S. TLET 1ON 882.90 36" FROM SYSTEM INVERT ELEVATION 879.00 MANHOLE COVER 17066 088 6'-0" N N_ TOP OF WALL z 0 U W N N ELEVATION 883.00' m 12" ORIFICE INV. ELEV. 879.00 - ELEV. 878.90 36" OUTLET INVERT ELEVATION 87B.90 36" FROM S' INVERT ELEVATIC PIPE OUTLET TO FLAT AREA - NO WELL-DEFINED CHANNEL o A A pAA °' 7" °° oo °� e°o�i ROCK d50 3d d 50% SHALL BE LARGER a D 0 THAN 6" (MIN.) DIA. pa •, 4.0 MIN. D aoa� o t o� • 0° • Clio .o�� o eO �Oo .HCl o�o ° go • PLAN 6"�EBIL d R LANTEKET THICKNESS ('d') = 1.5 x MAX ROCK DIAMETER (6" MIN.) SECTION A -A PIPE OUTLET WELL-DEFINED CHANNEL °Oo c° e o• O 50% SHALL BE LARGER 3dD do THAN 6" (MIN.) DIA. 4.0 x 'D' T MIN. t ' �o Oo ° o o • �° b •" UoO. .� � ?moo ° vo PLAN Q La d FILTER BLANKET THICKNESS ('d') = 1.5 x MAX ROCK DIAMETER (6" MIN.) SECTION A -A NOTES: 1. 'La' = LENGTH OF APRON. DISTANCE 'La' SHALL BE OF SUFFICIENT LENGTH TO DISSIPATE ENERGY. 2. APRON SHALL BE SET AT A ZERO GRADE AND ALIGNED STRAIGHT. 3. IN A WELL-DEFINED CHANNEL EXTEND THE APRON UP THE CHANNEL BANKS TO AN ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE TOP OF THE BANK, WHICHEVER IS LESS. 4. FILTER MATERIAL SHALL BE FILTER FABRIC OR 6" THICK (MIN.) OUTLET GRADED GRAVEL LAYER. PROTECTION CONSTRUCTION SPECIFICATIONS 1. Ensure that the subgrade for the filter and riprap follows the required lines and grades shown in the plan. Compact any fill required in the sub rade to the densit of the surroundIn undisturbed material. Low 9 Y 9 areas in the subgrade on undisturbed soil may also be filled by increasing the riprap thickness. 2. The riprap and gravel filter must conform to the specified grading limits shown on the plans. 3. Filter cloth, when used, must meet design requirements and be properly protected from punching or tearing during installation. Repair any damage by removing the riprap and placing another piece of filter cloth over the damaged area. All connecting joints should overlap so the top layer is above the downstream layer a minimum of 1 foot. If the damage is extensive, replace the entire filter cloth. 4. Riprap may be placed by equipment, but take care to avoid damaging the filter. 5. The minimum thickness of the riprap should be 1.5 times the maximum stone diameter. 6. Riprop may be field stone or rough quarry stone. It should be hard, angular, highly weather -resistant and well graded. 7. Construct the apron on zero grade with no overfill at the end. Make the top of the riprap at the downstream end level with the receiving area or slightly below it. 8. Ensure that the apron is properly aligned with the receiving stream and preferably straight throughout its length. If a curve is needed to fit site conditions, place it in the upper section of the apron. 9. Immediately after construction, stabilize all disturbed areas with vegetation (Practices 6.10, Temporary Seeding, and 6.11, Permanent Seeding). 1. All erosion and sediment control practices will be checked for stability and operation following every runoff -producing rainfall but in no case less than once every week. Any needed repairs will be made immediately to maintain all practices as designed. 2. Sediment will be removed behind the sediment fence when it becomes about 0.5' deep at the fence. The sediment fence will be repaired as necessary to maintain a barrier. 3. All seeded areas will be fertilized, reseed as necessary according to specifications in the vegetative plan to maintain a vigorous, dense, vegetative cover. ELEVATION 883.00' OUTLET CONTROL STRUCTURE ADS DETENTION SYSTEM "E" N.T.S. UTLET TION 878.90 JOB NUMBER: 17066 088 co O r M � w w w C� w O Z F_ a W w w J o Q I - w 0 w V) w W W N M±LO cfl PLAN AND SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT OR ENGINEER UNDER THE LAWS OF THE STATE OF NORTH CAROLINA AS SIGNIFIED BY MY HAND AND SEAL. ' SES 1011, = S = 21 Z � O ZU z Q W H Cz � XC) U Q W D O ' o Z LL W O W oz W N J_ W (D O U V) ( 7 "7 l W O � GO N � O GO � z xa bL I� t"V X a O a SCALE: NONE DATE: OG/O I / 18 DRAWN BY: PED CHECKED BY: DWO PROJECT MGR: DWO SHEET: 4 Of 7 0 % I I CA -JB 2A DETENTION INLET STRUCTURE / RIM: 898.5 JB#2A \ INLET STRUCTURE - DET SYS B �Q (JUNCTION BOX) RIM: 898.50' INV IN 886.01' INV OUT 885.91' I I X FILTER FABRIC (WHERE REQUIRED \ \ / BY ENGINEER) FINAL FILL MATERIAL (PER PROJECT SPECIFICATIONS) CLASS I OR II MATERIAL PLACED AND COMPACTED IN ACCORDANCE WITH ASTM D2321 IN PIPE ZONE TRAFFIC INSTALLATION C SUITABLE FOUNDATION IN X H H H (FLEX PVMT) (RIGID PVMT) (GRASS AREA) UNDISTURBED EARTH BEDDING (CLASS I OR II MATERIAL) = 6" (152 mm) MIN. FOR 48" (1200 mm) PI I I CA -DETENTION SYSTEM B I Volume 19,410 CF \ I I NOMINAL NOMINAL TYPICAL TYPICAL SIDE MIN. H MIN. H MAX. H' Sea 160 Length 48" Diameter Pipes w/Headers DIAMETER O.D. SPACING "C" WALL "X" (NON -TRAFFIC) (TRAFFIC) > I J 48" 54" 78.5' 18" 12" 24" 8' EXCAVATION SIZE 175.5 X 60.0 / SEE VENDOR DRAWINGS (ADS) I (1200 mm) (1372 mm) (1994 mm) (457 mm) (305 mm) (610 mm) (2.4 m) SYSTEM INLET 48" HDPE INV 885.00' 1 - SYSTEM OUTLET 48" HDPE INV 885.00' I I I I MAXIMUM FILL HEIGHTS OVER MANIFOLD FITTINGS. CONTACT MANUFACTURER'S REPRESENTATIVE FOR W INSTALLATION CONSIDERATIONS WHEN COVER EXCEEDS 8 FT (2.4 m). - PROP SEC NOTES: 1. ALL REFERENCES TO CLASS I OR II MATERIAL ARE PER ASTM D2321 6. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I OR II. THE I "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE /I OUTLET CONTROL STRUCTURE APPLICATIONS", LATEST EDITION. ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (102 mm) FOR DET SYS B 4"-24" (100-600 mm); 6" (152 mm) FOR 30-60" (750-900 mm). (SEE DETAIL) 12 2. ALL RETENTION AND DETENTION SYSTEMS SHALL BE INSTALLED l RIM 895.00 - IN ACCORDANCE WITH ASTM D2321, LATEST EDITION AND THE 7. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I OR II IN / MANUFACTURER'S PUBLISHED INSTALLATION GUIDELINES. THE PIPE ZONE EXTENDING NOT LESS THAN 6" (152 mm) ABOVE INV IN 885.00 48" HDPE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE / INV OUT 884.90 48" HDPE D� 3. MEASURES SHOULD BE TAKEN TO PREVENT THE MIGRATION OF DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. NATIVE FINES INTO THE BACKFILL MATERIAL, WHEN REQUIRED. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, I I 1 I SEE ASTM D2321. LATEST EDITION. 4. FILTER FABRIC: A GEOTEXTILE FABRIC MAY BE USED AS SPECIFIED 8. COVER: MINIMUM COVER OVER ALL RETENTION/DETENTION CROSSING UNDER EXIST 8" I BY THE ENGINEER TO PREVENT THE MIGRATION OF FINES FROM SYSTEMS IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE GAS LINE INVERT APPROX 4' \ / THE NATIVE SOIL INTO THE SELECT BACKFILL MATERIAL. AREAS) IS 12" (305 mm) FROM TOP OF PIPE TO GROUND SURFACE. BELOW GRADE \ ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOATATION. 5. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE. THE FOR TRAFFIC APPLICATIONS, MINIMUM COVER IS 12" (305 mm) UP TO CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE 36" (900 mm) DIAMETER PIPE AND 24" (610 mm) OF COVER FOR 42-60" / ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED (1050-1500 mm) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO • \ BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. � THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED MAXIMUM FILL HEIGHT LIMITED TO 8 FT (2.4 m) OVER FITTINGS FOR PROP ED 4 C- USING A GEOTEXTILE MATERIAL. STANDARD INSTALLATIONS. CONTACT A SALES REPRESENTATIVE I WHEN MAXIMUM FILL HEIGHTS EXCEED 8 FT (2.4 m) FOR \ J INSTALLATION CONSIDERATIONS. 48" HDPE INV OUT: 860.53' x '� I PROPOS Wi J-1 CA -CI- 124A � V. ( OOF LEADER CONNECTS) RIM: �i899.5 N i ' / / ATION FOR POND A -\\ 48" FROM SYSTEM INVERT ELEVATION 885.00 MANHOLE COVER 088 17066 6'-0" v) W TOP OF WALL F U N N 'THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE ACOMPREHENSIVE MATERIAL LIST. EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM. ELEVATION 889.00' < M PART # 12" ORIFICE MATERIAL VENDOR INV. ELEV. 885.00 - ELEV. 884.90 (0 1 4 4851ANP 48" OUTLET INVERT ELEVATION 884.90 Q INVER TOP OF WALL OUTLET CONTROL STRUCTURE ADS DETENTION SYSTEM "B' N.T.S. 12" ORIFICE INV. ELEV. 885.00 CUTLET (ATION 884.90 0 6 12" (305 T m PAST JOINT (T ENCASEMENT (MINIMUM UNCONFINED COMPRESSIVE STRENGTH OF 100 psi OR AS SPECIFIED BY ENGINEER) 12" (305 TT; ABOVE PIPE 18" (451 TT) TRE WIDTH (TYP. 4" (102 TT) MIN FOR 12-24" (300.600 TT) PIPE 6" (152 TT) MIN FOR 30_60" (1501500 TT) PIPE GRANULAR BEDDING IVIHINIEULU Ut I HIL NOTE CLSM/SLURRY/PLOWABLE FILL MUST EXTEND 12" (305 TT) MINIMUM PAST ALL JOINTS AND FITTINGS TO BE ENCASED. 30" (162 mT) RISER • 8 (2 4 T) 'INSITU BACKFILL (COMPACTED TO 95% STANDARD PROCTOR DENSITY'. ENCASE IN-LINE DRAIN BELL 6" (152 TT) HDPE PIPE TRAFFIC RISER DETAIL ENCASEMENT (MINIMUM UNCONFINED COMPRESSIVE STRENGTH OF 100 psi OR AS SPECIFIED BY ENGINEER) (451 TT) CH WIDTH NYLOPLAST FRAME AND GRATE/SOLID COVER (FOR PER LOADING CONDITION ONLY) NON -TRAFFIC ADS HP RETENTION/DETENTION PIPE SYSTEM SPECIFICATION - TOP SOIL NYLOPLAST RISER XTENSION NYLOPLAST INLINE DRAIN ENCASEMENT (MINIMUM UNCONFINED COMPRESSIVE STRENGTH OF 1 00 psi OR AS SPECIFIED BLEND INEER) MIN12 5 TT) ABOVE PIPE 4" (102 TT) MIN FOR 12-24" (300.600 TT) PIPE r 6"(152 TT)MIN FOR 1 30_60" (1501500 TT) PIPE GRANULAR BEDDING 7 THIS SPECIFICATION DESCRIBES ADS HP RETENTION/DETENTION PIPE SYSTEMS FOR USE IN NON -PRESSURE, GRAVITY -FLOW STORM WATER COLLECTION SYSTEMS UTILIZING ADS HP PIPE PRODUCTS AND A CONTINUOUS OUT FALL STRUCTURE. PIPE REQUIREMENTS ADS RETENTION/DETENTION SYSTEMS MAY UTILIZE ANY OF THE VARIOUS PIPE PRODUCTS BELOW: • HP STORM PIPE SHALL MEET ASTM F2881 • SANITITE HP PIPE SHALL MEET ASTM F2764 ALL PRODUCTS SHALL HAVE A SMOOTH INTERIOR AND EITHER ANNULAR EXTERIOR CORRUGATIONS OR SMOOTH EXTERIOR WITH ANNULAR INNER CORRUGATIONS. PRODUCT -SPECIFIC PIPE SPECIFICATIONS ARE AVAILABLE IN THE DRAINAGE HANDBOOK SECTION 1 "SPECIFICATIONS". JOINT PERFORMANCE WTIB PIPE SHALL BE JOINED USING A BELL AND SPIGOT JOINT. THE JOINT SHALL BE WATERTIGHT ACCORDING TO THE REQUIREMENTS OF ASTM D3212 GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477.12-60 INCH (300-1500 mm) DIAMETERS SHALL HAVE A BELL REINFORCED WITH A POLYMER COMPOSITE BAND. THE BELL TOLERANCE DEVICE SHALL BE INSTALLED BY THE MANUFACTURER. PIPE TO FITTING AND FIELD -CUT CONNECTIONS SHALL BE PLAIN -END UTILIZING A MAR -MAC POLYSEAL COUPLER MANUFACTURED BY MAR -MAC CONSTRUCTION PRODUCTS CO. PERFORMANCE SHALL BE PER MAR -MAC SPECIFICATIONS. THE JOINT SHALL MEET THE WATERTIGHT REQUIREMENTS OF ASTM D3212, AND GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477. DETENTION SYSTEMS ARE SUBJECT TO GREATER LEAKAGE THAN TYPICAL SINGLE RUN STORM SEWER APPLICATIONS AND THEREFORE ARE NOT APPROPRIATE FOR APPLICATIONS REQUIRING LONG-TERM FLUID CONTAINMENT OR HYDROSTATIC PRESSURE. FOR ADDITIONAL DETAILS REFER TO TECHNICAL NOTE 7.01 "RAINWATER HARVESTING WITH HDPE PIPE CISTERNS". FITTINGS FITTINGS SHALL CONFORM TO ASTM F2881 OR F2764 FOR APPLICABLE PIPE TYPE AND DIAMETERS. CUSTOM FITTINGS ARE AVAILABLE AND MAY REQUIRE SPECIAL INSTALLATION CRITERION. INSTALLATION INSTALLATION SHALL BE IN ACCORDANCE WITH ASTM D2321 AND ADS RECOMMENDED INSTALLATION GUIDELINES WITH THE EXCEPTION THAT MINIMUM COVER IN NON -TRAFFIC AREAS FOR 12-60 INCH (300-1500 mm) DIAMETERS SHALL BE 1 FT (0.3 m). MINIMUM COVER IN TRAFFICKED AREAS FOR 12-36 INCH (300-900 mm) DIAMETERS SHALL BE 1 FT (0.3 m) AND FOR 42-60 INCH (1050-1500 mm) DIAMETERS, THE MINIMUM COVER SHALL BE 2 FT (0.6 m). BACKFILL SHALL CONSIST OF CLASS I (COMPACTED), OR CLASS II (MINIMUM 90% SPD) MATERIAL, WITH THE EXCEPTION THAT 60 INCH (1500 mm) SYSTEMS SHALL USE CLASS I MATERIAL ONLY. MINIMUM COVER HEIGHTS DO NOT ACCOUNT FOR PIPE BUOYANCY. REFER TO ADS TECHNICAL NOTE 5.05 "PIPE FLOTATION" FOR BUOYANCY DESIGN CONSIDERATIONS. MAXIMUM COVER OVER SYSTEM USING STANDARD BACK FILL IS 8 FT (2.4 m); CONTACT A REPRESENTATIVE WHEN MAXIMUM FILL HEIGHT MAY BE EXCEEDED. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. 18" (TYP EXCAVATION LIMITS) / n 1 6 ADS DETENTION SYSTEM "B' N.T.S. ENCASEMENT (TYP) JOB NUMBER: 088 17066 BILL OF MATERIALS 'THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE ACOMPREHENSIVE MATERIAL LIST. EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM. ITEM QTY. PART # DESCRIPTION MATERIAL VENDOR NOTE 1 4 4851ANP 48" HP DW SINGLE MANIFOLD TEE PP ADS SEE DETAIL 2 6 4852ANP 48" HP DW DOUBLE MANIFOLD TEE PP ADS SEE DETAIL 3 2 4898ANP 48" X 90° HP DW MANIFOLD BEND PP ADS SEE DETAIL 4 63 4865AN00201BPL1 48" HP DW PIPE STICK: SOLID PP ADS WTIB 5 9 STICK -1 48" HP DW PIPE STICK: SOLID PP ADS FIELD CUT 6 9 STICK -2 48" HP DW PIPE STICK: SOLID PP ADS FIELD CUT W 28 4867RC 48" MAR -MAC COUPLERS VARIES ADS NOT SHOWN 1 TBD BY ENGINEER ADS GEOTEXTILE FABRIC AS SPECIFIED ADS AS NEEDED 18" (TYP EXCAVATION LIMITS) / n 1 6 ADS DETENTION SYSTEM "B' N.T.S. ENCASEMENT (TYP) JOB NUMBER: 088 17066 Q M Z O F - LL U V) W W � N r7 � to cfl PLAN AND SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT OR ENGINEER UNDER THE LAWS OF THE STATE OF NORTH CAROLINA AS SIGNIFIED BY MY HAND AND SEAL. i %� 4Y •�ESsIo,, 21 h�1j� % Z O Z 0 Z Q m CZ XC) U ZLd O Q J W 0_ Z_ Q Q Z , w v, 0 0 1 _ 1 ■�• O Q cn N W�a J J_ L,J O U O � W N � O z xa U� wNz a O SCALE: NONE DATE: 06/O I / 18 DRAWN BY: PED CHECKED BY: DWO PROJECT MGR: DWO SHEET: 5 Of 7 0 v v/////// II ED 8" C-900 (POSED 8"� X 8" TEE 48" FROM SYSTEM INVERT ELEVATION 883.00 FILTER FABRIC (WHERE REQUIRED BY ENGINEER) FINAL FILL MATERIAL (PER PROJECT SPECIFICATIONS) TRAFFIC INSTALLATION CLASS I OR II MATERIAL PLACED AND COMPACTED IN C SUITABLE ACCORDANCE WITH FOUNDATION ASTM D2321 IN PIPE ZONE H H H (FLEX PVMT) (RIGID PVMT) (GRASS AREA) UNDISTURBED EARTH X BEDDING (CLASS I OR II MATERIAL) = 6" (152 mm) MIN. FOR 48" (1200 mm) PIP NOMINAL NOMINAL TYPICAL TYPICAL SIDE MIN. H MIN. H MAX. H' DIAMETER O.D. SPACING "C" WALL "X" (NON -TRAFFIC) (TRAFFIC) NED (MINIMUMCOMPRESSIVE 48" 54" 78.5" 18" 12" 24" 8' 1200 mm) (1372 mm) 1994 mm) (457 mm) (305 mm) (610 mm) 1 m) DERS CONNE' MAXIMUM FILL HEIGHTS OVER MANIFOLD FITTINGS. CONTACT MANUFACTURER'S REPRESENTATIVE FOR INLE A STRUCTURE DET SYS C - INSTALLATION CONSIDERATIONS WHEN COVER EXCEEDS 8 FT (2.4 m). NLET - � + _z (JUNCTION BOX) o / NOTES: RIM: 896.00' +� I 1. ALL REFERENCES TO CLASS I OR II MATERIAL ARE PER ASTM D2321 6. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I OR 11. THE INV IN 883.60' / I I "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL INV OUT 883.50' THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE a z I I APPLICATIONS", LATEST EDITION. ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (102 mm) FOR 4"-24" (100-600 mm); 6" (152 mm) FOR 30-60" (750-900 mm). PROPOSED 8" X 2. ALL RETENTION AND DETENTION SYSTEMS SHALL BE INSTALLED a WITH 8" MA UFOACTTURER'S PUBLISHED I OR 11 IN ACCRDANCE WITH ASTM INSTALLATION GUIDELINE321, LATEST EDITION THE 7 THE( AL PIPE ZONE EXTENDING OT LESSBACKFILL: SUITABLE THAN 6" (E 2SHALLLmm) A OVEIN CA -DETENTION SYSTEM C =z I ° \ � \ CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE Volume 13,725 CF3. MEASURES SHOULD BE TAKEN TO PREVENT THE MIGRATION OF DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. Bea 125' Length 48" Pipes , / /,,,, / a / NATIVE FINES INTO THE BACKFILL MATERIAL, WHEN REQUIRED. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, EXCAVATION SIZE 140.5' X 53.5' OUTLET CONTROL STRUCTURE \ SEE ASTM D2321. LATEST EDITION. / \ SEE VENDOR DRAWINGS (ADS) DET SYS C 4. FILTER FABRIC: A GEOTEXTILE FABRIC MAY BE USED AS SPECIFIED 8. COVER: MINIMUM COVER OVER ALL RETENTION/DETENTION SYSTEM INLET 48>' HDPE INV 883.00' SEE DETAIL �0 BY THE ENGINEER TO PREVENT THE MIGRATION OF FINES FROM SYSTEMS IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE RIM 896.00 THE NATIVE SOIL INTO THE SELECT BACKFILL MATERIAL. AREAS) IS 12" (305 mm) FROM TOP OF PIPE TO GROUND SURFACE. / SYSTEM OUTLET 48 HDPE INV 883.00 INV IN 883.00 48" HDPE / / ' I G ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOATATION. 6 / / 5. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE. THE FOR TRAFFIC APPLICATIONS, MINIMUM COVER IS 12" (305 mm) UP TO / \ INV OUT 882.90 48" HDPE / / CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED BY THE 36" (900 mm) DIAMETER PIPE AND 24" (610 mm) OF COVER FOR 42-60" / / CONNECTS TO BYPASS / ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED (1050-1500 mm) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO LA R OR STRUCTURE 187 (3) BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. / OO E \< l / / / THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED MAXIMUM FILL HEIGHT LIMITED TO 8 FT (2.4 m) OVER FITTINGS FOR APP R X. / / / 1 USING A GEOTEXTILE MATERIAL. STANDARD INSTALLATIONS. CONTACT A SALES REPRESENTATIVE WHEN MAXIMUM FILL HEIGHTS EXCEED 8 FT (2.4 m) FOR INSTALLATION CONSIDERATIONS. BEIR-OP A AM O ° PROPOSED 8" CL350 DIP P / / 4/ ., PROPOSED 4" D.I. PIPE FDC PROPOSED 8" X 8" X 2" TEE la - / , WITH 2" GATE / VALVE - 'E/ _ / +APPROX 25 LF 2�r SDR -21 PVC STUB PROPOSED REDUCER 8 TO 7 �A / v/ / /©a ri ry ROR nn MANHOLE COVER TOP SOIL H V) TOP OF WALL z 0 U W N NYLOPLAST 'THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE A COMPREHENSIVE MATERIAL LIST. EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM. ELEVATION 887.00' m ENCASEMENT 12" ORIFICE NED (MINIMUMCOMPRESSIVE % /INV. ELEV. 883.00 - ELEV. 882.90 1 psi OR OF 100 psi OR AS SPECIFIED S 4851ANP BY ENGINEER) L// / % PROPOSED 4" X 4" X 2" TEE ; % /i I / / //// / , --ii 48" OUTLET INVERT ELEVATION 882.90 48" FRON INVERT ELEW TOP OF WALL ELEVATION 887.00' OUTLET CONTROL STRUCTURE ADS DETENTION SYSTEM "C" N.T.S. TLET 1ON 882.90 12" (305 m m PAST JOINT (T ENCASEMENT (MINIMUM UNCONFINED COMPRESSIVE STRENGTH OF 100 psi OR AS SPECIFIED BY ENGINEER) 12" (305 TT ABOVE PIPE 18" (457 TT) TRE WIDTH (TYP. 4 (102 TT)MIN FOR 1224 (300.600 TT)PIPE 6 (152 TT) MIN FOR 30-60" (750.1500 TT) PIPE GRANULAR BEDDING IVININIr VLU UE I - L NOSE CLSM/SLURRY/F LO WABLE FILL MUST EXTEND 12" (305 TT) MINIMUM PAST ALL JOINTS AND FITTINGS TO BE ENCASED. 30" (762 mm) RISER • 8 (2 4 m 'INSITU BACKFILL (COMPACTED TO 95% STANDARD PROCTOR DENSITY'. ENCASE IN-LINE DRAIN BELL 6" (152 TT) HDPE PIPE TRAFFIC RISER DETAIL ENCASEMENT (MINIMUM UNCONFINED COMPRESSIVE STRENGTH OF 100 psi OR AS SPECIFIED BY ENGINEER) (457 mm) CH WIDTH NYLOPLAST FRAME AND GRATE/SOLID COVER (FOR PER LOADING CONDITION ONLY) NON -TRAFFIC ADS HP RETENTION/DETENTION PIPE SYSTEM SPECIFICATION - TOP SOIL H NYLOPLAST RISER EXTENSION NYLOPLAST 'THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE A COMPREHENSIVE MATERIAL LIST. EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM. INLINE DRAIN QTY. ENCASEMENT DESCRIPTION NED (MINIMUMCOMPRESSIVE % TG ENG ENGTH CO 100 1 psi OR OF 100 psi OR AS SPECIFIED S 4851ANP BY ENGINEER) PP ADS MIN TT) ABOVE PIPE 4" (102 TT) MIN FOR 12-24" (300.600 TT) PIPE r 6"(152 TT)MIN FOR 1 30-60" (7501500 TT) PIPE 1T GRANULAR BEDDING 1 THIS SPECIFICATION DESCRIBES ADS HP RETENTION/DETENTION PIPE SYSTEMS FOR USE IN NON -PRESSURE, GRAVITY -FLOW STORM WATER COLLECTION SYSTEMS UTILIZING ADS HP PIPE PRODUCTS AND A CONTINUOUS OUT FALL STRUCTURE. PIPE REQUIREMENTS ADS RETENTION/DETENTION SYSTEMS MAY UTILIZE ANY OF THE VARIOUS PIPE PRODUCTS BELOW: • HP STORM PIPE SHALL MEET ASTM F2881 • SANITITE HP PIPE SHALL MEET ASTM F2764 ALL PRODUCTS SHALL HAVE A SMOOTH INTERIOR AND EITHER ANNULAR EXTERIOR CORRUGATIONS OR SMOOTH EXTERIOR WITH ANNULAR INNER CORRUGATIONS. PRODUCT -SPECIFIC PIPE SPECIFICATIONS ARE AVAILABLE IN THE DRAINAGE HANDBOOK SECTION 1 "SPECIFICATIONS". JOINT PERFORMANCE WTIB PIPE SHALL BE JOINED USING A BELL AND SPIGOT JOINT. THE JOINT SHALL BE WATERTIGHT ACCORDING TO THE REQUIREMENTS OF ASTM D3212 GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477.12-60 INCH (300-1500 mm) DIAMETERS SHALL HAVE A BELL REINFORCED WITH A POLYMER COMPOSITE BAND. THE BELL TOLERANCE DEVICE SHALL BE INSTALLED BY THE MANUFACTURER. PIPE TO FITTING AND FIELD -CUT CONNECTIONS SHALL BE PLAIN -END UTILIZING A MAR -MAC POLYSEAL COUPLER MANUFACTURED BY MAR -MAC CONSTRUCTION PRODUCTS CO. PERFORMANCE SHALL BE PER MAR -MAC SPECIFICATIONS. THE JOINT SHALL MEET THE WATERTIGHT REQUIREMENTS OF ASTM D3212, AND GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477. DETENTION SYSTEMS ARE SUBJECT TO GREATER LEAKAGE THAN TYPICAL SINGLE RUN STORM SEWER APPLICATIONS AND THEREFORE ARE NOT APPROPRIATE FOR APPLICATIONS REQUIRING LONG-TERM FLUID CONTAINMENT OR HYDROSTATIC PRESSURE. FOR ADDITIONAL DETAILS REFER TO TECHNICAL NOTE 7.01 "RAINWATER HARVESTING WITH HDPE PIPE CISTERNS". FITTINGS FITTINGS SHALL CONFORM TO ASTM F2881 OR F2764 FOR APPLICABLE PIPE TYPE AND DIAMETERS. CUSTOM FITTINGS ARE AVAILABLE AND MAY REQUIRE SPECIAL INSTALLATION CRITERION. INSTALLATION INSTALLATION SHALL BE IN ACCORDANCE WITH ASTM D2321 AND ADS RECOMMENDED INSTALLATION GUIDELINES, WITH THE EXCEPTION THAT MINIMUM COVER IN NON -TRAFFIC AREAS FOR 12-60 INCH (300-1500 mm) DIAMETERS SHALL BE 1 FT (0.3 m). MINIMUM COVER IN TRAFFICKED AREAS FOR 12-36 INCH (300-900 mm) DIAMETERS SHALL BE 1 FT (0.3 m) AND FOR 42-60 INCH (1050-1500 mm) DIAMETERS, THE MINIMUM COVER SHALL BE 2 FT (0.6 m). BACKFILL SHALL CONSIST OF CLASS I (COMPACTED), OR CLASS II (MINIMUM 90% SPD) MATERIAL, WITH THE EXCEPTION THAT 60 INCH (1500 mm) SYSTEMS SHALL USE CLASS I MATERIAL ONLY. MINIMUM COVER HEIGHTS DO NOT ACCOUNT FOR PIPE BUOYANCY. REFER TO ADS TECHNICAL NOTE 5.05 "PIPE FLOTATION" FOR BUOYANCY DESIGN CONSIDERATIONS. MAXIMUM COVER OVER SYSTEM USING STANDARD BACK FILL IS 8 FT (2.4 m); CONTACT A REPRESENTATIVE WHEN MAXIMUM FILL HEIGHT MAY BE EXCEEDED. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. ADS DETENTION SYSTEM "C' N.T.S. " (TYP EXCAVATION LIMITS) ENCASEMENT (TYP) JOB NUMBER: 088 17066 H BILL OF MATERIALS 'THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE A COMPREHENSIVE MATERIAL LIST. EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM. ITEM QTY. PART # DESCRIPTION MATERIAL VENDOR NOTE 1 2 4851ANP 48" HP DW SINGLE MANIFOLD TEE PP ADS SEE DETAIL 2 6 4852ANP 48" HP DW DOUBLE MANIFOLD TEE PP ADS SEE DETAIL 3 2 4898ANP 48" X 90' HP DW MANIFOLD BEND PP ADS SEE DETAIL 4 40 4865AN00201BPL1 48" HP DW PIPE STICK: SOLID PP ADS WTIB 5 8 STICK -1 48" HP DW PIPE STICK: SOLID PP ADS FIELD CUT 6 8 STICK -2 48" HP DW PIPE STICK: SOLID PP ADS FIELD CUT W 24 4867RC 48" MAR -MAC COUPLERS VARIES ADS NOT SHOWN 1 TBD BY ENGINEER ADS GEOTEXTILE FABRIC AS SPECIFIED ADS AS NEEDED ADS DETENTION SYSTEM "C' N.T.S. " (TYP EXCAVATION LIMITS) ENCASEMENT (TYP) JOB NUMBER: 088 17066 H Q W Z 0 F- 0 0 W w a W N I'7 't 0 CO PLAN AND SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT OR ENGINEER UNDER THE LAWS OF THE STATE OF NORTH CAROLINA AS SIGNIFIED BY MY HAND AND SEAL. CAh'o 21 Z O ZZ Q � U � Z XC) U ZLd Q O J LTJ 0_ Z_ Q Q Z � L,J V) O Q cf) I 0C Q � Q W/�a J ck. J_ Ld O U bL O � W z xa � N O � n a O SCALE: NONE DATE: OLIO I / 18 DRAWN BY: PED CHECKED BY: DWO PROJECT MGR: DWO SHEET: G Of 7 0 FINAL FILL MATERIAL FILTER FABRIC (PER PROJECT SPECIFICATIONS) \\\ \ \�J\ \\\ \\ \ \\\ \ (WHERE BY ENGINEER TRAFFIC INSTALLATION v T \ �� v \\V� ) OUTLET CONTROL STRUCTURE DET SYS E A �� RIM: 895.00 / INV IN 879.00' 36" HDPE INV OUT 878.90' 36" HDPE CONNECTS TO BYPASS STRUCTURE 183 CLASS I OR II MATERIAL PLACED AND COMPACTED IN ACCORDANCE WITH C ASTM D2321 IN PIPE ZONE CA -DETENTION SYSTEM E Volume 12,720 CF \ 8ea 115' Length 48" Pipes EXCAVATION SIZE 130.5' X 53.5' F SEE VENDOR DRAWINGS (ADS) TI X 12" (305TH m H H H PAST JOINT (T (FLEX PVMT) (RIGID PVMT) (GRASS AREA) ENCASEMENT (MINIMUM UNCONFINED COMPRESSIVE STRENGTH OF 100 psi OR AS SPECIFIED BY ENGINEER) (457 mm) CH WIDTH ENCASEMENT r���- 18"(457 mm)� 1 (MIN IMUM UNCONFINED {7' PAST WELD r UNDISTURBED COMPRESSiVESTRENGTH EARTH OF 100 psi OR AS SPECIFIED �:+ y.�,�;��•/ BY ENGINEER) <^1 r'�:M : y NVLO PLAST FRAME AND GRATE/SOLID COVER �')). ++ �_ w,Z.iw; � (FOR PER LOADING CONDITION ONLV) 1 sti•'% :1�::A ��a1t TRAFFIC NON -TRAFFIC BEDDING (CLASS I OR II MATERIAL) SUITABLE = 6" (152 mm) MIN. FOR 48" (1200 mm) PI FOUNDATION NOMINAL NOMINAL TYPICAL TYPICAL SIDE MIN. H MIN. H MAX. H' DIAMETER 0. D. SPACING "C" WALL "X" (NON -TRAFFIC) (TRAFFIC) m 48" 54" 78.5" 18" 12" 24" 8' (1200 mm) (1372 mm) I (1994 mm) I (457 mm) I (305 mm) 1 (610 mm) (2.4 m) SYSTEM INLET 36" HDPE INV 879.00' SYSTEM OUTLET 36" HDPE INV 879.00' / \ 'MAXIMUM FILL HEIGHTS OVER MANIFOLD FITTINGS. CONTACT MANUFACTURER'S REPRESENTATIVE FOR INSTALLATION CONSIDERATIONS WHEN COVER EXCEEDS 8 FT (2.4 m). NOTES: ALL REFERENCES TO CLASS I OR II MATERIAL ARE PER ASTM D2321 .�• A VA \V \\� �� "STANDARD PRACTICE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", LATEST EDITION. 2. ALL RETENTION AND DETENTION SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, LATEST EDITION AND THE / Ate\\�A� MANUFACTURER'S PUBLISHED INSTALLATION GUIDELINES. 3. MEASURES SHOULD BE TAKEN TO PREVENT THE MIGRATION OF NATIVE FINES INTO THE BACKFILL MATERIAL, WHEN REQUIRED. INLET STRUCTURE �VAV�A< SEE ASTM D2321. DET SYS E \VAA \ \ 4. FILTER FABRIC: A GEOTEXTILE FABRIC MAY BE USED AS SPECIFIED BY THE ENGINEER TO PREVENT THE MIGRATION OF FINES FROM �� • (JUNCTION BOX) THE NATIVE SOIL INTO THE SELECT BACKFILL MATERIAL. RIM: 889.50' INV IN 879.10' 36" HDPE �� V\ 5. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE. THE F I M INV OUT 879.00' 36" HDPE P � > �\ \� CONTRACTOR SHALL EXCAVATE TOA DEPTH REQUIRED BY THE :F` ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED U t �, U T �( �- / ^I r/� BY THE ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF /T THE DESIGN ENGINEER, THE TRENCH BOTTOM MAY BE STABILIZED qF LLJ P � USING A GEOTEXTILE MATERIAL. 9 2 1.07 8,0 36" FROM SYSTEM INVERT ELEVATION 879.00 LL N�1�I�NL MANHOLE COVER TOP SOIL 6'-0" N K N_ EXTENSION z 0 NVLOPLAST TOP OF WALL F U W N N QTY. ENCASEMENT ELEVATION 883.00' m VENDOR 12" ORIFICE 1 OF 100 psi OR AS SPECIFIED INV. ELEV. 679.00 - ELEV. 878.90 BY ENGINEER) PP ADS SEE DETAIL 36" OUTLET INVERT ELEVATION 878.90 36" FROM S INVERT ELEVATIC w e 7�, in FLA INLET P -0 THR 88 . NV INS 8 V 3.1 713 �v �I /3 ELEVATION 883.00' OUTLET CONTROL STRUCTURE ADS DETENTION SYSTEM "E" N.T.S. JTLET ,TION 878.90 6. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I OR 11. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (102 mm) FOR 4"-24" (100-600 mm); 6" 152 mm) FOR 30-60" (750-900 mm). 7. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I OR II IN THE PIPE ZONE EXTENDING NOT LESS THAN 6" (152 mm) ABOVE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION. 8. COVER: MINIMUM COVER OVER ALL RETENTION/DETENTION SYSTEMS IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" (305 mm) FROM TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOATATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER IS 12" (305 mm) UP TO 36" (900 mm) DIAMETER PIPE AND 24" (610 mm) OF COVER FOR 42-60" (1050-1500 mm) DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT. MAXIMUM FILL HEIGHT LIMITED TO 8 FT (2.4 m) OVER FITTINGS FOR STANDARD INSTALLATIONS. CONTACT A SALES REPRESENTATIVE WHEN MAXIMUM FILL HEIGHTS EXCEED 8 FT (2.4 m) FOR INSTALLATION CONSIDERATIONS. 12" (305 mm) ABOVE PIPE 18" (457 mm) TRE WIDTH (TVP.. 4" (102 mm) M IN FOR 12-24" (300-600 mm) PIPE 6" (152 mm) M IN FOR 30-60" (150.1500 mm) PIPE GRANULAR BEDDING IVI AINIEULU Ut I /AIL C�LSFM•/SLURRV/F LOWABLE FILL MUST EXTEND 12" (305 mm) MIN IMUM PAST ALL JOINTS AND FITTINGS TO BE ENCASED. 'INSITU BACKFILL (COMPACTED TO 95% STANDARD PROCTOR DENSITVI ENCASE IN-LINE DRAIN BELL 6" (152 mm) HDPE PIPE RISER DETAIL ADS HP RETENTION/DETENTION PIPE SYSTEM SPECIFICATION - TOP SOIL NVLOPLAST RISER EXTENSION NVLOPLAST 'THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE A COMPREHENSIVE MATERIAL LIST. EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM. INLINE DRAIN QTY. ENCASEMENT DESCRIPTION (MINIMUM UNCONFINED VENDOR COMPRESSIVE STRENGTH 1 OF 100 psi OR AS SPECIFIED TEE -1 BY ENGINEER) PP ADS SEE DETAIL MIN 12" (305 mm) ABOVE PIPE 4" (102 mm) M IN FOR 12-24" (300-600 mm) PIPE r6"(152 mm)MINFOR 1 30-60" (150.1500 mm) PIPE GRANULAR BEDDING 7 THIS SPECIFICATION DESCRIBES ADS HP RETENTION/DETENTION PIPE SYSTEMS FOR USE IN NON -PRESSURE, GRAVITY -FLOW STORM WATER COLLECTION SYSTEMS UTILIZING ADS HP PIPE PRODUCTS AND A CONTINUOUS OUT FALL STRUCTURE. PIPE REQUIREMENTS ADS RETENTION/DETENTION SYSTEMS MAY UTILIZE ANY OF THE VARIOUS PIPE PRODUCTS BELOW: • HP STORM PIPE SHALL MEET ASTM F2881 • SANITITE HP PIPE SHALL MEET ASTM F2764 ALL PRODUCTS SHALL HAVE A SMOOTH INTERIOR AND EITHER ANNULAR EXTERIOR CORRUGATIONS OR SMOOTH EXTERIOR WITH ANNULAR INNER CORRUGATIONS. PRODUCT -SPECIFIC PIPE SPECIFICATIONS ARE AVAILABLE IN THE DRAINAGE HANDBOOK SECTION 1 "SPECIFICATIONS". JOINT PERFORMANCE WTIB PIPE SHALL BE JOINED USING A BELL AND SPIGOT JOINT. THE JOINT SHALL BE WATERTIGHT ACCORDING TO THE REQUIREMENTS OF ASTM D3212 GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477.12-60 INCH (300-1500 mm) DIAMETERS SHALL HAVE A BELL REINFORCED WITH A POLYMER COMPOSITE BAND. THE BELL TOLERANCE DEVICE SHALL BE INSTALLED BY THE MANUFACTURER. PIPE TO FITTING AND FIELD -CUT CONNECTIONS SHALL BE PLAIN -END UTILIZING A MAR -MAC POLYSEAL COUPLER MANUFACTURED BY MAR -MAC CONSTRUCTION PRODUCTS CO. PERFORMANCE SHALL BE PER MAR -MAC SPECIFICATIONS. THE JOINT SHALL MEET THE WATERTIGHT REQUIREMENTS OF ASTM D3212, AND GASKETS SHALL MEET THE REQUIREMENTS OF ASTM F477. DETENTION SYSTEMS ARE SUBJECT TO GREATER LEAKAGE THAN TYPICAL SINGLE RUN STORM SEWER APPLICATIONS AND THEREFORE ARE NOT APPROPRIATE FOR APPLICATIONS REQUIRING LONG-TERM FLUID CONTAINMENT OR HYDROSTATIC PRESSURE. FOR ADDITIONAL DETAILS REFER TO TECHNICAL NOTE 7.01 "RAINWATER HARVESTING WITH HDPE PIPE CISTERNS". FITTINGS FITTINGS SHALL CONFORM TO ASTM F2881 OR F2764 FOR APPLICABLE PIPE TYPE AND DIAMETERS. CUSTOM FITTINGS ARE AVAILABLE AND MAY REQUIRE SPECIAL INSTALLATION CRITERION. INSTALLATION INSTALLATION SHALL BE IN ACCORDANCE WITH ASTM D2321 AND ADS RECOMMENDED INSTALLATION GUIDELINES, WITH THE EXCEPTION THAT MINIMUM COVER IN NON -TRAFFIC AREAS FOR 12-60 INCH (300-1500 mm) DIAMETERS SHALL BE 1 FT (0.3 m). MINIMUM COVER IN TRAFFICKED AREAS FOR 12-36 INCH (300-900 mm) DIAMETERS SHALL BE 1 FT (0.3 m) AND FOR 42-60 INCH (1050-1500 mm) DIAMETERS, THE MINIMUM COVER SHALL BE 2 FT (0.6 m). BACKFILL SHALL CONSIST OF CLASS I (COMPACTED), OR CLASS II (MINIMUM 90% SPD) MATERIAL, WITH THE EXCEPTION THAT 60 INCH (1500 mm) SYSTEMS SHALL USE CLASS I MATERIAL ONLY. MINIMUM COVER HEIGHTS DO NOT ACCOUNT FOR PIPE BUOYANCY. REFER TO ADS TECHNICAL NOTE 5.05 "PIPE FLOTATION" FOR BUOYANCY DESIGN CONSIDERATIONS. MAXIMUM COVER OVER SYSTEM USING STANDARD BACK FILL IS 8 FT (2.4 m); CONTACT A REPRESENTATIVE WHEN MAXIMUM FILL HEIGHT MAY BE EXCEEDED. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. ADS DETENTION SYSTEM It N.T.S. JCASEMENT (TYP) JOB NUMBER: 17066 BILL OF MATERIALS 'THE COMPONENTS AND QUANTITIES LISTED HEREIN ARE NOT INTENDED TO BE A COMPREHENSIVE MATERIAL LIST. EXTRA COMPONENTS, NOT LISTED HEREIN, MAY BE NECESSARY TO COMPLETE THE CONSTRUCTION OF THE SYSTEM. ITEM QTY. PART # DESCRIPTION MATERIAL VENDOR NOTE 1 2 TEE -1 48" HP DW SINGLE MANIFOLD TEE PP ADS SEE DETAIL 2 6 4852ANP 48" HP DW DOUBLE MANIFOLD TEE PP ADS SEE DETAIL 3 2 4898ANP 48" X 90° HP DW MANIFOLD BEND PP ADS SEE DETAIL 4 32 4865AN00201BPL1 48" HP DW PIPE STICK: SOLID PP ADS WTIB 5 8 STICK -1 48" HP DW PIPE STICK: SOLID PP ADS FIELD CUT 6 8 STICK -2 48" HP DW PIPE STICK: SOLID PP ADS FIELD CUT W Q' 24 4867RC 48" MAR -MAC COUPLERS VARIES ADS NOT SHOWN wr- 1 TBD BY ENGINEER ADS GEOTEXTILE FABRIC AS SPECIFIED ADS AS NEEDED ADS DETENTION SYSTEM It N.T.S. JCASEMENT (TYP) JOB NUMBER: 17066 Q M Z O F- IIL /� w /U/)� V/ W W Q' N M U) (0 wr- PLAN AND SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED ARCHITECT OR ENGINEER UNDER THE LAWS OF THE STATE OF NORTH CAROLINA AS SIGNIFIED BY MY HAND AND SEAL. 04�'FESSI0" 21 JAB Z O N U Zz Q W � z X0 U Z W Q 0 J Lj o_ z a Q Z L,J O Q z Q QJ WUa J J_ L,J O U (�-'� �-I a O � W N � O z xa w N Z O a O a e SCALE: NONE DATE: 06/O I / 18 DRAWN BY: PED CHECKED BY: DWO PROJECT MGR: DWO SHEET: 7 Of 7 0 Odom Engineering PLLc June 11, 2018 Annette Lucas, PE NCDEQ- Division of Energy, Mineral and Land Resources Office 942-V 512 N. Salisbury Street Raleigh, NC 27604 Re: Tryon International Equestrian Center Stormwater Projects Revised Stormwater controls for Covered Arena Expansion 401 Certification 13-1200 v5 Dear Ms. Lucas, 169 Oak Street • Forest City, NC 28043 office 828.247.4495 • fax 828.247.4498 The enclosed Drawings and calculations are submitted as a revision to our previously submitted stormwater control proposal, dated August 15, 2017. The previous submittal addressed drainage in several sites at the Tryon International Equestrian Center (TIEC): Stablehouse Inn, Covered Arena, Village East and West, and Salamander. This revision addresses proposed facilities changes in the area we now refer to as the Covered Arena Expansion Area. We have also enclosed a copy of the previous submittal, for your reference. Please contact me if you need any additional information. Thank you, t -- David Odom, P.E. STORMWATER CALCULATIONS REVISED COVERED ARENA EXPANSION STORM WATER CONTROLS TRYON EQUESTRIAN PROPERTIES, LLC Polk County, North Carolina June 01, 2018 A v ' 77 :7'!► sit SO Odoin . Engineering PLLC NC FIRM# P-0880 169 Oak Street Forest City, N.C. 28043 828-247-4495 Summary.......................................................................................................................................................................................... 1 USGSMap.............................................................................................................................................................................................. 2 Covered Arena Expansion Calculations................................................................................................................................................. 3 SUMMARY The purpose of the enclosed evaluation is to revise the Tryon Equestrian Properties stormwater submittal date August 15, 2017. The previous submittal addressed drainage in several sites at TIEC: Stablehouse Inn, Covered Arena, Village East and West, and Salamander. This revision addresses proposed facilities changes in the area we now refer to as the Covered Arena Expansion Area. The Covered Arena Expansion area is an approximate 45 -acre section of TIEC, adjacent to an approximate 6 -acre area of containing a previously permitted BMP, Covered Arena. The covered arena area has been expanded to provide for expansion of the covered arena building, additional parking, additional R/V spaces, and proposed hotel facilities. We begin these calculations by examining the pre -construction and post -construction stormwater runoff volume rates for the study area. A BMP is required for any drainage areas where the post -construction volume rate exceeds that of pre -construction. Preconstruction topography of the area shows that there exist two distinct drainage areas and drainage exits from the site area. These are labeled PRE -1 and PRE -2 in the accompanying drawings. The post construction drainage for the area is divided into five systems, "A" through "D". Where necessary, BMPs for these individual systems are designed to reduce total post construction stormwater volume rate into each area to levels below the pre -construction volume rates. It is proposed that stormwater velocity reduction will be accomplished using a dry detention pond, and three underground ADS Retention/Detention pipe systems. The combined systems of drainage and BMPs have been designed to discharge stormwater flow at a rate equal to or less than the pre -construction velocity for each drainage area. Computer modeling of stormwater volume rates was performed using Hydrology Studio 2018 v2.0.0.52. Study and summary are based on 25 -year design storm, but calculation results are also included for the 1 -year and 10 -year design storms. The calculations included with this report are summarized below. CALCULATIONS SUMMARY (25 -Year Storm) DRAINAGE AREA PRE (cfs) POST (cfs) ROUTED (cfs) BMP TYPE PRE -1 35.80 POST - A 111.60 7.60 Dry Pond POST — B 88.70 17.10 ADS (B) SUMMARY FOR PRE -1 35.80 200.30 24.70 PRE -2 53.24 POST - C 63.52 6.46 ADS (C) POST - E 56.25 6.30 ADS (E) POST—D1 12.97 12.97 None Req'd POST—D2 14.94 14.94 None Req'd SUMMARY FOR PRE -2 53.24 147.68 40.67 Computer modeling of stormwater volume rates was performed using Hydrology Studio 2018 v2.0.0.52. Study and summary are based on 25 -year design storm, but calculation results are also included for the 1 -year and 10 -year design storms. Lhf7TU ::!\:tl$ Yrl Ot N ,ol�Y' G:' t!A I!'\ nrF ill. i. V]IC [J,.r4:T-�: Orli ivlrl,'ir nwnl t: lu-.. r_ri�i v[ a ! 0411J:: •1. 11111!• .M1 ff'W\MI'ttAl4vHiR ii 1ln fLi:n• '� 14 el r I IT- --I--�-•.�j is e i ti I 1 w ......�..r......-..... .�....�.... " � stn lma:, x. c Basin Model Hydrology Studio v 2.0.0.52 Project Name: TIEC-COVERED ARENA EXPANSION Predevelop 1 Predevelop 2 Post-SystemA Post - Systema Post - System C Post - System E ADS System C Post - System D-1 AOS System E PonA A � ADS System 6 ® •\ ^' 60- Bypass Line v -3- Past System D-2 06-08-2018 Hydrograph by Return Period Project Name:TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 Hyd. No. Hydrograph Type Hydrograph Name Peak Outflow (cfs) 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr 1 Rational Predevelop 1 19.40 31.27 35.80 2 Rational Predevelop 2 28.85 46.50 53.24 3 Rational Post - System A 61.87 97.73 111.6 4 Rational Post - System B 49.27 77.82 88.87 5 Rational Post - System C 35.21 55.62 63.52 6 Rational Post - System D-1 7.188 11.35 12.97 7 Rational Post System D-2 8.280 13.08 14.94 8 Rational Post - System E 31.19 49.26 56.25 9 Pond Route ADS System B 5.853 10.67 17.10 10 Pond Route ADS System C 4.478 5.787 6.690 11 Pond Route ADS System E 4.559 5.806 6.328 12 Junction 60" Bypass Line 9.037 11.59 13.02 13 Pond Route Pond A 5.926 7.201 7.608 -4- Hydrograph 1 -yr Summary Hydrology Studio v 2.0.0.52 Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 Rational Predevelop 1 19.40 0.17 11,640 ---- 2 Rational Predevelop 2 28.85 0.17 17,308 ---- 3 Rational Post - System A 61.87 0.07 14,850 ---- 4 Rational Post - System B 49.27 0.07 11,825 --- 5 Rational Post - System C 35.21 0.07 8,451 --- 6 Rational Post - System D-1 7.188 0.07 1,725 ---- 7 Rational Post System D-2 8.280 0.07 1,987 ---- 8 Rational Post - System E 31.19 0.07 7,485 — 9 Pond Route ADS System B 5.853 0.13 11,821 4 888.28 9,820 10 Pond Route ADS System C 4.478 0.13 8,445 5 885.42 7,054 11 Pond Route ADS System E 4.559 0.13 7,484 8 881.31 6,058 12 Junction 60" Bypass Line 9.037 0.13 15,929 10, 11 13 Pond Route Pond A 5.926 0.13 14,211 3 878.24 13,227 -5- Hydrograph Report Hydrology Studio v 2.0.0.52 Predevelop 1 Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 1 Hydrograph Type = Rational Peak Flow = 19.40 cfs Storm Frequency = 1 -yr Time to Peak = 0.17 hrs Time Interval = 2 min Runoff Volume = 11,640 cuft Drainage Area = 18.09 ac Runoff Coeff. = 0.28 Tc Method = TR55 Time of Conc. (Tc) = 10.0 min IDF Curve = Tryon. idf Intensity = 3.8300 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 22- 21- 20- 19- 18- 17- 16- 15- 14- 13- 12- Cr 221 201918 17 16 15 14 1312 C 10- 9- 8- 7- 6- 5- 41 0 9 8 76 5 4 - 3 - 2 QP = 19.40 cfs 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (min) -6- H yd rog ra p h Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 Predevelop 2 06-08-2018 Hyd. No. 2 Hydrograph Type = Rational Peak Flow = 28.85 cfs Storm Frequency = 1 -yr Time to Peak = 0.17 hrs Time Interval = 2 min Runoff Volume = 17,308 cuft Drainage Area = 26.9 ac Runoff Coeff. = 0.28 Tc Method = TR55 Time of Conc. (Tc) = 10.0 min IDF Curve = Tryon. idf Intensity = 3.8300 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 QP = 28.85 cfs 33- 32- 31- 30- 29 3 3129 28 I _ 27 26- 25 6 25 - — -- 24JJ- 23l 22- 21 �I �- ' 20- 19 JJ --- 18- 17 - I 16- 15- 14- 13- 5 1413 —i 12-- I 11 - – 10 —i g - --! - 8- —� 7 6 S- 4- 3- 2-- 1 4 3 2 - 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (min) -7- Hydrograph Report Hydrology Studio v 2.0.0.52 Post - System A Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 3 Hydrograph Type = Rational Peak Flow = 61.87 cfs Storm Frequency = 1 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 14,850 cuft Drainage Area = 13.6 ac Runoff Coeff. = 0.95 Tc Method = User Time of Conc. (Tc) = 4.0 min IDF Curve = Tryon. idf Intensity = 4.7890 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 QP = 61.87 cfs 70- 68- 66 0 68 1 - _ 64 62- 60- 58- 56- 54- 52- 50 2 60 5856 54 5250 - 48- 46- 44- 42- 40- 38 8 4644 4240 38 �— 36- 34- 32- 30 6 34 3230 28- 26 8 —� 24- 22- 20- 18- 16 422 20 1816 14- 12- 10- 8- 6- 4- 2- 0 4 12 10 86 420 0 1 2 3 4 5 6 7 8 Time (min) -8- Hyd rog ra p h Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 Post - System B 06-08-2018 Hyd. No. 4 Hydrograph Type = Rational Peak Flow = 49.27 cfs Storm Frequency = 1 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 11,825 cuft Drainage Area = 12.86 ac Runoff Coeff. = 0.8 Tc Method = User Time of Conc. (Tc) = 4.0 min IDF Curve = Tryon. idf Intensity = 4.7890 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 QP = 49.27 cfs 56- 54- 52- 50 48 6 54 5048 4644 42 -- 40 38- 36- 34 8 3634 - 32- 30- 28- 26- 24- 22- 20- 18- 16- 14- 12- 10- 8- 6-- 4- 2- 0 02826 2422 20 18 16 14 12 10 8 6 4 20 0 1 2 3 4 5 6 7 8 Time (min) -9- Hydrograph Report Hydrology Studio v 2.0.0.52 Post - System C Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 5 Hydrograph Type = Rational Peak Flow = 35.21 cfs Storm Frequency = 1 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 8,451 cuft Drainage Area = 7.74 ac Runoff Coeff. = 0.95 Tc Method = User Time of Conc. (Tc) = 4.0 min IDF Curve = Tryon.idf Intensity = 4.7890 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 QP = 35.21 cfs 0 1 2 3 4 5 6 7 8 Time (min) -10- Hydrograph Report Hydrology Studio v 2.0.0.52 Post - System D-1 Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 6 Hydrograph Type = Rational Peak Flow = 7.188 cfs Storm Frequency = 1 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 1,725 cuft Drainage Area = 1.58 ac Runoff Coeff. = 0.95 Tc Method = User Time of Conc. (Tc) = 4.0 min IDF Curve = Tryon.idf Intensity = 4.7890 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Qp=7.19 cfs 0 1 2 3 4 5 6 7 8 Time (min) -11- Hydrograph Report Hydrology Studio v 2.0.0.52 Post System D-2 Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 7 Hydrograph Type = Rational Peak Flow = 8.280 cfs Storm Frequency = 1 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 1,987 cuft Drainage Area = 1.82 ac Runoff Coeff. = 0.95 Tc Method = User Time of Conc. (Tc) = 4.0 min IDF Curve = Tryon. idf Intensity = 4.7890 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 V F., QP = 8.28 ds 3 1 we 1 2 3 4 S 6 7 8 Time (min) -12- Hydrograph Report Project Name:TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 Post - System E 06-08-2018 Hyd. No. 8 Hydrograph Type = Rational Peak Flow = 31.19 cfs Storm Frequency = 1 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 7,485 cuft Drainage Area = 8.14 ac Runoff Coeff. = 0.8 Tc Method = User Time of Conc. (Tc) = 4.0 min OF Curve = Tryon. idf Intensity = 4.7890 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 QP 31.19 cfs -1- 34- 33- 32- 31- 30- 29- 28- 27- 26- 25- 24 4 333231 30 29 2827 26 252423- 22- 21- 20- 19- 322 212019 - - 18 - C 17- 16- 15 14 7 16 151413 1211 10 98 7- 6---- 5- 4- 3- 2- 6 ---5 4 3 2 1 0 i 0 1 2 3 4 5 6 7 8 Time (min) -13- Hydrograph Report Hydrology Studio v 2.0.0.52 ADS System B Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 9 Hydrograph Type = Pond Route Peak Flow = 5.853 cfs Storm Frequency = 1 -yr Time to Peak = 0.13 hrs Time Interval = 2 min Hydrograph Volume = 11,821 cuft Inflow Hydrograph = 4 - Post - System B Max. Elevation = 888.28 ft Pond Name = System B Max. Storage = 9,820 cuft Pond Routing by Storage Indication Method Center of mass detention time = 17 min 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 a 26 24 22 20 18 16 14 12 10 8 6 4 2 0 0 QP = 5.85 cfs 10 20 30 40 50 60 70 Time (min) — Req'd Stor — Post - System B — ADS System B 14- Pond Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 System B Stage -Storage Underground Chambers Stage Description Input Invert Elev Down, ft 885.00 Chamber Rise, ft 4.00 Chamber Shape Circular Chamber Span, ft 4.00 Barrel Length, ft 160.00 No. Barrels 9 Barrel Slope, % 1.50 Headers, y/n Yes Stone Encasement, y/n No Encasement Bottom Elevation, ft 0.00 Encasement Width per Chamber, ft 0.00 Encasement Depth, ft 0.00 Encasement Voids, % 40.00 892 891 890 889 a� "' 888 887 886 885 0 Stage / Storage Table Stage Elevation Contour Area Incr. Storage (ft) (ft) (sgft) (cuft) 0.00 885.00 n/a 0.000 0.32 885.32 n/a 138 0.64 885.64 n/a 242 0.96 885.96 n/a 298 1.28 886.28 n/a 394 1.60 886.60 n/a 929 1.92 886.92 n/a 1,220 2.24 887.24 n/a 1,391 2.56 887.56 n/a 1,541 2.88 887.88 n/a 1,739 3.20 888.20 n/a 1,815 3.52 888.52 n/a 1,814 3.84 888.84 n/a 1,744 4.16 889.16 n/a 1,537 4.48 889.48 n/a 1,389 4.80 889.80 n/a 1,220 5.12 890.12 n/a 928 5.44 890.44 n/a 392 5.76 890.76 n/a 298 6.08 891.08 n/a 241 6.40 891.40 n/a 137 Stage -Storage Total Storage (cuft) 0.000 138 380 677 1,071 2,000 3,220 4,611 6,151 7,891 9,705 11,520 13,263 14,800 16,189 17,409 18,337 18,729 19,028 19,269 19,406 2000 4000 6000 8000 10000 12000 14000 16000 18000 20000 Total Storage (cuft) -UG Chambers =-- Top of Pond -15- Ln W to M N Pond Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 System B Stage -Discharge Culvert / Orifices Rise, in Span, in No. Barrels Invert Elevation, ft Orifice Coefficient, Co Length, ft Barrel Slope, % N -Value, n Weirs Shape / Type Crest Elevation, ft Crest Length, ft Angle, deg Weir Coefficient, Cw 'Routes through Culvert 891 890 889 La' 888 887 886 885 Perforated Riser 3 Perf. Rise, in Perf. Span, in No. Perforations Invert Elevation, ft Height, ft Orifice Coefficient, Co 3 Ancillary Exfiltration, in/hr Tailwater Elevation, ft 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 Discharge (cfs) —Top of Pond — Culvert — Orifice — Rectangular --- ..--- Total Q -116- Ln w LO ro Orifices Culvert V 2 48 12 48 12 1 1 885 885 .6 .6 20 1.5 0.013 Weirs Riser* V 2 Circular Rectangular 889 4 3.3 Stage -Discharge Perforated Riser 3 Perf. Rise, in Perf. Span, in No. Perforations Invert Elevation, ft Height, ft Orifice Coefficient, Co 3 Ancillary Exfiltration, in/hr Tailwater Elevation, ft 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 Discharge (cfs) —Top of Pond — Culvert — Orifice — Rectangular --- ..--- Total Q -116- Ln w LO ro Pond Report Hydrology Studio v 2.0.0.52 System B Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Stage -Storage -Discharge Summary Stage (ft) Elev. (ft) Storage (cuft) Culvert (cfs) Orifices, cfs Riser (cfs) Weirs, cfs Pf Riser (cfs) Exfil (cfs) User (cfs) Total (cfs) 1 2 3 1 2 3 0.00 885.00 0.000 0.00 0.00 0.00 0.00 0.32 885.32 138 0.368 is 0.367 0.00 0.367 0.64 885.64 380 1.380 is 1.315 0.00 1.315 0.96 885.96 677 2.506 is 2.475 0.00 2.475 1.28 886.28 1,071 3.146 is 3.146 0.00 3.146 1.60 886.60 2,000 3.681 is 3.681 0.00 3.681 1.92 886.92 3,220 4.191 is 4.191 0.00 4.191 2.24 887.24 4,611 4.725 is 4.654 0.00 4.654 2.56 887.56 6,151 5.071 is 5.071 0.00 5.071 2.88 887.88 7,891 5.685 is 5.454 0.00 5.454 3.20 888.20 9,705 6.032 is 5.828 0.00 5.828 3.52 888.52 11,520 6.391 is 6.179 0.00 6.179 3.84 888.84 13,263 6.765 is 6.510 0.00 6.510 4.16 889.16 14,800 7.623 is 6.779 0.845 7.623 4.48 889.48 16,189 11.26 oc 6.842 4.389 11.23 4.80 889.80 17,409 16.56 oc 6.770 9.445 16.21 5.12 890.12 18,337 22.29 oc 6.647 15.65 22.29 5.44 890.44 18,729 29.65 oc 6.453 22.81 29.26 5.76 890.76 19,028 37.17 oc 6.139 30.82 36.96 6.08 891.08 19,269 45.02 oc 5.429 39.59s 45.01 6.40 891.40 19,406 54.39 oc 5.653 48.74s 54.39 Suffix key., is = inlet control, oc = outlet control, s = submerged weir -17- Pond Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 System B 06-08-2018 Pond Drawdown Stage (ft) rq I_ N _ Gl I � U- -- Cq - - o 0 Lq - o L� -- 0. M 0 N C __-... . _........ .._. _.._._..-.. ___ -._ - _._... ...... . _ — _— —.__ _-_.___..._ ._._ _._—___ _- - f6 -__ _. _.--__._— .. .. _..------------ --------.. ---- -- _.--------.._---- --- -�. > O toy N O 6l Co f` l0 l!1 M 61 Ol Co 00 00 00 00 00 00 00 00 (I}) na13 00 Co 00 00 -18- Hydrograph Report Hydrology Studio v 2.0.0.52 ADS System C Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 10 Hydrograph Type = Pond Route Peak Flow = 4.478 cfs Storm Frequency = 1 -yr Time to Peak = 0.13 hrs Time Interval = 2 min Hydrograph Volume = 8,445 cuft Inflow Hydrograph = 5 - Post - System C Max. Elevation = 885.42 ft Pond Name = ADS System C Max. Storage = 7,054 cuft Pond Routing by Storage Indication Method Center of mass detention time= 18 min Qp = 4.48 cfs 40 -- 38 -_ — 34 -- 32 30 - 28 j s 26 -- 24 ' I i 22 - 20 Cl 18 — — - 16 i I 14 2 12- 10- 1086 8- 6- 4- 4 2- 0 0 10 20 30 40 50 60 70 Time (min) ® Req'd Stor — Post - System C — ADS System C -19- Pond Report Hydrology Studio v 2.0.0.52 ADS System C Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Stage -Storage Underground Chambers Description Input Stage / Storage Table Stage Elevation Contour Area Incr. Storage Total Storage (ft) (ft) (sqft) (cuft) (cult) Invert Elev Down, ft 883.00 0.00 883.00 n/a 0.000 0.000 Chamber Rise, ft 4.00 0.23 883.23 n/a 62.1 62.1 Chamber Shape Circular 0.46 883.46 n/a 212 274 0.69 883.69 n/a 453 728 Chamber Span, ft 4.00 0.93 883.93 n/a 645 1,373 Barrel Length, ft 125.00 1.16 684.16 n/a 767 2,140 1.39 884.39 n/a 854 2,993 No. Barrels 8 1.62 884.62 n/a 918 3,912 Barrel Slope, % 0.50 1.85 884.85 n/a 959 4,871 2.08 885.08 n/a 989 5,860 Headers, y/n Yes 2.31 885.31 n/a 1,004 6,864 Stone Encasement, y/n No 2.54 885.54 n/a 1,004 7,868 2.78 885.78 n/a 989 8,857 Encasement Bottom Elevation, ft 0.00 3.01 886.01 n/a 962 9,819 Encasement Width per Chamber, ft 0.00 3.24 886.24 n/a 916 10,735 3.47 886.47 n/a 853 11,588 Encasement Depth, ft 0.00 3.70 886.70 n/a 766 12,354 Encasement Voids, % 40.00 3.93 886.93 n/a 645 12,999 4.16 887.16 n/a 452 13,451 4.39 887.39 n/a 212 13,663 4.63 887.63 n/a 62.0 13,725 Stage -Storage 5 rd 0 fl 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 13000 14000 Total Storage (cuft) -UG Chambers - Top of Pond -20- Pond Report Project Name:TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 ADS System C Stage -Discharge 887 886 "' 885 884 883 4 3 n 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Discharge (cfs) —Top of Pond — Culvert — Orifice — Rectangular Total Q -21 - Orifices Culvert / Orifices Culvert Perforated Riser 1* 2 3 Rise, in 48 12 Perf. Rise, in Span, in 48 12 Perf. Span, in No. Barrels 1 1 No. Perforations Invert Elevation, ft 883 883.01 Invert Elevation, ft Orifice Coefficient, Co .6 .6 Height, ft Length, ft 20 Orifice Coefficient, Co Barrel Slope, % .5 N -Value, In 0.013 Weirs Weirs Riser* Ancillary 1* 2 3 Shape / Type Circular Rectangular Exfiltration, in/hr Crest Elevation, ft 887 Tailwater Elevation, ft Crest Length, ft 4 Angle, deg Weir Coefficient, Cw 3.3 'Routes through Culvert. Stage -Discharge 887 886 "' 885 884 883 4 3 n 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Discharge (cfs) —Top of Pond — Culvert — Orifice — Rectangular Total Q -21 - Pond Report Hydrology Studio v 2.0.0.52 ADS System C Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Stage -Storage -Discharge Summary Stage (ft) Elev. (ft) Storage (cuft) Culvert (cfs) Orifices, cfs Riser (cfs) Weirs, cfs Pf Riser (cfs) Exfil (cfs) User (cfs) Total (cfs) 1 2 3 1 2 3 0.00 883.00 0.000 0.00 0.00 0.00 0.00 0.23 883.23 62.1 0.200 is 0.192 0.00 0.192 0.46 883.46 274 0.684 oc 0.684 0.00 0.684 0.69 883.69 728 1.432 oc 1.391 0.00 1.391 0.93 883.93 1,373 2.243 oc 2.117 0.00 2.117 1.16 884.16 2,140 2.653 oc 2.653 0.00 2.653 1.39 884.39 2,993 3.100 oc 3.077 0.00 3.077 1.62 884.62 3,912 3.583 oc 3.423 0.00 3.423 1.85 884.85 4,871 3.925 oc 3.781 0.00 3.781 2.08 885.08 5,860 4.282 oc 4.106 0.00 4.106 2.31 885.31 6,864 4.467 oc 4.448 0.00 4.448 2.54 885.54 7,868 4.846 oc 4.725 0.00 4.725 2.78 885.78 8,857 5.041 oc 5.025 0.00 5.025 3.01 886.01 9,819 5.442 oc 5.269 0.00 5.269 3.24 886.24 10,735 5.647 oc 5.538 0.00 5.538 3.47 886.47 11,588 5.856 oc 5.795 0.00 5.795 3.70 886.70 12,354 6.068 oc 6.040 0.00 6.040 3.93 886.93 12,999 6.282 oc 6.275 0.00 6.275 4.16 887.16 13,451 7.400 oc 6.372 0.864 7.237 4.39 887.39 13,663 9.559 oc 6.298 3.261 9.559 4.63 887.63 13,725 12.87 oc 6.126 6.522 12.65 Suffix key: is = inlet control, oc = outlet control, s = submerged weir -22- Pond Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 ADS System C 06-08-2018 Pond Drawdown -23- Stage (ft) m N o rn 00 �� 100 II I� - L i- N IIr dt H U ro CU I E o Co cin-- --- — - ------ --._ - - — L � Ir o�LO Q iC) 0 i M I I O N � i= _ O H i ._.------------__ r Q N 0) O Co I Ln Co 00 W 00 00 0 (I}) ^al3 I -23- Hydrograph Report Hydrology Studio v 2.0.0.52 ADS System E Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 11 Hydrograph Type = Pond Route Peak Flow = 4.559 cfs Storm Frequency = 1 -yr Time to Peak = 0.13 hrs Time Interval = 2 min Hydrograph Volume = 7,484 cuft Inflow Hydrograph = 8 - Post - System E Max. Elevation = 881.31 ft Pond Name =ADS System E Max. Storage = 6,058 cuft Pond Routing by Storage Indication Method Center of mass detention time= 15 min QP = 4.56 cfs 35- 5 _ -- - -- - 34- 34 33._ 33- - - 32- 32� 1_- _ 31-_ - 30- 29— — i- 28 27- 726 26- 25 - 25 - - -I 24- 4 23 23 22- 2 21- 21 20- 20 19- 19 18 -- - 18- - C! 17 - 16---.. 6 15 15 - 14 13- 3 12 12- 11 11 10- 9 - - 8 f 7-- -6 6-- 5 5 4- 3- 2 2- 1 1 - 0 0 10 20 30 40 50 60 70 Time (min) —® Req'd Stor — Post - System E — ADS System E -24- Pond Report Hydrology Studio v 2.0.0.52 ADS System E Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Stage -Storage Underground Chambers Description Input Stage I Storage Table Stage Elevation Contour Area Incr. Storage Total Storage (ft) (ft) (sgft) (cuft) (cuft) Invert Elev Down, ft 879.03 0.00 879.03 n/a 0.000 0.000 Chamber Rise, ft 4.00 0.23 879.26 n/a 57.2 57.2 Chamber Shape Circular 0.46 879.49 n/a 215 272 0.69 879.72 n/a 433 706 Chamber Span, ft 4.00 0.92 879.95 n/a 603 1,309 Barrel Length, ft 115.00 1.14 880.17 n/a 712 2,021 1.37 880.40 n/a 787 2,808 No. Barrels 8 1.60 880.63 n/a 844 3,652 Barrel Slope, % 0.50 1.83 880.86 n/a 883 4,535 2.06 881.09 n/a 907 5,442 Headers, y/n Yes 2.29 881.32 n/a 920 6,362 Stone Encasement, y/n No 2.52 881.55 n/a 919 7,281 2.75 881.78 n/a 909 8,190 Encasement Bottom Elevation, ft 0.00 2.97 682.00 n/a 883 9,074 Encasement Width per Chamber, ft 0.00 3.20 882.23 n/a 840 9,914 3.43 882.46 n/a 789 10,703 Encasement Depth, ft 0.00 3.66 882.69 n/a 710 11,412 Encasement Voids, % 40.00 3.89 862.92 n/a 603 12,015 4.12 883.15 n/a 433 12,448 4.35 883.38 n/a 214 12,662 4.58 883.61 n/a 57.0 12,719 884 883 882 UJ 881 Stage -Storage 4 1 879 - - - - 0 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 11000 12000 13000 Total Storage (cuft) -UG Chambers -Top of Pond -25- Pond Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 ADS System E Stage -Discharge 883 882 "' 881 880 4 3 2 j�" i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Discharge (cfs) —Top of Pond ® Culvert — Orifice — Rectangular Total Q -26- Orifices Culvert / Orifices Culvert Perforated Riser 1* 2 3 Rise, in 36 12 Perf. Rise, in Span, in 36 12 Perf. Span, in No. Barrels 1 1 No. Perforations Invert Elevation, ft 879 879 Invert Elevation, ft Orifice Coefficient, Co .6 .6 Height, ft Length, ft 20 Orifice Coefficient, Co Barrel Slope, % 1.5 N -Value, n 0.013 Weirs Weirs Riser* Ancillary 1* 2 3 Shape / Type Circular Rectangular Exfiltration, in/hr Crest Elevation, ft 883 Tailwater Elevation, ft Crest Length, ft 4 Angle, deg Weir Coefficient, Cw 3.3 'Routes through Culvert. Stage -Discharge 883 882 "' 881 880 4 3 2 j�" i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Discharge (cfs) —Top of Pond ® Culvert — Orifice — Rectangular Total Q -26- Pond Report Hydrology Studio v 2.0.0.52 ADS System E Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Stage -Storage -Discharge Summary Stage (ft) Elev. (ft) Storage (cuft) Culvert (cfs) Orifices, cfs Riser (cfs) Weirs, cfs Pf Riser (cfs) Exfil (cfs) User (cfs) Total (cfs) 1 2 3 1 2 3 0.00 879.03 0.000 0.00 0.00 0.00 0.00 0.23 879.26 57.2 0.232 is 0.232 0.00 0.232 0.46 879.49 272 0.806 is 0.770 0.00 0.770 0.69 879.72 706 1.532 is 1.532 0.00 1.532 0.92 879.95 1,309 2.319 is 2.319 0.00 2.319 1.14 880.17 2,021 2.938 is 2.818 0.00 2.818 1.37 880.40 2,808 3.295 is 3.265 0.00 3.265 1.60 880.63 3,652 3.679 is 3.656 0.00 3.656 1.83 880.86 4,535 4.090 is 4.008 0.00 4.008 2.06 881.09 5,442 4.342 is 4.342 0.00 4.342 2.29 881.32 6,362 4.757 is 4.661 0.00 4.661 2.52 881.55 7,281 4.993 is 4.969 0.00 4.969 2.75 881.78 8,190 5.253 is 5.252 0.00 5.252 2.97 882.00 9,074 5.521 is 5.521 0.00 5.521 3.20 882.23 9,914 5.782 is 5.781 0.00 5.781 3.43 882.46 10,703 6.036 is 6.036 0.00 6.036 3.66 882.69 11,412 6.284 is 6.284 0.00 6.284 3.89 882.92 12,015 6.555 is 6.517 0.00 6.517 4.12 883.15 12,448 7.518 oc 6.669 0.748 7.417 4.35 883.38 12,662 9.887 oc 6.669 3.047 9.716 4.58 883.61 12,719 12.86 oc 6.612 6.212 12.82 Suffix key: is = inlet control, oc = outlet control, s = submerged weir -27- Pond Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 ADS System E Pond Drawdown Stage (ft) v m N O O i 2 N O .E O ~ C �m r 0 1p 0 Lq 0 v 0 m 0 N O N E C O � D vi v O M 00 00 0 W r Co 00 00 ( W 00 W I(11) ^al3 -28- Hydrograph Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 60" Bypass Line Hyd. No. 12 Hydrograph Type = Junction Peak Flow = 9.037 cfs Storm Frequency = 1 -yr Time to Peak = 0.13 hrs Time Interval = 2 min Hydrograph Volume = 15,929 cuft Inflow Hydrographs = 10, 11 Total Contrib. Area = 0.0 ac 10 9 M 7 6 5 Cr 4 3 2 I QP = 9.04 ds M 10 20 30 40 50 60 70 Time (min) ADS System C — ADS System E — 60" Bypass Line -29- Hydrograph Report Hydrology Studio v 2.0.0.52 Pond A Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 13 Hydrograph Type = Pond Route Peak Flow = 5.926 cfs Storm Frequency = 1 -yr Time to Peak = 0.13 hrs Time Interval = 2 min Hydrograph Volume = 14,211 cuft Inflow Hydrograph = 3 - Post - System A Max. Elevation = 878.24 ft Pond Name = Pond -A Max. Storage = 13,227 cuft Pond Routing by Storage Indication Method Center of mass detention time = 26 min QP = 5.93 cfs 0 1 2 3 4 Time (hrs) — Req'd Stor — Post - System A — Pond A -30- Pond Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 Pond -A Stage -Storage 881 M 879 IV 878 U-1 877 876 875 0 User Defined Contours Description Input Stage I Storage Table Stage Elevation Contour Area Incr. Storage Total Storage (ft) (ft) (sqft) (cuft) (cuft) Bottom Elevation, ft 875.00 0.00 875.00 2,756 0.000 0.000 Voids 100.00 1.00 876.00 3,584 3,161 3,161 Volume Calc Conic 2.00 877.00 4,484 4,025 7,186 3.00 878.00 5,456 4,962 12,147 4.00 879.00 6,500 5,970 18,117 5.00 880.00 7,616 7,050 25,167 6.00 881.00 8,084 7,848 33,015 Stage -Storage 5000 10000 15000 20000 25000 30000 Total Storage (cuft) —Contours — Top of Pond -31- 5000 31- 6 5 4 LO 3 M 2 1 0 Pond Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 Pond -A Stage -Discharge 0 1 2 3 4 5 6 7 8 Discharge (cfs) —Top of Pond — Culvert — Orifice —Total Q -32- 9 6 5 4 iv 3 O 2 Orifices Culvert / Orifices Culvert Orifice Plate V 2 3 Rise, in 48 12 Orifice Rise, in Span, in 48 12 Orifice Span, in No. Barrels 1 1 No. Orifices Invert Elevation, ft 874.9 875.2 Invert Elevation, ft Orifice Coefficient, Co .6 .6 Height, ft Length, ft 70 Orifice Coefficient, Co Barrel Slope, % .5 N -Value, n 0.013 Weirs Weirs Riser* Ancillary 1 2 3 Shape / Type Circular Rectangular Exfiltration, in/hr Crest Elevation, ft 881 882 Tailwater Elevation, ft Crest Length, ft 18.8 10 Angle, deg Weir Coefficient, Cw 3.3 3.3 'Routes through Culvert. Stage -Discharge 0 1 2 3 4 5 6 7 8 Discharge (cfs) —Top of Pond — Culvert — Orifice —Total Q -32- 9 6 5 4 iv 3 O 2 Pond Report Hydrology Studio v 2.0.0.52 � � q Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Stage -Storage -Discharge Summary Stage (ft) Elev. (ft) Storage (cuft) Culvert (cfs) Orifices, cfs Riser (cfs) Weirs, cfs Pf Riser (cfs) Exfil (cfs) User (cfs) Total (cfs) 1 2 3 1 2 3 0.00 875.00 0.000 0.00 0.00 0.00 0.00 0.00 1.00 876.00 3,161 2.136 is 2.052 0.00 0.00 2.052 2.00 877.00 7,186 4.430 is 4.311 0.00 0.00 4.311 3.00 878.00 12,147 5.723 is 5.722 0.00 0.00 5.722 4.00 879.00 18,117 6.984 oc 6.762 0.00 0.00 6.762 5.00 880.00 25,167 7.982 oc 7.673 0.00 0.00 7.673 6.00 881.00 33,015 8.681 cc 8.508 0.00 0.00 8.508 Suffix key: is = inlet control, oc = outlet control, s = submerged weir -33- Pond Report Project Name:TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 Pond -A Pond Drawdown -34- Stage (ft) i0 Ln v m N o - Ln i - E L 0 � E 1 a I E- C m O In - N Q) i= H C N vi N O 00 0 N O cl)W r LD Ln 0000 00 Oro 00 OD 00 (11) Aa13 I -34- Hydrograph 10 -yr Summary Hydrology Studio v 2.0.0.52 Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 Rational Predevelop 1 31.27 0.17 18,764 ---- 2 Rational Predevelop 2 46.50 0.17 27,902 ---- 3 Rational Post - System A 97.73 0.07 23,454 ---- 4 Rational Post - System B 77.82 0.07 18,676 ---- 5 Rational Post - System C 55.62 0.07 13,348 ---- 6 Rational Post - System D-1 11.35 0.07 2,725 — 7 Rational Post System D-2 13.08 0.07 3,139 -- 8 Rational Post - System E 49.26 0.07 11,822 ---- 9 Pond Route ADS System B 10.67 0.13 18,673 4 889.60 16,007 10 Pond Route ADS System C 5.787 0.13 13,342 5 886.57 11,565 11 Pond Route ADS System E 5.806 0.13 11,821 8 882.36 10,006 12 Junction 60" Bypass Line 11.59 0.13 25,163 10, 11 13 Pond Route Pond 7.201 0.13 22,815 3 879.52 21,331 -35- Hydrograph Report Hydrology Studio v 2.0.0.52 Predevelop 1 Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 1 Hydrograph Type = Rational Peak Flow = 31.27 cfs Storm Frequency = 10 -yr Time to Peak = 0.17 hrs Time Interval = 2 min Runoff Volume = 18,764 cuft Drainage Area = 18.09 ac Runoff Coeff. = 0.28 Tc Method = TR55 Time of Conc. (Tc) = 10.0 min IDF Curve = Tryon. idf Intensity = 6.1740 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 QP = 31.27 ds 5 35- 34 34- 33- 3332313029 32- 31- 30- 29- 28- 2827 27 - 26 I I —i-- 25 — 24 23 - 22 21 20 - — 19 U 18 0 17- 16 5 15- 14- 141312 13- 12 -- - 1 11- 10- 108 8- 7- 6- 6 5 5 4 3 2- -1 --i 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (min) -36- Hydrograph Report Project Name:TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 Predevelop 2 06-08-2018 Hyd. No. 2 Hydrograph Type = Rational Peak Flow = 46.50 cfs Storm Frequency = 10 -yr Time to Peak = 0.17 hrs Time Interval = 2 min Runoff Volume = 27,902 cuft Drainage Area = 26.9 ac Runoff Coeff. = 0.28 Tc Method = TR55 Time of Conc. (Tc) = 10.0 min OF Curve = Tryon. idf Intensity = 6.1740 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 QP = 46.50 cfs 52- 1 1 1 1 1 - 50 - - 48 1_ I l 46 - 44 42 -- 40 --I 38 - - 1 36 — - 1 34- 32- 30- 28- /-b 4 32 3028 26 24- 22- 20- 18- 16- 14- 12- 10- 8- 6-- 4- 2- 0- 4 22 201816 14 12 10 8 6 4 20- —�— --tom i 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (min) -37- Hydrograph Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 Post - System A Hyd. No. 3 Hydrograph Type = Rational Peak Flow = 97.73 cfs Storm Frequency = 10 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 23,454 cuft Drainage Area = 13.6 ac Runoff Coeff. = 0.95 Tc Method = User Time of Conc. (Tc) = 4.0 min IDF Curve = Tryon. idf Intensity = 7.5639 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 110 100 90 80 70 60 V 50 40 30 20 10 0 0 QP = 97.73 ds 1 2 3 4 5 6 7 Time (min) -38- 8 Hydrograph Report Project Name:TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 Post - System B 06-08-2018 Hyd. No. 4 Hydrograph Type = Rational Peak Flow = 77.82 cfs Storm Frequency = 10 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 18,676 cuft Drainage Area = 12.86 ac Runoff Coeff. = 0.8 Tc Method = User Time of Conc. (Tc) = 4.0 min OF Curare = Tryon.idf Intensity = 7.5639 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 QP = 77.82 cfs 85- 80- 75- 70- 65- 60- 55- 50- 45- Cr 5 80 75 70 6560 50 45C7 40- 35- 25- 20- is- 10 - 5 035 252015 105 01/ 0 1 2 3 4 5 6 7 8 Time (min) -39- Hyd rog ra p h Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 Post - System C 06-08-2018 Hyd. No. 5 Hydrograph Type Storm Frequency Time Interval Drainage Area Tc Method IDF Curve Freq. Corr. Factor = Rational = 10 -yr = 2 min = 7.74 ac = User = Tryon. idf = 1.00 Peak Flow = 55.62 cfs Time to Peak = 0.07 hrs Runoff Volume = 13,348 cuft Runoff Coeff. = 0.95 Time of Conc. (Tc) = 4.0 min Intensity = 7.5639 in/hr Asc/Rec Limb Factors = 1/1 QP = 55.62 cfs 60 58- 856 56- 54- 54 52- 52 SO- SO 48- 4846 46 - 44 44 - � 42- 2 40- 40 38 38- 36- 3634 34 - �— v 32 d 30 28- 26- 824 24- 22- 22 20 20- 18- 1816 i 16 14- 4 12 12- 10- 10 8- 8 6- 642 4- 2-- - 0 0 0 1 2 3 4 5 6 7 8 Time (min) -40- Hydrograph Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 Post - System D-1 Hyd. No. 6 Hydrograph Type = Rational Peak Flow = 11.35 cfs Storm Frequency = 10 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 2,725 cuft Drainage Area = 1.58 ac Runoff Coeff. = 0.95 Tc Method = User Time of Conc. (Tc) = 4.0 min IDF Curve = Tryon. idf Intensity = 7.5639 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 QP = 11.35 cfs 13 12 11 10 9 8 CY j 6 � 5- 2- 2 0 0 1 2 3 4 S 6 7 8 Time (min) -41- Hydrograph Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 Post System D-2 Hyd. No. 7 Hydrograph Type = Rational Peak Flow = 13.08 cfs Storm Frequency = 10 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 3,139 cuft Drainage Area = 1.82 ac Runoff Coeff. = 0.95 Tc Method = User Time of Conc. (Tc) = 4.0 min OF Curve = Tryon. idf Intensity = 7.5639 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 QP = 13.08 cfs is- 14- 13- 12- 11- 10- 9- 8- 7- 6- 5- 4- 3 - 2] 51413121110987654 3 2 1 0 1 2 3 4 5 6 Time (min) -42- 7 8 H yd rog ra p h Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 Post - System E 06-08-2018 Hyd. No. 8 Hydrograph Type = Rational Peak Flow = 49.26 cfs Storm Frequency = 10 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 11,822 cuft Drainage Area = 8.14 ac Runoff Coeff. = 0.8 Tc Method = User Time of Conc. (Tc) = 4.0 min IDF Curve = Tryon.idf Intensity = 7.5639 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 QP = 49.26 cfs 56 _ 54 � - 52 _ 50 - 48 - — 46 - - 44 42 I 40- 38- 36- 34- 0 383634 ---------- 32- 30- 28- 26- 24- 22- 20- 18- 16- 14- 12- 10- 8- 6- 4- 2- 0 32 30 26 24 222018 16 14 12 10 g 6420 0 1 2 3 4 5 6 7 8 Time (min) -43- Hydrograph Report Hydrology Studio v 2.0.0.52 ADS System B Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 9 Hydrograph Type = Pond Route Peak Flow = 10.67 cfs Storm Frequency = 10 -yr Time to Peak = 0.13 hrs Time Interval = 2 min Hydrograph Volume = 18,673 cuft Inflow Hydrograph = 4 - Post - System B Max. Elevation = 889.60 ft Pond Name = System B Max. Storage = 16,007 cuft Pond Routing 6y Storage Indication Method Center of mass detention time = 23 min 85 80 75 70 65 60 55 50 u 45 CY 40 35 30 25 20 15 10 S 0 0 QP = 10.67 cfs 10 20 30 40 50 60 70 80 Time (min) ® Req'd Stor — Post - System B — ADS System B -44- Hydrograph Report Hydrology Studio v 2.0.0.52 ADS System C Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 10 Hydrograph Type = Pond Route Peak Flow = 5.787 cfs Storm Frequency = 10 -yr Time to Peak = 0.13 hrs Time Interval = 2 min Hydrograph Volume = 13,342 cuft Inflow Hydrograph = 5 - Post - System C Max. Elevation = 886.57 ft Pond Name =ADS System C Max. Storage = 11,565 cuft Pond Routing by Storage Indication Method Center of mass detention time = 23 min 62 60 58 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 0 QP = 5.79 cfs 10 20 30 40 50 60 70 80 90 Time (min) Req'd Stor — Post - System C — ADS System C -45- Hydrograph Report Hydrology Studio v 2.0.0.52 ADS System E Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 11 Hydrograph Type = Pond Route Peak Flow = 5.806 cfs Storm Frequency = 10 -yr Time to Peak = 0.13 hrs Time Interval = 2 min Hydrograph Volume = 11,821 cuft Inflow Hydrograph = 8 - Post - System E Max. Elevation = 882.36 ft Pond Name = ADS System E Max. Storage = 10,006 cuft Pond Routing 6y Storage Indication Method Center of mass detention time = 19 min 56 54 52 50 48 46 44 42 40 38 36 34 32 30 28 a 26 24 22 20 18 16 14 12 10 8 6 4 2 0 0 QP = 5.81 cfs 10 20 30 40 50 60 70 80 Time (min) — Req'd Stor — Post - System E — ADS System E -46- 10 46- Hydrograph Report Project Name:TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 60" Bypass Line Hyd. No. 12 Hydrograph Type = Junction Peak Flow = 11.59 cfs Storm Frequency = 10 -yr Time to Peak = 0.13 hrs Time Interval = 2 min Hydrograph Volume = 25,163 cuft Inflow Hydrographs = 10, 11 Total Contrib. Area = 0.0 ac 13 12 11 10 9 8 7 a 6 5 4 3 2 1 0 0 QP = 11.59 cfs 10 20 30 40 50 60 70 80 Time (min) — ADS System C — ADS System E — 60" Bypass Line -47- Hydrograph Report Hydrology Studio v 2.0.0.52 Pond A Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 13 Hydrograph Type = Pond Route Peak Flow = 7.201 cfs Storm Frequency = 10 -yr Time to Peak = 0.13 hrs Time Interval = 2 min Hydrograph Volume = 22,815 cuft Inflow Hydrograph = 3 - Post - System A Max. Elevation = 879.52 ft Pond Name = Pond -A Max. Storage = 21,331 cuft Pond Routing by Storage Indication Method Center of mass detention time= 32 min 110 100 90 80 70 r 60 50 40 30 20 Qp=7.20 ds 0 1 2 3 4 Time (hrs) Req'd Stor — Post - System A — Pond A -48- Hydrograph 25 -yr Summary Hydrology Studio v 2.0.0.52 Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. Hydrograph Type Hydrograph Name Peak Flow (cfs) Time to Peak (hrs) Hydrograph Volume (cuft) Inflow Hyd(s) Maximum Elevation (ft) Maximum Storage (cuft) 1 Rational Predevelop 1 35.80 0.17 21,481 --- 2 Rational Predevelop 2 53.24 0.17 31,942 ---- 3 Rational Post - System A 111.6 0.07 26,787 ---- 4 Rational Post - System B 88.87 0.07 21,330 ---- 5 Rational Post - System C 63.52 0.07 15,245 ---- 6 Rational Post - System D-1 12.97 0.07 3,112 ---- 7 Rational Post System D-2 14.94 0.07 3,585 ---- 8 Rational Post - System E 56.25 0.07 13,501 ---- 9 Pond Route ADS System B 17.10 0.13 21,326 4 890.32 17,552 10 Pond Route ADS System C 6.690 0.13 15,238 5 887.53 13,299 11 Pond Route ADS System E 6.328 0.13 13,501 8 882.89 11,549 12 Junction 60" Bypass Line 13.02 0.13 28,739 10, 11 13 Pond Route Pond 7.608 0.13 26,147 3 879.97 24,503 -49- Hyd rog ra p h Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 Predevelop 1 06-08-2018 Hyd. No. 1 Hydrograph Type = Rational Peak Flow = 35.80 cfs Storm Frequency = 25 -yr Time to Peak = 0.17 hrs Time Interval = 2 min Runoff Volume = 21,481 cuft Drainage Area = 18.09 ac Runoff Coeff. = 0.28 Tc Method = TR55 Time of Conc. (Tc) = 10.0 min IDF Curve = Tryon. idf Intensity = 7.0681 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Qp = 35.80 ds 40- 36- 34- 32- 30- 28- 26- 24- 0 3634 323028 2624 I 1117 22- 0 2 0 20 ! 18 i 16- 14- 12- 10- 8- 6- 4- 2- 0 6 14 121086420 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (min) -50- Hydrograph Report Project Name:TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 Predevelop 2 06-08-2018 Hyd. No. 2 Hydrograph Type = Rational Peak Flow = 53.24 cfs Storm Frequency = 25 -yr Time to Peak = 0.17 hrs Time Interval = 2 min Runoff Volume = 31,942 cuft Drainage Area = 26.9 ac Runoff Coeff. = 0.28 Tc Method = TR55 Time of Conc. (Tc) = 10.0 min IDF Curve = Tryon. idf Intensity = 7.0681 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Qp = 53.24 cfs S8- +4L 56 _ -i S4- S2- 50- 48- 46- 44- 42- 40 - 38 4 5250 48 46 44 4240 38 36 _.� 34 32 I Cr30 28 _ 26 24- 22 4 22 - — - -� 20- 18- 16- 14- 0 - 18 - 16 - 14 I - 12- 10- 8 210 8 6- 42 4- 2- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 .17 18 19 20 Time (min) -51- Hydrograph Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 Post - System A Hyd. No. 3 Hydrograph Type = Rational Peak Flow = 111.6 cfs Storm Frequency = 25 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 26,787 cuft Drainage Area = 13.6 ac Runoff Coeff. = 0.95 Tc Method = User Time of Conc. (Tc) = 4.0 min IDF Curve = Tryon. idf Intensity = 8.6387 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 12 11 10 9 8 7 N U 6 5 4 3 2 1 QP = 111.61 cfs 0 1 2 3 4 5 6 7 8 Time (min) -52- Hydrograph Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 Post - System B Hyd. No. 4 Hydrograph Type = Rational Peak Flow = 88.87 cfs Storm Frequency = 25 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 21,330 cuft Drainage Area = 12.86 ac Runoff Coeff. = 0.8 Tc Method = User Time of Conc. (Tc) = 4.0 min OF Curve = Tryon. idf Intensity = 8.6387 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 QP = 88.87 cfs 100- 009080706050403020100 90- 80- 70- 60- So- 40- 30- 20- 10- 0 - 0 1 2 3 4 5 6 7 8 Time (min) -53- Hydrograph Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 Post - System C Hyd. No. 5 Hydrograph Type = Rational Peak Flow = 63.52 cfs Storm Frequency = 25 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 15,245 cuft Drainage Area = 7.74 ac Runoff Coeff. = 0.95 Tc Method = User Time of Conc. (Tc) = 4.0 min IDF Curve = Tryon. idf Intensity = 8.6387 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 70 65 60 55 50 45 40 C7 35- 30- 25- 20- is- 10- 5- 0 - 0 53025201510500 QP = 63.52 cfs 1 2 3 4 5 6 7 8 Time (min) -54- Hydrograph Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 Post - System D-1 Hyd. No. 6 Hydrograph Type = Rational Peak Flow = 12.97 cfs Storm Frequency = 25 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 3,112 cuft Drainage Area = 1.58 ac Runoff Coeff. = 0.95 Tc Method = User Time of Conc. (Tc) = 4.0 min IDF Curve = Tryon.idf Intensity = 8.6387 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 14 13 12 11 10 7 0 i Ui 0 QP = 12.97 cfs i 2 3 4 Time (min) -55- --1 I —1 __..... i --- ---- e ---- —m 5 6 7 -"1 8 Hydrograph Report Hydrology Studio v 2.0.0.52 Post System D-2 Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 7 Hydrograph Type = Rational Peak Flow = 14.94 cfs Storm Frequency = 25 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 3,585 cuft Drainage Area = 1.82 ac Runoff Coeff. = 0.95 Tc Method = User Time of Conc. (Tc) = 4.0 min IDF Curve = Tryon. idf Intensity = 8.6387 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 0 QP = 14.94 cfs 0 1 2 3 4 5 6 7 8 Time (min) -56- Hydrograph Report Project Name:TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 Post - System E 06-08-2018 Hyd. No. 8 Hydrograph Type = Rational Peak Flow = 56.25 cfs Storm Frequency = 25 -yr Time to Peak = 0.07 hrs Time Interval = 2 min Runoff Volume = 13,501 cuft Drainage Area = 8.14 ac Runoff Coeff. = 0.8 Tc Method = User Time of Conc. (Tc) = 4.0 min OF Curve = Tryon.idf Intensity = 8.6387 in/hr Freq. Corr. Factor = 1.00 Asc/Rec Limb Factors = 1/1 Qp = 56.25 cfs 64- 62 4 62 -- I --- - - 60- 58- 56- 54- 52- 50- 0 58 56 5450 -- 48- 46- 44- 42- 40- 38- 36 8 464442403836 34- 32- 30- 28- 26- 24- 22- 20- 18- 16- 14- 12- 10- 8- 432 3028 26 2422 20 18 16 14 12 108 -- 6- 4-- 2- 0.1 4 - 20 0 1 2 3 4 5 6 7 8 Time (min) -57- Hydrograph Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 ADS System B Hyd. No. 9 Hydrograph Type = Pond Route Peak Flow = 17.10 cfs Storm Frequency = 25 -yr Time to Peak = 0.13 hrs Time Interval = 2 min Hydrograph Volume = 21,326 cuft Inflow Hydrograph = 4 - Post - System B Max. Elevation = 890.32 ft Pond Name = System B Max. Storage = 17,552 cuft Pond Routing by Storage Indication Method Center of mass detention time = 22 min 100 90 80 70 60 Cr 40 30 20 10 0 0 QP = 17.10 cfs 10 20 30 40 50 60 Time (min) --Req'd Stor — Post - System B — ADS System B -58- 70 80 Hydrograph Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 ADS System C Hyd. No. 10 Hydrograph Type = Pond Route Peak Flow = 6.690 cfs Storm Frequency = 25 -yr Time to Peak = 0.13 hrs Time Interval = 2 min Hydrograph Volume = 15,238 cuft Inflow Hydrograph = 5 - Post - System C Max. Elevation = 887.53 ft Pond Name = ADS System C Max. Storage = 13,299 cuft Pond Routing by Storage Indication Method Center of mass detention time = 24 min 70 65 60 55 50 45 40 C7 35 30 25 20 15 10 QP = 6.69 cfs C 10 20 30 40 50 60 70 80 90 Time (min) Req'd Stor — Post - System C — ADS System C -59- Hydrograph Report Hydrology Studio v 2.0.0.52 ADS System E Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 11 Hydrograph Type = Pond Route Peak Flow = 6.328 cfs Storm Frequency = 25 -yr Time to Peak = 0.13 hrs Time Interval = 2 min Hydrograph Volume = 13,501 cuft Inflow Hydrograph = 8 - Post - System E Max. Elevation = 882.89 ft Pond Name =ADS System E Max. Storage = 11,549 cuft Pond Routing by Storage Indication Method Center of mass detention time = 21 min Cr QP = 6.33 cfs 0 10 20 30 40 50 60 70 80 Time (min) —Req'd Stor — Post - System E — ADS System E -60- Hydrograph Report Project Name: TIEC-COVERED ARENA EXPANSION Hydrology Studio v 2.0.0.52 06-08-2018 60" Bypass Line Hyd. No. 12 Hydrograph Type Storm Frequency Time Interval Inflow Hydrographs = Junction = 25 -yr = 2 min = 10, 11 Peak Flow Time to Peak Hydrograph Volume Total Contrib. Area = 13.02 cfs = 0.13 hrs = 28,739 cuft = 0.0 ac QP = 13.02 cfs 14- 413121110987 13- 12- 11- 10- 9- 8- 7 0 6- 5- 54321 4- 3- 2- 1 0 . . . ... I . . . . W. . 0 10 20 30 40 SO 60 70 80 Time (min) — ADS System C — ADS System E — 60" Bypass Line Hydrograph Report Hydrology Studio v 2.0.0.52 Pond A Project Name: TIEC-COVERED ARENA EXPANSION 06-08-2018 Hyd. No. 13 Hydrograph Type = Pond Route Peak Flow = 7.608 cfs Storm Frequency = 25 -yr Time to Peak = 0.13 hrs Time Interval = 2 min Hydrograph Volume = 26,147 cuft Inflow Hydrograph = 3 - Post - System A Max. Elevation = 879.97 ft Pond Name = Pond -A Max. Storage = 24,503 cuft Pond Routing by Storage Indication Method Center of mass detention time = 34 min QP = 7.61 ds 120 I - -- --- -- - 110 - j 100 -- { — 90 — - —i 80 i ----- 70 C7 60- 05040 50- 40- 30 30- 20 20- 10- 0 0 0 1 2 3 I'1'I�TI'!� 4 Time (hrs) — Req'd Stor — Post - System A — Pond A -62- OF Report Hvdroloqv Studio v 2.0.0.52 OF filename: Tryon.idf 06-08-2018 Equation Intensity = B / (Tc + D)^E (in/hr) Coefficients 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr Cf 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr B 58.8876 76.3385 0.0000 72.7538 73.9435 67.8898 62.8701 57.9421 D 12.3000 13.3000 0.0000 12.5000 12.3000 11.1000 10.2000 9.0000 E 0.8802 0.8929 0.0000 0.8298 0.7998 0.7419 0.6975 0.6549 Minimum IC = b minutes Tc Intensity Values (in/hr) (min) 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr Cf 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5 4.79 5.70 0 6.77 7.56 8.64 9.42 10.29 10 3.83 4.59 0 5.49 6.17 7.07 7.73 8.42 15 3.21 3.86 0 4.65 5.25 6.04 6.62 7.23 20 2.76 3.34 0 4.05 4.59 5.30 5.84 6.39 25 2.44 2.95 0 3.59 4.09 4.75 5.24 5.75 30 2.18 2.64 0 3.24 3.70 4.31 4.78 5.26 35 1.98 2.39 0 2.95 3.38 3.96 4.40 4.86 40 1.81 2.19 0 2.72 3.12 3.67 4.09 4.53 45 1.67 2.02 0 2.52 2.90 3.42 3.83 4.25 50 1.55 1.88 0 2.35 2.71 3.21 3.61 4.01 55 1.45 1.76 0 2.21 2.55 3.03 3.41 3.80 60 1.36 1.65 0 2.08 2.41 2.87 3.24 3.62 Cf = Correction Factor applied to Rational Method runoff coefficient 10- 9- 8-- 7 0 98 -7 _ C Y 6 C v 5- 4- 3- 2- 1 4321 i r r--0 5 10 15 20 25 30 35 40 45 50 S5 60 Time (min) -63- - 1 00y - 50yr - 25yr - 10yr - 5yr 2yr 1yr Precipitation Report Hydrology Studio v 2.0.0.52 Precipitation filename: Tryon CA Precip.pcp Active 1 -yr 2 -yr 3 -yr Active V 5 -yr NRCS Storms > NRCS Dimensionless Storms 50 -yr SCS 6hr 1.20 1.50 0 Type I, 24 -hr 0 0 0 Type IA, 24 -hr 0 0 0 Type II, 24 -hr 1.82 2.28 0 Type II FL, 24 -hr i 0 0 0 Type III, 24 -hr 0 0 0 Synthetic Storms > IDF-Based Synthetic Storms 0 1 -hr 1.36 1.65 0 2-hr1.60 1.93 0 3 -hr 1.72 2.08 0 6 -hr V 1.93 2.31 0 12 -hr 2.13 2.53 0 24 -hr I 2.33 2.75 0 Huff Distribution > 1st Quartile (0 to 6 hrs) 2.52 j 1 -hr 0.76 0.98 0 2 -hr 0.89 1.14 0 3 -hr 0.98 1.24 0 j 6 -hr 1.20 1.50 0 Huff Distribution i > 2nd Quartile (>6 to 12 hrs) 3.66 8 -hr 0 0 0 I j 12 -hr 0 0 0 I Huff Distribution > 3rd Quartile (>12 to 24 hrs) 11.83 18 -hr i 0 0 0 24 -hr 0 0 0 Custom Storms > Custom Storm Distributions 2.60 My Custom Storm 1 0 0 0 My Custom Storm 2 0 0 0 My Custom Storm 3 0 0 0 My Custom Storm 4 0 0 0 My Custom Storm 5 0 0 0 My Custom Storm 6 0 0 0 My Custom Storm 7 0 0 0 i My Custom Storm 8 0 0 0 My Custom Storm 9 0 0 0 My Custom Storm 10 0 0 0 0 0 -64- Precipitation filename: Tryon CA Precip.pcp 06-08-2018 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr V V 1.86 2.18 2.64 3.01 3.41 0 0 0 0 0 0 0 0 0 0 2.85 3.31 3.94 4.43 4.94 0 0 0 0 0 0 0 0 0 0 2.08 2.41 2.87 3.24 3.62 2.52 2.97 3.65 4.21 4.81 2.77 3.31 4.13 4.85 5.61 3.21 3.90 5.05 6.10 7.24 3.66 4.54 6.11 7.59 9.28 4.15 5.25 7.35 9.41 11.83 1.33 1.61 2.01 2.34 2.69 1.50 1.80 2.24 2.60 2.99 1.59 1.90 2.33 2.68 3.07 1.86 2.18 2.64 3.01 3.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0