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HomeMy WebLinkAboutDrainage Reports - 07/12/1995 (3)rnorF.�T�r of FinWA "" FORT COLD NS vTEurrizsa� Final.Storm,`Drainage Report for Park South Commercial Plaza Minor Subdivision Lot 1 Utility Plans �,q m �r / June 1995 —4..�. '0 Stewart & Associates Consulting Engineers and Surveyors 103 South-Meldrum Street Fort Collins, Colorado 80521 I ' June 15, 1995 ' Mr. Basil Hamdan ' Stormwater Utility City of Fort Collins P.O. Box 580 ' Fort Collins, CO 80522 Dear Basil: 1 Lot 1 of the Park South Commercial Plaza Minor Subdivision is located in the Northeast 1/4 of Section 35, Township 7 North, Range 69 West of the Sixth P.M., City of Fort Collins, ' County of Larimer County, Colorado. The project is in the McClellands and Mail Creek Major Drainageway Plan completed for the City of Fort Collins in 1980 by the Cornell Consulting Company. The development proposed for Lot 1 will be a 10-plex cinema with parking and a retention pond on the South side. Because there is not any gravity outlet for runoff from this site, a lift station will be constructed to pump runoff to the existing detention pond constructed with the original development. All design and calculations within this report are in compliance with the tCity of Fort Collins Storm Drainage Design Criteria and Construction Standards. If you have any questions or comments regarding the attached report, please let me know. Sincerely, P� �`�� :,..:; 9�'�•p a Franklin D. Blako, P.G. &- a Secretary/Treasurer N i4 0 0 ' rsc �TF�O F co enclosures No Text ' FINAL DRAINAGE AND EROSION CONTROL REPORT FOR ' LOT 1, PARK SOUTH COMMERCIAL PLAZA MINOR SUBDIVISION ' INTRODUCTION: Lot 1 consists of a 7.6353 acre parcel of land located in the Northeast 1/4 of Section 35, ' Township 7 north, Range 69 West of the Sixth P.M., Fort Collins, Larimer County, Colorado. Lot 1 of this minor subdivision in one of three lots. Lots 2 and 3 are not being developed at this time. This project is in the McClellands and Mail Creek Major Drainageway Plan completed for ' the City of Fort Collins in 1980 by the Cornell Consulting Company. Runoff from this project will be to the existing detention pond constructed with the Park South P.U.D. 2nd, 3rd and 4th Filings. The outlet from this detention pond is into the New Mercer Canal. The site is bordered on the North by Horsetooth Road, which is constructed; on the East by the New Mercer Canal; on the South by undeveloped land; and on the West by Lots 2 and 3 of ' this minor subdivision, which are undeveloped. EXISTING SITE: ' The proposed site is presently undeveloped, consisting of rangeland grasses. The North t 2/3 of the site slopes Northeast at about 1%. Existing runoff to the Northeast comer of this site flows into the New Mercer Canal. The South 1/3 of this site flows East at about 1%. Runoff is to the New Mercer Canal. ' There is no offsite runoff from the North, East or South onto this site. Runoff from the West side flows West to East more or less across this site. This area is Lots 2 and 3 of this minor ' subdivision. The offsite flows begin at the East side of Manhattan Drive. The offsite area is about 7.2 acres more or less. ' DRAINAGE CRITERIA: The Rational Method has been utilized to determine peak runoff rates and required ' detention pond volumes. Design factors used are in accordance with the recommendations of the City of Fort Collins Storm Drainage Criteria and Construction Manual. In accordance with the City of Fort Collins drainage policy, twice the 100-year runoff from the developed site will be ' retained in the retention pond. Release will be through a lift station at 1 c.f.s.,which is less than. the allowed two-year historic release rate. ' PROPOSED DRAINAGE FACILITIES AND DESIGN: ' The proposed development for Lot 1 is a 10-plex cinema with a parking area North of the building a retention area South of the building and access to the site from Manhattan Drive and also Horsetooth Road. 1 1 ' ' Lot 1, Park South Commercial Plaza Page 2 ' Offshe historic flows from Lots 2 and 3 will be allowed to flow across our site and into ' the proposed retention pond. Runoff from Lot 2 (offsite) will sheet flow to Sub -basins DB-1 and DB-2. The gross area of Lot 2 is 2.75 acres. Runoff from Lot 3 will be directed to flow directly into the retention pond. Onsite calculations include the offsite runoff. When Lots 2 and 3 are ' developed they will only be allowed the runoff amount calculated herein to flow on the this proposed site. These offsite basins are shown on the plans as OFFSITE-1 (OF-1) being said Lot 2 and OFFSITE-2 (OF-2) being said Lot 3. ' The New Mercer Canal on the East side of this site project is included in the overall boundary area. The area is 0.49 acres. There will be no change to this sub -basin from the existing condition. ' West Horsetooth Road is 0.29 acres. Existing flows are to the East to an existing curb inlet West of the Burlington Railroad approximately 300 feet East of this project. Offshe flows from 0.42 acres of Horsetooth Road West of our site also flow to this inlet. There will be no change to these two sub -basins. ' Drainage Basin DB-1 is 2.02 acres. It is the North end of this project. Flows from this basin are West to East across the'parking lot, then South in a concrete pan to the retention pond. ' The concrete pan is designed to carry the 100-year runoff. Drainage Basin DB-2 is 2.54 acres. It is the South portion of the parking lots and part of t the building. Flows form this basin are West to East at about 1% to the East edge of the parking lot, then South in a concrete pan to the retention pond. ' Drainage Basin DB-3 is 0.30 acres. It is located at the Northwest corner of the building. Runoff form this basin is into two curb inlets and one area inlet, then piped South to the retention pond. Drainage Basin DB-4 is at the Northeast building comer and is 0.10 acres. Runoff is into an area inlet and curb inlet, then East in a pipe to the concrete pan, then South in the pan to the ' retention area. Drainage Basin DB-5 is the South half of the building and the retention pond. Flow is sheet flow ' South to the pond. Runoff from this basin is to the planned retention pond at the South end of this project. The pond is sized to store a minimum of twice the required 100-year detention ' volume. A retention pond is required because this site has no gravity outlet. A lift station will be installed at the South end of the pond and pump the runoff South 590 feet more or less to the existing detention pond constructed with Park South's 2nd, 3rd and 4th Filings. The water will ' release into this existing detention pond at elevation 5039. The 100-year high water line of this pond is elevation 5044. 1 1 1 1 1 1 1 _Lot 1, Park South Commercial Plaza Page 3 , EROSION CONTROL: Lot 1 is located in a low wind erodibility zone and in a high and moderate rain erodibility zone. Rainfall erosion will be controlled by a silt fence constructed around the site, except for the two entrances, and two straw bale dikes constructed along the concrete pan on the East side. Gravel filters will be required on the three curb inlets and straw bales around the area inlets and shall remain in place until the landscaping is in place. The site construction phasing is included with the calculations. The required City erosion control deposit for this project is $7449. A BASIN CONSTITUENTS FOR SOUTH PARK COMMERCIAL MINOR SUBDIVISION, LOT #1 i 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 STEWART&kSSOCIATES 113 PH. S. ME9331 LDRFAX FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors By: ALA-L Date: Client: �k121�CA Sheet No. of Z Project: IQ-7 Nna�u +1CAi1LC. Subject: '9R-51,.-) Co�a��r-:tirr t 14Z �. pc PI a�T — , 4 t�� ^72o _-Q�''�—��•j01 C�taw• D^ _�_6�-- 4 Z: 9, _. 232 L-. 4� � -zoo --- 711 �2aSS �._�_o.c?� _3�5� _ IC I'7u7 �i�z�a.SS.-II-_. � I I © � w�oQ - - -{ --� o`�D_C - ._ _ -- � - - I . i { , -- I 2� '. . 013 1 to SF„ -- x-1. _.--- - -- _ {{ w {-- I . Wh��- — --- --. -...�.__ ----- ------j-- ------- --- +_... ' --1-- I { !--- — �� _ i ' I 189, Z38 i STEWART& SSOCIATES 103 S. M 3DRUM,FAX FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors n By: _ Date: I-\2-`I� Client: I Z-kECI! Sheet No. Z of Z Project: 10 -1�LtX M owl E -TKc1q i P 4% Subject: UfkSiQ w) �'t00Z-D-)TS � `3--� - --1 ..-- _L.._ _ i I i fr. � i ►�, 00c7 __._—._ II __r�D,nhi-I--W�A�1� C Nw� 3$0_ Q ll • p.f3-'3 - — O.3D�c- -- C-13,oc,Q� s,E•� - ( - I . i I i 1 i 7 -���c!KS '419 I I — -- -- ----.�3Lv2 4Zn.Ls_I_.(itu�s��?c 1 412 j { -76 I -! 1 1 1 1 1 1 1 1 Y 3 .i N T O Z OEm w �m J U 0 ¢ cr- O� w ¢ U)U HCc: w w N U O' N LL w = b b O Z O m LL- Y Ocr CL �O w~ Z CL m 2 0= V//1 O1 J rn T c� 0 0 m V Cl! a moo N O^ -- N N N N ';ijii( C C O O G G O O O O a »Q 0 v//J ) w Z z M) W w O U Er- 0 ¢ m 00 (n U N m 0 0 w r F n n O e m Z rn N � � I E o� c � iC d � O o0 � � U c o U w� F O Z O 4-0 (z U CO .N a c U � v d (` C E N S� o�l r 0 � Y \ � 0CIJ o U r� 0 o 3 r �vJU U � cq C M'' U W T \% � co C0`) V C v ~ U 0L O W rh EO C C_ }ro co O LO rn rn am c 1 1 1 1 1 1 1 t N E M 71 LL d o . m Ep .Soo 6 O Z O _cz M U �m C: U y T [ � E E V y�N*U �m O O (D L o .• 3c T T N 3 V cr-O m Ua O U N } L (z a) rn rn T C 7 Y 3 m T a L m r [L O � J O Z J W Q _U U � 5W w ` Oc9 UOLL m U` T LL Cc T O to D O m m Y LW fr CL L Q o M Z O (f) Q m m N VJ A O1 m 7 N O C O w O Z 1 N 1 E cr) a oLL c `° U 1 a)Eo `p 0 C C_ Cf) 1 oU Soo ° 1 Z U) 1 0 1 U ca O N (1) U � 0 2 C N N pN�`y _ o f {� =O (=,;,>N cn a) U o u T U o�� n O II JD Uo w O°' 0 0 a� L U 1 } � 1cz L No m m T T— 1 co C7 (d 1 1 ��N 1 E M o� c c`o•roU 1 Ep `o c `c 0 1.900& _• O 1 Z C 1 c co U CYcn c 1 C C: N .F., 8 c co a))y E T 1 ` )��c.0 � N QN�9Z 1 = s 0 CU p � �cm U C �U cc I�o 1 U T "vJ � C N Q>°Q�= 1 O in N W O N LL N L c) 1 1 N m O T T 1 co ca 1 DEVELOPED BASIN HYDROLOGLIC SUMMARY BASIN AREA (ac) C 10 Q 10 (cfs) C 100 • Q 100 (cfs) COMMENTS DB-1 2.02 0.75 4.65 0.94 11.00 Flows to new Conc. Channel to pond DB-2 2.54 0.82 7.34 1.00 18.47 Flows to new Conc. Channel to pond DB-3 0.30• 0.65 1.12 0.81 1.83 Flow is piped to new pond DB-4. 0.10 0.63 0.19 0.79 0.45 Flow is piped to new pond DB-5 2.18 0.45 1 3.54 0.56 7.70 Flow sheet flows to new pond ' NOTE: Flows were calculated by the rational method ' HYDRAULIC DESIGN FLOW SUMMARY BASIN Q 10 cfs Q 100 cfs ' DB-1 4.65111 11.00 This total 10-year and 100-year flow is collected DB-2 7.34 18.47 I by a newly constructed 6-ft wide concrete channel DB-4 0.19 ' i2.y8 1 BASIN Q 10 cfs Q 100 cfs DB-3 1 12 1 83 1 12 1.83' BASIN Q 10 cfs Q 100 cfs DB-5 3 54 7 70 3 54 7.70 1 GENERAL NOTE: 1 1 1 1 ir which runs along the East side of the parking lot. These flows will be released into the pumped detention pond on the South 2-acres of the Droiec The basin flows into an area inlet in a stairwell which flows West where 2 additional curb inlets are collected. Parking and roofing is included for sizing. This basin is the South side of the structure and flows as sheet flow to the pumped detention facilit . HYDROLOGY OF THE DEVELOPED PARK SOUTH COMMERCIAL MINOR SUBDIVISION LOT #1 Standard Form SF-9 Offsite Adjacent Basins to Park South Commercial Plaza Lot #1 Calc'ed.By: "E Storm Drainage System Design Job No. 4661 Date: 1-95 (Rational Method Procedure) Project Offsite Adjacent Checked By: FDB Design Storm:10 / 100 Year Standard Form SF-9 Park South Commercial Plaza Lot #1 Calc'ed.By: AVE Storm Drainage System Design Date: 1-95 (Rational Method Procedure) Checked By: FDB Z 741 ' /93 74' efs Job No. 4661 Project P.S. Comm. Lot#1 Design Storm: 101100 Year NOTE: TOC computations include overland, channel 1 STEM RT& SSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521 1 Consulting Engineers and Surveyors PH. By: 482 9382 By: —4'e /Date: Client: Sheet No. of 1 Project: Subject: J-1 'Drt/G�irJ�;(�.a? rjp.u/it/ 1 { 4/s2 _Fl 3- 2 -'1.50 ! i jll� � pli I _ ! { I z= . __. 13�.or4,0, i. ! I 1 03 { ` �II ► I� I�� l No Text 1 :r 3 1 1 ..1 1 DRAINAGE CRITERIA MANUAL 5C 30 I— 20 z w U lX w a. 10 z w a O 5 w cc 3 O U 2 Cr w F-- Q E 1 RUNOFF 3 LZI 0 WP = 4" 0 tiWQ' b �F U 2h W v— J20 r T v v O - Q° y W 3IV v — .rW 3\r o = y 3 O 4 4 0 Q� .2 .3 .5 1 r5 2 .3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE . OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA, SCS Jan. 1975. 5 -1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT HYDRAULIC DESIGN ELEMENTS FOR Park South Commercial, Lot #1 1 STEWART&&SSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 Consulting Engineers and Surveyors 1 By: �_ Date: 956lient: AzaE-0_ Sheet No. of 1 Project: Ni _"(�_ I ?an►c Subject: - t,EST S aOC 1 1 [] 1 1 I 1 i [1 i 1 i 1 1 In 1 -- _-_._- I I _ � i -1 1 _ i I REPORT OF STORM SEWER SYSTEM DESIGN ' USING UDSEWER-MODEL 10-19-1992 DEVELOPED BY JAMES C.Y. GUO ,PHD, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER ' IN COOPERATION WITH URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO �* EXECUTED BY STEWART AND ASSOCIATES (FT LLINS-COLORADO)............................ ON DATA 01-16-1995 AT TIME 11:41:29 * PROJECT TITLE : ' West Collection System I* SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------ IMANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION INCH/HR FEET FEET ------------------- --MINUTES- ---------- -----CFS- ----------------------------- 1.00 0.00 0.00 0.00 1.83 39.00 38.00 OK 2.00 0.00 0.00 0.00 1.83 42.00 38.55 OK 21.00 0.00 0.00 0.00 0.61 42.00 39.56 OK 3.00 0.00 0.00 0.00 1.22 41.00 39.38 OK 31.00 0.00 0.00 0.00 0.61 41.00 40.35 OK 4.00 0.00 0.00 0.00 0.61 40.30 39.41 OK 41.00 0.00 0.00 0.00 0.61 40.30 *40.32 + NO MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION POT ', ­TVis 1S �j&�- R Cu��s�p�zH,z, . Si► u- T} F�'lb¢rtt.)cIc.s VtiwpeLED zo StA L' 5T'70(LL 'Je- uL . TtYE7 T_4L 4TOOLh gC n1•e. yN. 1 LSUMMARY OF SEWER HYDRAULICS ' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .9 ---------7-------------------------------------------------- ID SEWER NUMBER MAMHOLE UPSTREAM NUMBER DNSTREAM SEWER SHAPE REQUIRED DIA(HIGH) SUGGESTED DIA(HIGH) .ID NO. ID NO. (IN) (FT) (IN) (FT) ------------------------------------------------------------ '100.00 2.00 1.00 ROUND 12.05 15.00 101.00 21.00 2.00 ROUND 6.37 12.00 200.00 3.00 2.00 ROUND 10.35 12.00 31.00 3.00 ROUND 6.37 12.00 '201.00 300.00 4.00 3.00 ROUND 7.98 12.00 301.00 41.00 4.00 ROUND 6.37 12.00 IMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET ------------------ EXISTING DIA(HIGH) WIDTH (IN) (FT) ------------------ (FT) 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 12.00 0.00 tQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. GGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, ISITNG SIZE WAS USED ------------------------------------------------------------------------------- �SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE MMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER ------ -------- CFS -------- CFS -------- FEET FPS FEET FPS FPS 100.0 1.8 1.8 -------- 1.00 -------- 2.33 -------- 0.58 ----------------------- 3.91 2.33 0.00 V-LOW 0.6 3.3 0.29 3.22 0.34 7.79 0.78 1.24 V-OK '101.0 200.0 1.2 1.8 0.60 2.48 0.47 1.69 1.55 0.62 V-LOW 201.0 0.6 3.3 0.29 3.22 0.34 5.19 0.78 1.24 V-OK 0.6 1.8 0.40 2.08 0.34 2.60 0.78 0.67 V-LOW '300.0 301.0 0.6 3.3 0.29 3.22 0.34 2.60 0.78 1.24 V-OK FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS ---------------------------------------------------------------------- SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ISEWER D NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM $ (FT) (FT) (FT) (FT) ---------------------------------------------------------------------- '100.00 0.30 38.58 38.00 2.42 4-0.00 * NO 101.00 1.00 37.69 37.68 3.31 3.32 OK 200.00 0.30 38.71 38.58 1.29 2.42 OK 1.00 37.82 37.81 2.18 2.19 OK '201.00 300.00 0.30 38.84 38.79 0.46 1.21 *4 NO 301.00 1.00 38.85 38.84 0.45 W,* 0.46 NO tMEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET E1lS S TIC 5`{SRO^ OuTIP� `'t lPE- WIkNckk FLOu'RS OUT TUe ;p ' �- i�c `THIS s�C.na-.. .sue '��� �Nti 1s 1_� �� Siti+�2.we.�� or�'1�2 �.-`eST stOE `� "►Y�E Quin u� hp"". cqwvv4A w�Ttt /� C�7a3 Ir�caT UEFuy �PSCI►�� vwfltlL /�� �12�� t* SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS --------------------=--------------------------- SEWER , SEWER SURCHARGED CROWN ELEVATION ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM -------------FEET FEET 100.00. ------FEET 193.00 193.00 -FEET ------ 39.58 39.00 1.00 0.00 38.69 38.68 '101.00 200.00 44.00 0.00 39.71 39.58 201.00 1.00 0.00 38.82 38.81 '300.00 301.00 16.00 1.00 0.00 0.00 39.84 39.85 39.79 39.84 ---------------------------- WATER ELEVATION FLOW UPSTREAM DNSTREAM CONDITION FEET ---------- FEET 38.55 38.00 PRSS'ED 39.56 38.55 JUMP 39.38 38.55 SUBCR 40.35 39.38 JUMP 39.41 39.38 SUBCR 40.32 39.41 JUMP PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW 1* SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ----------------------------- UPST MANHOLE SEWER SEWER MANHOLE ENERGY FRCTION ID NO ID NO. ELEV FTFT ------------- ----- --- 100.0 2.00 38.64 0.59 21.00 39.72 1.00 '101.0 200.0 3.00 39.47 0.75 201.0 31.00 40.51 1.00 '300oO 301.0 4.00 41.00 39.48 40.49 0900 1.00 ------------------------------------------ JUNCTURE LOSSES DOWNST MANHOLE BEND BEND LATERAL LATERAL MANHOLE ENERGY K COEF ------------------------------------- LOSS FT K COEF LOSS FT IDFT 0.00 0.00 0.50 0.05 ------ 1.00 - 38.00 0.25 0.00 0.25 0.08 2.00 38.64 0.25 0.01 0.25 0.07 2.00 38.64 0.25 0.00 0.25 0.04 3.00 39.47 0.25 0.00 0.25 0.04 3.00 39.47 0.25 0.00 0.25 0.01 4.00 39.48 BEND LOSS =BEND K* VHEAD IN SEWER. LATERAL LOSS= OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE 'NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. t t---------------------- -------------------------------------------------------- .UDINLET: INLET HYDARULICS AND SIZING ' DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD -------------------------------------------------------- ER:Stewart and Associates -Ft Collins Colorado.... ........................... DATE 01-16-1995 AT TIME 12:40:12 �* PROJECT TITLE: INLET DESIGN *** GRATE INLET HYDRAULICS AND SIZING: ' INLET ID NUMBER: 1 ' INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: ' INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 SUMP DEPTH ON GRATE (ft)= 0.10 GRATE OPENING AREA RATIO (%) = 0.60 ' IS THE INLET GRATE NEXT TO A CURB ?-- NO Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET LONGITUDINAL SLOPE (%) = 1.00 STREET CROSS SLOPE (%) = 2.00 STREET MANNING N = 0.016 ' GUTTER DEPRESSION (inch)= 1.50 GUTTER WIDTH (ft) = 2.00 STREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = 3.81 ' GUTTER FLOW DEPTH (ft) = 0.20 FLOW VELOCITY ON STREET (fps)= 2.24 FLOW CROSS SECTION AREA (sq ft)= 0.27 GRATE CLOGGING FACTOR (%)= 20.00 ' CURB OPENNING CLOGGING FACTOR(%)= 20.00 INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE, (cfs)= 0.61 ' IDEAL GRATE INLET CAPACITY (cfs)= 5.08 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 0.61 CARRY-OVER FLOW (cfs)= 0.00 ' BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 0.61 CARRY-OVER FLOW (cfs)= 0.00 1 1 1 1 1 m B. EL 0 y_ c O N Q. O O �C LL cro v L cz a) U O O cu is 09 L Lo d CL < '- II II X 0rCV xQ v Co Q C x •U U C II (D Q `O I } 0 V^' U U U W D N O (� c :3 O O CC W LL- fi- II II O r O CO CM O a� �0 d'NO MOOr� p o� ir:c6 r- Cc6 046 w••«„ N N N r T r r r o 'beo �! T •e) W 1_ N T cf) 0) L/ (�0 TCOT 0)N0 d•CO .pq Ln �0wr. Ln M r �00000 0 In O 0 0 �q �ogCOOOC) f7LnN Ncq N COLnr'•LOLO CMr L6c6 4 (6o007N4 y �rrNN NC\JM0C) °^ O 0 0 It Od co rL000OCV) � N N M Ch 4 4 4 L6 L6 ao o •" w a O O O CA O N r LO CO ti CM LO LO M a) CO N 00 U LO CD I- CO 0 0 0 r r O O O O O O r r r ry g O O O O O O O O O 3 •�O000000OO r� y µ w Ln a wOlnOtnOLnOlnO NC'MC7It It �rrCV co M Q x ' ADVANCED DRAINAGE SYSTEMS, INC. "FACT SHEET' ' STANDARD PIPE PERFORATIONS 4-36" I. D.' N-12 PIPE Nominal Water Nominal Perforation Slot Length or Slot Width Inlet Area Perforation I.D. Type Diameter (Max.) (Max.) (Sq. In./Ft.) Configuration ' 4 Slot 1.25 0.125 2.95 DE 6 Slot 1.88 0.125 2.95 DE ' 8 Slot 2.50 0.125 2.95 DE 10 Slot 2.50 0.125 1.75 DE ' 12 Circular 0.375 = 2.50 H 15 Circular 0.375 1.85 H '18 Circular 0.375 = 1.56 H 24 Circular 0.375 1.58 11" Centers 30 Circular 0.375 — 1.25 11" Centers ' 36 Circular 0.375 — 1.25 11" Centers ' PERFORATION CONFIGURATIONS ' A B C D •� 45° 45°I. j None 2 at 1800 2 at 180° 3 at 1200 (900 from B) 1 E� 60° F 450 H � 60° f 4 at 900 f ? ' 3 at 1200 4 at 900 6 at 600 (600 from D) (450 from F) 1 NOTE 1 'ADS pipe is perforated for water entry with slots or circular perforations. The perforations are uniformly spaced along the length and circumference of the pipe. tNOTE 2 Unless otherwise specified, ADS pipe is manufactured to comply with the perforation requirements specified in the following industry standards: ASTM F405, ASTM F667, AASHTO M252, AASHTO M294, and SCS Code 606. Issued: March 15, 1991 p �U OZ �Z 0 � 00 m O d' II II :>P% U �00 c U CZ U o Q, U) o cz . a Vm� U ._ .0 ` _ 5 N N '�, cz U CL�. F T a_ h--CZLLI -TN L" ~ O fn W W zwoo _ zU)(n 3:oo U � � II II II ,n o 0 000 000 00 T T oL �z oZ r- z `'— O 0 n O li u (Do, -� .0 U o U) (Z O 0 CL U) . v UCZcn U '-0 CO co T Lau CL fW - CZ T N 1 L -i 2 ~ Zw00 Z _ J J ZU)U) =oo UFnFn II II II 000 moo O'O T T rce)i�M': lqt vlvl�i�v NNT0'(D(D �C,—` p O(')ON(DT0 OD,-:ln 0 O(�(Dtirti00t000O)0 OI(00NNCN7CNOCM� 1�':�(NDI v v� .�r v vv mt 3 0 0 0000000000:0 U O O 0 O; 0 0 0 0 0 O:O U) 70 080T:NN('Md'lnCDl- to 000,P.0000 OP 3 DETENTION DESIGN INFORMATION FOR PARK SOUTH COMMERCIAL MINOR SUBDIVISION LOT #1 1 STEWART&ASSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 Consulting Engineers and Surveyors By: Date: Client- Sheet No. — of 1 Project: Subject: �✓apll-299e .;Old 00 I. ?14 I I 7, z z 1 --- -- -�� ! , I _ .� TTU(��C�G1 .41� S I/�21It �i,TC__ I �.-��--�.G��7, ✓!dr ��%S5 i I 1 l - ------------------------------------------------------------ DETENTION POND SIZING BY FAA METHOD ' Developed by Dr. James Guo, Civil Eng. Dept., U. of Colorado Supported by Denver Metro Cities/Counties Pool Fund Study Denver Urban Drainage and Flood Control District, Colorado ■SER=Stewart and Associates -Ft Collins Colorado .............................. EXECUTED ON 06-07-1995 AT TIME 07:24:08 1ROJECT TITLE: parksouth '*** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 ' BASIN AREA (acre)= 14.36• RUNOFF COEF 0.52 DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY (IN/HR) -DURATION (MIN) TABLE IS GIVEN IURATION 5 10 20 .30 40 50 60 80 100 120 150 180 �NTENSITY 9.0 7.5 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 .1.0 ***** POND OUTFLOW CHARACTERISTICS: MAXIMUM ALLOWABLE RELEASE RATE = 1 CFS OUTFLOW ADJUSTMENT FACTOR = 1 AVERAGE RELEASE RATE = 1 CFS ' AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. 1 1 '***** COMPUTATION OF POND SIZE -------------------------------------------------- RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE MINUTE- INCH/HR ACRE -FT ACRE -FT ACRE -FT - ---------------- --------------------- 0.00 0 00 0 00 0�00 0� 00 5.00 9.00 0.47 0.01 0.46 10.00 7.50 0.78 0.01 0.76 ' 15.00 _ 6.35 0.99 0.02 0.97 20.00 5.20 1.08 0.03 1.05 25.00 4.70 1.22 0.03 1.18 30.00 4.20 1.31 0.04 1.27 35.00 3.85 1.40 0.05 1.35 40.00 3.50 1.45 0.06 1.40 ' 45.00 3.25 1.52 0.06, 1.45 50.00 3.00 1.56 0.07 1.49 55.00 2.80 1.60 0.08 1.52 60.00 2.60 1.62 0.08 1.54 ' 65.00 2.47 1.67 0.09 1.58 70.00 2.35 1.71 0.10 1.61 75.00 2.22 1.73 0.10 1.63 ' 80.00 2.10 1.74 0.11 1.63 85.00 2.00 1.76 0.12 1.65 90.00 1.90 1.77 0.12 1.65 95.00 1.80 1.77 0.13 1.64 100.00 1.70 1.76 0.14 1.63 105.00 1.65 1.80 0.14 1.65 110.00 1.60 1.83 0.15 1.67 ' 115.00 1.55 1.85 0.16 1.69 120.00 1.50 1.87 0.17 1.70 125.00 1.45 1.88 0.17 1.71 ' 130.00 1.40 1.89 0.18 1.71 135.00 1.35 1.89 0.19 1.70 140.00 1.30 1.89 0.19 1.69 145.00 1.25 1.88 0.20 1.68 156.00 1.20 1.87 0.21 1.66 155.00 1.17 1.88 0.21 1.66 ' -------------------------------------------------- 160.00 1.13 1.88 0.22 1.66 THE REQUIRED POND SIZE = 1.708479 ACRE -FT IHE RAINFALL DURATION FOR THE ABOVE POND STORAGE= %OS f5Pe= .`r efG��o� 2X/OD -yea Y = 11 7�, y00 cr 130 MINUTES . , T/G fr t DETENTION POND HIGH WATER LINE VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/6 (A + 4AB mean + B) 3. HWL=(VOL.REQ. —VOL.LOW CUML)*6/(AREA LOW+4*AVG.AREA+AREA HIGH) 1 1 1 1 i 1 i i 1 1 1 1 1 i 1 1 1 1 STEWART&ASSOCIATES 10 S. LD1RUM,FAX FORT gOLLINS, CO 80521 PH. 48Consulting Engineers and Surveyors By: L Date: 95Client: _ �i' ICG� Sheet No. _ of Project: T / �a�l v�✓ Subject: 11_ _Xoo- F ! I �.�i ��Ii I• ---i _. 1 _�LIi,; I_.lii l EROSION CONTROL COMPUTATION FOR SOUTH PARK COMMERCIAL MINOR SUBDIVISION LOT #1 PROJECT: Jasii� C1oW4W_,Rt�,otc_ CONSTRUCTION SEQUENCE LCr'f# � -PM l_ . STANDARD FOR11 C SUENCE. FOR 19 ONLY COMPLETED BY: AnQ. DATE: I-15 1icate by use of a bar line h -or modifications to or syurbols when erosion control measures will be installed. an approved approval by the City Engineer. schedule may require submitting a new schedule for ' YEAR qS MONTH I ---------------- ------------I---- I I i Nt. 0 RLOT GRADING ---- -------------- ------- - ---- -"-" i-""I WIND EROSION CONTROL I! I i' I i l 'Soil Roughing Perimeter Barrier Additional Barriers j Methods 'Vegetative Soil Sealant j Other RJNFALL EROSION CONTROL i STRUCTURAL: ' Sediment Trap/Basin Inlet Filters Straw Barriers i 'Silt Fence Barriers Sand Bags Bare Soil Preparation j 'Contour Furrows Terracing ! Asphalt/Concrete Paving I Other EGETATIVE: I ! (! ! i Permanent Seed Planting Mulching/Sealant Temporary Seed Planting f I ' -Sod Installation ! t Nettings/Mats/Blankets Other TICTURES: INSTALLED BY �E1�e�,ac� Co.mtkcrcy¢. MAINTAINED BY EGETATION/MULCHING CONTRACTOR Aj SUBMITTED (— APPROVED BY CITY OF FORT COLLINS ON DItF-C:1989 1 1 1 1 1 1 1 1 1 Rainfall Performance Standard Evaluation Project: _ ?t y��, l.w aR. Standard Form A By: Stewart & Associates Completed: 103 S. Meldrum Fort Collins, Colorado 80521 Date: Developed Subbasin Erodibility Zone Asb acres Lsb feet Ssb % Lb feet Sb % PS % .. k L t. IA t:1 I W UT rii Lou,, f WLD7 _f "flat A ►-fA NFWLC. " R s a,a.0 — use �, weTtt sJ-Tk ft,A U c USA HDI/SF—A:1989 ' EROSION CONTROL PHASES ' PHASE 1- . Phase 1 will be limited to the installation/relocation of the existing sanitary sewer that traverses the site from West Horsetooth Road South, to the South boundary of Lot 1. The total ' length being relocated is ± 800-feet and it is presumed that the disturbed area will be 40-feet wide the entire length. The ' remainder of the site will not be disturbed. ' PHASE 2- Phase 2 includes the construction of a staging and storage ' area to facilitate the future building activity. The area generally consists of.a strip 200-feet wide all along the North side of the building and 280-feet long. Gravel will be placed shortly after rough grading to accommodate contractor access. Silt fencing will be placed around the North, East and South ' boundary lines of the project area. ' PHASE 3- Footings and foundations are seen as the next sequence for ' the building construction. The area of disturbance is projected as 0.74 acres. Additionally on site storage of the excavated material will be accounted for in this phase. Soil excavated from the foundation will be placed and rough graded in the Northeast corner of the parking lot. This area is assumed to be 0.92-acres of bare earth. In this area fill is required for parking lot ' grading and this soil is the first step in accomplishing that grading plan. Straw bales will be placed on the downstream South side of this storage area. (continued) ' PHASE 4- Phase 4 will present the highest level of erosion exposure expected during construction. The detention/retention pond will be excavated creating a 6-foot deep hole with no outlet. This ' will aid in reducing bare soil exposure to rainfall erosion for the 1-acre making up that facility. Excavated material from the ' pond will be used in the Northern portion of the project next to the canal. ' With the foundation complete, the pond excavated and the construction staging built some exposure is avoided. However, the ' remaining ± 4-acres will be in bare earth. The combination of silt fencing and strategically placed straw bales will provide adequate protection for the two to three weeks before gravel ' placement. Once gravel in the parking is accomplished, the remainder of construction activities will only improve the erosion characteristics. 1 L 1 1 1 1 1 1 i 1 1 1 1 1 Effectiveness Calculation����st Project: `�,,L Same��w2 l�� Standard Form B By: Stewart & Associates Completed: NV-Q- 103 S. Meldrum Fort Collins, Colorado 80521 Date: I Erosion Control Method C— Factor Value P — Factor Value Comments: Per Sot •Ou 0,`1SMAO Zat-e. t,uo D i30 51l :�:E ,00 b,rj� O C) I , Do 2t��et_ 05 I,�D 2 L-Le, o ( (7,L-) 4 DO �D�o Core2 F� 2>-A (40' x ef-"O) Z,�j oKny HDI/SF—B:1989 Effectiveness Calculation -A T�Al,�-;Ez Project: ,z�-�z,i}t s �cra� (orv* I Standard Form B By: Stewart &Associates Completed: 103 S. Meldrum Fort Collins, Colorado 80521 Date: Erosion Control Method C— Factor - Value P — Factor Value Continents: I,cc) 0150 . MAO 3Att Do p, o Sit-r r ,00 O, O L) zoo' x zzo') o�ay HDI/SF—B:1989 Effectiveness Calculation � FktA S # Project: 7,�\Ly SOQ-T,-� �l Standard Form B By: Stewart &Associates Completed: kunL 103 S. Meldrum Fort Collins, Colorado 80521 Date: k/11/915 Erosion Control Method C— Factor Value P — Factor Value Comments: F3ARE SAIL S\LT .00 o .,5c) 6RA' S -7 0 Major PS S_ubbasin Area Calculations —Basin (%) (acres) Lox' LM 7�� _6ulLb4C Z&O Z7 I I .. .......... COW(Yos II-C "C vo-u-c— m::X: 7 q, t .9 Z kt)(t,00) + 1,410 04� I T� G S-1 At. = . 30 Cowt_i?cs ITe j,\J P, L,4— W + '15PO S O'J') k'L LI G .7; (Z—L 4�x .... ...... X100 HDI/SF—B:1989 Effectiveness Calculation, 01 ... Pr ject: 7PAzc SoQT�'\ C26 Standard Form B By: Stewart & Associates Completed: AUNQ 103 S. Meldrum Fort Collins,Colorado 80521 Date: I Erosion Control Method C— Factor Value P — Factor Value Comments: F�ARZ Sof L C)o 0.010. ROLY,4 7:4ZE(AULI%2. 00 0. SILT --1-�CA. 1'Oo 0.60 o k 1,00 UefiCTAnOA� D.45 t.00 ('00 0,64 1.00 0 LcT 1 �ZIS71 1 tS'cn*,Te I it '+AC I RE EW NUA-nuv, 'Fv� I'Tke P0"k] QE zey'&-"O S I N>-L ('r Fv'-tn. m. k TV -A tqV o k&,r \Sj T&AT W% L( �c HDI/SF—B:1989 1 STE V VART& SSOCIATES 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 Consulting Engineers and Surveyors 1 By: �%� Date: Client: Sheet No. _ of 1 Project: 5/_ Subject: 1 i 1 1 1 11 1 i i 1 1 1 -I _ 1 illll X oZ I i III�� i { { i , ii I � i I EXHIBITS FOR PARK SOUTH COMMERCIAL MINOR SUBDIVISION LOT #1 No Text L-- — — <<F� — -- ---- --- — -- ---- Tt- •' 'MRSET OTH RC D s9 �3 1 i. .i.' :� •c. j ( . • �I ^ `` BM 5032 •� _ 1• 1 ' I , •I;' / i' 1 rx_S'So `-� " •�l •�!• I •�il NSW M CER ! �� 1 0 •I4 • : �l. •I: I �1 'CANAL • •i:. • I 1 I �. .{ _ I ,� is IQ, in Wa • ;, s Lake. IF • • I Ip r �� ' l�D sari r�,,,,0 4991 '� ...1M1M1MI/ � !!! r ssse - li. -134 �`� 5065 — --- — — $oc<�, ' • Iy �sms¢= c� — ----- — -- -1 —.- ii i:�c' iL9Ni ! 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L - - � yY,D it 1 Of l• �.-..��' nRArurcE s TErEwrgv vsLUFHr all ea`- .Yp Lrl Fruuw . /p i".^ N - - u0 en E 14 I 41 : LO i �i TACRES fI /Ss �Y? /�° / rt,- .B:sAC IRF; It Obi 1I r`. y4, / r:• Zo-7 __"-"- rP•''6�"r''` O 1 I 4 i I� .x�' 1 L - i Jl•pl' /.1 p.,pf "�' I.,rf '�� \ `'I A Cf i a At' NN i ' I{ - ell 1 FF BEf S� . `+ l >rr 11 aJcls IIC. I r D4 °FF as Jr' •�,- a..p> 1 - d.,E: �M� l4r �Y15 I-e— pia let R 1 --L. Q O 1!:i Pr r.�--,�ili--'�11 - - •F �r:i/f .� - n a�r °.o%yj ate. �` Ar:. si �'!� r"ror .vr4'. —q iv laJ 1 \ < :l i Lr. LzaT.. a. e✓6ar - / � :ID FJI 1 ni 1 i - li -- z•y - rr 1�- P! � t_.r�. =.= r._ " ems_ f _ 0 D � m'arv¢iwnui� �. __ _ .i6 �. . 1, - —T - •. .. V ' of Vol M+IE• OfN /ter/I rB4r - / O.'•.I•. -:n- ° v 'rn \ / .. V / U LEl >w> �>a Ab:>.+} N>ri-. "4� i r , ..r -_. -.--- - Q rn _ I }B N 3 Jr , rr t a l ia.` u� \ 6 i ` • r•" //_ _ 000 o Rik all Is "Jill, i]�"DEVELOPED BASIN HYDROLOGLIC SUMMARY Q l roil • / / lor r:w-. der/.r:2ve ueei uReA Cie 010paq' c+W OIm N.. 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