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HomeMy WebLinkAboutDrainage Reports - 12/08/1997o °a ^1 ° 0 o �° o JQ o o Final Drainage and \ Erosion Control Study for the o ° �Spr"_adley Barr Dealership o �Fort Collins, Colorado o o°o°o 1� o o0 1 1 1 1 1 (Revised December 8, 1997) THE SEAR -BROWN GROUP Standards in Excellence I L 1 L 1 i U L 1 1 1 1 1 [1 i 1 I 1 J THE SEAR -BROWN GROUP FULL -SERVICE DESIGN PROFESSIONALS FORMERLY R13D, INC. 209 SOUTH MELDRUM FORT COLLINS, COLORADO 80521-2603 970-482-5922 FAX: 970-482-6368 Mr. Rex Burns December 8, 1997 Larimer County Engineering Department 218 West Mountain Avenue Fort Collins, Colorado 80522 RE: Final.Drainage and Erosion Control Study revisions for the Spradley Barr Site Dear Rex: We are submitting to you, for your review and approval, this Final Drainage and Erosion Control Study for the Spradley Barr Site. All computations within this report have been completed in compliance with the Larimer County Storm -Water Management Manual. This report is a revised version of the Preliminary Drainage and Erosion Control Study dated August 27, 1997. The revisions include redesigning the curb cuts to accommodate the 100 year storm event, new grading of the northern parking lot area of the site, and a new hydraulic analysis of the storm sewer system that includes the effects of an alignment adjustment. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, The Sear -Brown Group, Inc. Prepared by: C rederick C. Ernst, E.I.T. Design Engineer Reviewed by: Kevin W. Gingery, P.E. Senior Engineer 1 NEW YORK- PENNSYLVANIA COLORADO -UTAH STANDARDS IN EXCELLENCE f OIJAP 617S6:i0P11WMAd1y116.1119 Final Drainage and Erosion Control Study For the Spradley Barr Dealership (Revised December 8, 1997) Fort Collins, Colorado December 9, 1997 l Prepared for: Client: Spradley Barr Dealership Fort Collins, Colorado 80525 Prepared by: The Sear -Brown Group 209 S. Meldrum Fort Collins, Colorado 80521 (303) 482-5922 SBG Job No. 598-004 TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION 1 A. Location 1 B. Description of Property 1 II. DRAINAGE BASINS 2 A. Major Basin Description 2 III. DRAINAGE DESIGN CRITERIA 2 A. Regulations 2 B. Development Criteria Reference and Constraints 2 C. Hydrological Criteria 2 D. Hydraulic Criteria 3 E. Variances from Criteria 3 IV. DRAINAGE FACILITY DESIGN 3 A. General Concept 3 V. EROSION CONTROL 4 A. General Concept 4 VI. CONCLUSIONS 5 A. Compliance with Standards 5 B. Drainage Concept 5 C. Erosion Control Concept 5 REFERENCES 6 APPENDIX 7 Vicinity Map 8 Site Hydrology 10 Sidewalk Chase, Curb Opening and Swale Sizing 16 Storm Sewer Pipe Design 20 SWMM Model Analysis 28 Detention Pond Design 51 Inlet Design 53 Erosion Control Plan 58 I I I 1 E1 I I I I I Preliminary Drainage and Erosion Control Study For the Spradley Barr Dealership GENERAL LOCATION AND DESCRIPTION A. Location The proposed site is located in the NE 1/4 of Section 2 T.6N, R. 69W of the 6th Prime Meridian, Larimer County. The site is bounded on the North by the Arbor Plaza commercial development, on the East by College Avenue, on the South by the Fossil Creek Nursery and on the West by the Burlington Northern Railroad. The site consists of approximately 9.4 acres. A location map is included in the Appendix of this report. B. Description of Property This property consists of the former Poudre Valley REA site. The general topography of the site slopes from the Northwest to the Southeast at a grade ranging from 2%-4%. The proposed building plan will redevelop the site for use as an auto dealership. The existing buildings on the site consist of a main building encompassing 32,490 square feet and 'a rear service building of 3,600 square feet. The proposed redevelopment will add an additional 29,106 square feet of building space to the main building. The rear service building will stay and is not to be externally modified. The existing water and sanitary sewer services are adequate for the, new development and will be retained. Historically sheet flow from the paved area of the Poudre Valley REA site has been allowed to flow onto the Fossil Creek Nursery property. Historical overland flows have also been released from the site through an 18 inch corrugated metal pipe that runs east under College Avenue . Historical flows that are not captured by this pipe are conveyed by on -site gutter to the College Avenue gutter system. 1 11 1 i 1 [1 rJ 1 1 I [_1 1 1 1 1 C] 1 1 1 DRAINAGE BASINS A. Major Basin Description The site is located within the Fossil Creek Drainage Basin. No major drainage ways exist within the site. DRAINAGE DESIGN CRITERIA A. Regulations The Larimer County Storm -Water Management criteria was followed for the preparation of this report. B. Development Criteria Reference and Constraints Flows are released from the site in quantities equal to the historical condition. Stormwater has historically been routed south to the Fossil Creek Nursery property and underneath and over to the east side of College Avenue. Upgradient flows north of the site are contained by the curb and gutter present on the Arbor Plaza property and drains to a local storm drainage system. Offsite flows west of the site follow the existing topography to a drainage ditch near the railroad and are subsequently diverted around the west side of the site. C. Hydrological Criteria The rational method for determining surface runoff was used for the project site. The ten-year and one hundred -year storm event criteria, obtained from Larimer County, were used in calculating runoff values for the proposed condition. The two year storm event was used to compute the allowable release rate from the site. These calculations and criteria are included in the Appendix. This site implements a linked detention pond system, therefore routing through the detention pond system was analyzed by using a SWMM Extran modeling program. The program input and output are included in the Appendix. The required storage volume has been computed to be 0.489 ac-ft. The proposed 1 2 ' detention ponds provide a total of 0.703 ac-ft at the freeboard elevation. D. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the Larimer County Storm -Water Management criteria and are included in the Appendix. E. Variances from Criteria No variances from the Larimer County Storm -Water ' Management criteria are being sought for this project. -� IV. DRAINAGE FACILITY DESIGN A. General Concept The stormwater from the proposed redevelopment of this site will in some areas be detained for release and in other areas allowed to flow in drainage patterns similar to the historical condition. The flows that will be detained are generated from the northern and eastern sections of the project site. Flows from basins 1, 2, 3, 4, 5, 6, 7, 8, 9, 11, 14 and R1 are conveyed to Detention Pond 11 through a system of storm pipe, curb cuts and sidewalk chases. The curb cuts are sized to accommodate the 100 year storm event and release these flows onto embankment armored with rip rap. The area inlets at design points 1 through 6 are designed to intercept flow that is channeled by the concrete pan located in ' the North parking lot. The captured flow is discharged into the storm sewer pipeline. The pan is to be constructed at a slope of 0.59%. During the 10 year storm event, the flow at each of these design points is fully captured by the area inlet and transported to Detention Pond 11 by the storm sewer piping. J 1 3 Detention Pond 11 and Detention Pond 12 are linked together via an 18-inch RCP storm sewer line. The discharge from basin 10 is passed through a curb cut and gravity flows to Detention Pond 12. The flows from basin 10 and Detention Pond 12 are accumulated in Detention Pond 12. Detention Pond 12 outlets into an 18-inch RCP through a fixed orifice plate. The orifice plate is designed to limit the maximum off -site discharge to the two-year historical rate of 2.29 cfs. The flows from basins 13 and 16 are transported similar to the historical condition, via sheet flow and gutter flow out to the College Avenue gutter. ' Flows from basins 19, 22, 23, 24, 26 and 27 are routed offsite through a network of sidewalk chases and curb cuts. Grading has been provided in the southwest corner of basin 14 to allow ' for spillover into basin 23 during the 100 year storm event. A weir calculation provided in the Appendix displays the water surface elevation at design point 14 during this event. Flows from basins 24 and 26 are released onto rip rap protected embankment. The curb cut at design point 24 is sized for the 100 year storm event. Flows from basins 25, 28 and 29 spill over onto the existing ' Fossil Creek Nursery property. The proposed storm water routing provided by the aforementioned design points closely imitates the historical flow conditions. The downstream discharge points have been agreed to by both property owners. At the time this report was drafted a legal document outlining the agreement was under development. IJ V. EROSION CONTROL A. General Concept ' This site currently falls under Larimer County jurisdiction regarding the anticipated construction window, therefore, erosion control criteria from the Larimer County Storm -Water Management Manual, 1979 was implemented for this project. Please see the Erosion Control Plan included in the Appendix. 1 4 I VI. CONCLUSIONS A. Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria Manual and the erosion control standards found in the Larimer County Storm -Water Management Manual. B. Drainage Concept The proposed drainage concepts adequately provide for the safe transmission of stormwater flows off the proposed Spradley Barr site. Drainage detention and routing methods were employed to ensure that the historical flow condition from the ' site was not adversely affected. ' C. Erosion Control Concept The proposed erosion control plan provides adequate control of wind and rainfall erosion from the Spradley Barr site. Suggestions for the erosion control structures used on this project were taken from the Larimer County Storm -Water IManagement Manual. I I 1 I I 1 5 r ' REFERENCES 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised May, 1997. 2. Larimer County Storm -Water Management Manual , April 1979. 3. Fossil Creek Basin Master Drainageway Study, Planning Study, Fort Collins, Colorado, by Simons, Li and Associates, Inc., 1982. r I I I I I I I 1 6 f T f i j I I Appendix I I I I 1 I 1 i I I I I I 1 d ' Vicinity Map I I I I I I I I I No Text I I F Site Hydrology r I r I I I I I I 1 I F1 I O 6 o W e o o G o o c O G o 0 0 o c G o c o o G o R 0 N m m OI t^^ 0 0^ N N 1� W 1pp�1 EN�OO N �m � w m Om p Np q �q b0O q mq Nm p Wp O ppW W O E COp, G O G G O C C G o C O 0 0 G C w MNIN Om �Rm�IA mmlm'1 'n m.. $�NNCI N+� N .......... N ry N N N N N N N N N N N N N N N N ry N N N N N N N N N N N N N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O Y o 0 666660066 1 1 1 I� u U ♦ o o ., U _, U II r 1 n Qo € m o `C G d d m r oem= U m s 'u 0 T d d m �9L°a Fm I m Y Q� i W C' J E � 1N IN 1A 1A IA 1(N 11i YI 1A 1A � � In IA IA 1N 1N m m H m 1A N � N Qa O n m m m m Sc,m W m O O n m l7 O r 17 A O n A A A A W N f7 N N N N lh N N (�l O O N C! l7 l7 N lh N N N N N N N F. W J a o m r n n n C1 m M m o a o N l7 0 o m o 0 0 0 0 I ON N——— l'1 N N HI N f7 l7 m lh N N N N N N N Q N ~ J W m (L aaaaaaaaaaaaaaaaaaoaaaLm U 2 ~ n A O m 0 0 l7 m 0 O m m O m P N m m 7- m m N A N 0 0 m < N O N M O O O J c mmAmAmm000N�'?am00000� oo'?"m w E f z �w W 0. O O O O O O O O O O A a 0 m aD O m m 0 OJ N Q F Z Z v N N N N N N N O O O N' m H O 0 0 H O a 0' N m m N O N m N N N m m l7 m N m n N y m m N m m m m NM W t7 m G oN o c o 0 0 0 o c o c c o c o c o 0 0 0 o c 0 0 0 Q O l7 Y N Y m m O m Fn a v N N O Y n m O t�l 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 mQ m� y z Q Z" �Nl7O mmA mm�� �� m' Nt�lOmmnmm� . N N N N G l 1, ��EAiaeBB-.°i: A_.i eiVe!RBa.�ee° �� a°oeveooeeee°eeeee8eeevaee �� pYlle 68CVi4�jeti°e!ABOzAB!° iauara��s°°aaiaa:�asscra e°:!e°9°o:ee99e"° 1 SeS..SSS ^. S??SS... :pSSpgS F aaaaaaaaaaaaaa eaaaaaaa ...eaaSaSaaaaSSSaaS9aa" aaaeee._ea»aaee...ee..e a`a aaaaa.m _..ease Fi'e a.e. 1.14,,,.,g,,,..,t,,,,, +' ..SSSSSS??5....SScSSp�S 3� ~n •a'.a!__lAAXAACAA: i n'�n 's H� d9 � ff Y W C J �'yE� mmI[)I[I �tI YI YI huiN��N1ANNN Iff NNN i[f LL J C mn IAn CI CI mA000 CI QeD A Q 77O ul C)O Om E �0000�000�oo�i��o�ni Cio��ooc }" F N 0 0 0 0 0 M N A O O N OI m m' m N n N N N N N n�mmulm vlmmmooAmolQ Clnonnnnn fV Cl fV fV fV N CI N (V Cl G G fV C) C) Cl fV C) fV fV N tV fV fV fV W J r W yl O r J W m ��°Daaaaaaaaaaallaaaaaaa�aaaaaa U 0 O C n n O m 0 0 C m 0 O m m m a N m m A m O O m C) O O m O mV A O O A;;O O m IZ J w f r O = w d O O OJ O p O Op p O OO O O A Q O m a0 O m m h f N O O O Q C) N N I I I N I— I "--N W co IOf I I[ l I l I n 3 _ r Z J (� m AmmAmmaommmroClnmmrn�i�mNmmNCIm Q o000000000000000000000000 0 g m m O m m C I m m A pp N�mQ Q Ong mm0 nth IX G O 0 0 m m co Z N m I I I Ij 0 1 I �� 8'dpRBR8888BO8B88RR88888H Tg9gql.tl..a tloxxee000a M R S.se«esW88pppnpPkBNee:`o o: }APeCip®CiIXdi:eo:o«'^pi6=d c...._...... :'coo... p p ACpRPpPRRR6CRRRRRpBiRRRQR C RooF!lBBioiCi6oid 6Aoo .gO.u...6o...Otl....o. ^q.q.on.. aa.nx.....�.aaaaaaapa^_ f€a aaaaaaaaa;aaaaaaaaoaaaa . � 33f3Y3lif33«f 3f3iYffi4i3f �€a .aaaaaaaavaaaaaaaaaaaaa j g ....................... .ngnnn.••opa'. 'o.•onoo.... tl����._tlry.._ tl..N..tltltlo d�e�d��allFflilllalll�$f N� 'N P Sidewalk Chase, Curb Opening and Swale Sizing I I I I I�L a d o a m m 0 ID°1 0 N t vQpZ (Cc t5 m d m v�na y N M 00 O) ch H O N w N O tD N CO f m n n m m m N 0 N 0 1q 0 0 0 0 0 0 0 0 0 0 v,ovYa 0 0 0 0 0 LO O O co O lei Ln (D O O O O O O O 0 0 0 0 0 0 tD W CD fD CO 00000 00000 0ch N N N N C 2 ° m _ O L � m �m O f7 C O O i N ^� m w tx LLm q C cU 9 II m 0 2 U 2 U m 23 Ol £m n u 0 c u u u -cc 0: (A i i I I [1 1'. r !I **•*** HYCHL ****** (Version 2.0) **m* Commends Read From File: N:\HYDRO\NCTRANS\HYCHL\D26.CHL JOB d26 URI 0 •* UNITS PARAMETER e 0 (ENGLISH) CHL .25 4.8 TRP 32 .1 i •• LEFT SIDE SLOPE .1 AND RIGHT SIDE SLOPE .1 '• THE BASE WIDTH OF THE TRAPEZOID (FT) 32.00 LRR -1 2 0 2.65 0.047 •• STABILITY FACTOR 1.00 *• SPECIFIC GRAVITY 2.65 •* SHIELDS PARAMETER .047 END *************••END OF COMMAND FILE****"****" d26------------ INPUT REVIEW DESIGN PARAMETERS: DESIGN DISCHARGE (CFS): 4.80 CHANNEL SHAPE: TRAPEZOIDAL CHANNEL SLOPE (FT/FT): .250 ..................................... HYDRAULIC CALCULATIONS USING BATHURST FLOW (CFS) 4.80 MAX DEPTH (FT) .08 AREA (FT-2) 3.04 WETTED PERIMETER (FT) 32.19 HYDRAULIC RADIUS (FT) .09 AVG VELOCITY (FT/SEC) 1.58 RANKINGS EQUIVALENT .188 Davg / D50 .39 FROUDE NUMBER 1.01 REYNOLDS NUMBER (10.5) .16 RIPRAP DESIGN LINING CONDITION TYPE BOTTOM; STRAIGHT RIPRAP SIDE; STRAIGHT RIPRAP *** NORMAL END OF HYCHL *** Date 08-26-97 PERMIS SHR CALC. SHR STAB. (LB/FT'2) (LB/FT-2) FACTOR .... ......... ...... 1.19 1.18 1.00 .89 .89 1.00 050(FT) 1.84 kx,� l 14g 1' I Curb Cut Design 100 year design storm Spradley Barr Dealership Project No. 598-004 7.00 11.48 0.40 2.80 8.13 8.13 9.00 7.13 0.40 2.80 5.05 5.60 10.00 3.56 0.40 2.80 2.52 2.96 24.00 23.15 0.67 2.80 35.31 35.31 The Sear -Brown Group 11:20 AM 12/8/97 C J n ' ****** HYCHL ****** (Version 2.0) ****** Date 12-08-97 ' JOB Design Point 7 UNI 0 ** UNITS PARAMETER = 0 (ENGLISH) t CHL .1 TRP 12 100 100 100 LEFT SIDE SLOPE 100.0 AND RIGHT SIDE SLOPE 100.0 ** THE BASE WIDTH OF THE TRAPEZOID (FT) 12.00 LRR -1 2 0 2.65 0.047 *' STABILITY FACTOR 1.00 SPECIFIC GRAVITY 2.65 ** SHIELDS PARAMETER .047 END **"***********END OF COMMAND FILE************ ' Design Point 7 INPUT REVIEW ' DESIGN PARAMETERS: DESIGN DISCHARGE (CFS): 8.13 CHANNEL SHAPE: TRAPEZOIDAL CHANNEL SLOPE (FT/FT): .100 *** WARNING *** EQUATION 24 USED TO ACHIEVE CONVERGENCE --- _------- _--- _-------- ____---- _________ HYDRAULIC CALCULATIONS USING NORMAL DEPTH ----------------------------------------- DESIGN FLOW (CFS) 8.13 MAX DEPTH (FT) .50 ' AREA (FT'2) 32.65 WETTED PERIMETER (FT) 114.92 HYDRAULIC RADIUS (FT) .28 ' AVG VELOCITY (FT/SEC) .25 MANNINGS N (LOW FLOW) .514 Davg / D50 .45 REYNOLDS NUMBER (10-5) .65 RIPRAP DESIGN ' LINING PERMIS SHR CALC. SHR CONDITION TYPE (LB/FT-2) (LB/FT-2) STAB. FACTOR D50(FT) BOTTOM; STRAIGHT RIPRAP 3.D9 3.10 1.00 .64 SIDE; STRAIGHT RIPRAP 2.90 2.91 1.00 .60 t*** NORMAL END OF HYCHL *** I I t 11 U I Ij 1 1 1 I ****** HYCHL ****** (Version 2.0) ****** JOB Design Point 24 UNI 0 " UNITS PARAMETER e 0 (ENGLISH) CHL .005 35.31 TRP 25 100 100 ** LEFT SIDE SLOPE 100.0 AND RIGHT SIDE SLOPE 100.0 " THE BASE WIDTH OF THE TRAPEZOID (FT) 25.00 LRR -1 2 0 2.65 0.047 " STABILITY FACTOR 1.00 ** SPECIFIC GRAVITY 2.65 " SHIELDS PARAMETER .047 END ****"******'"END OF COMMAND FILE*'******"** Design Point 24 , INPUT REVIEW ------------ DESIGN PARAMETERS: DESIGN DISCHARGE (CFS): 35.31 CHANNEL SHAPE: TRAPEZOIDAL CHANNEL SLOPE (FT/FT): ......................................... .005 HYDRAULIC CALCULATIONS ----------------------------------------- USING NORMAL DEPTH DESIGN FLOW (CFS) 35.31 MAX DEPTH (FT) .38 AREA (FT-2) 24.35 WETTED PERIMETER (FT) 101.82 HYDRAULIC RADIUS (FT) .24 AVG VELOCITY (FT/SEC) 1.45 MANNINGS N (LW FLOW) .028 Davg / D50 9.59 REYNOLDS NUMBER 00-5) .01 RIPRAP DESIGN LINING CONDITION TYPE BOTTOM; STRAIGHT RIPRAP SIDE; STRAIGHT RIPRAP *** NORMAL END OF HYCHL *** Date 12-08-97 PERMIS SHR CALL. SHR STAB. (LB/FT-2) (LB/FT-2) FACTOR D50(FT) ---------- --------- ------ --- .12 .12 1.00 -02 .11 .11 1.00 .02 1 I S I 1 11 1 I Parking Lot w\ Pan Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\sprdaley.fm2 Worksheet North Parking Lot 2 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Manning s Coefficient 0.014 Channel Slope 0.005900 ftt t Water Surface Elevation 17.20 ft Discharge 0.60 cis 18.6 18.4 18.2 ' 18.0 ' 17.8 C 'ccdt) 17.6 W 1 17.4 17 17 10 4a . 1-a O-j 1 N T21UC.1..� ?\ a.! or tilo2r a �alvcl a: (poi ______l_______r------1-------r-------I-------r-------I--____-1-------I 1 1 1 I I I 1 1 I I 1 1 1 1 I 1 I I I I I I I I I I 1 I I I 1 I I I 1 I I 1 I I 1 1 1 _______ ______ 1 1' _______ i _______ 1 I 1 I 1 I 1 I 1 I I 1 1 1 I 1 I I 1 1 1 I I 1 I I 1 I I 1 I 1 I I 1 I 1 1 I I 1 1 1 I I 1 1 I I I .------y--------- -------------------- 1 I 1 1 I I I I 1 1 I 1 I I 1 I 1 I I 1 1 1 I I I 1 1 1 1 I I 1 1 1 I 1 I 1 1 1 I I I I 1 1 1 I 1 I 1 1 1 I I I I 1 I I I I I 1 I I I I 1 I I 1 I 1 I 1 1 1 1 I I 1 I I \a 1 1 I I 1 1 1 1 I 1 I I I 1 I I I I 1 I I 1 I 1 I 1 1 I 1 I 1 1 I 1 I 1 ______ ,_1 ______T______ 1 _I 1 1 1 1 I I I I 1 I 1 I 1 1 I 1 I I I I I I 16.8 -60.0 50.0 -40.0 -30.0 -20.0 -10.0 0.0 10.0 Station (ft) 20.0 30.0 12/04/97 FlowMaster v5.15 ' 10:00:10 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ,I I 10 C I �l Parking Lot w\ Pan Cross Section for Irregular Channel Project Description Protect File c:\haestad\fmw\sprdaley.fm2 Worksheet North Parking Lot 2 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient 0.013 Channel Slope 0.005900 ft/ft Water Surface Elevation 17.34 ft Discharge 6.19 cfs 18.6 18.4 ' 18.2 18.0 17.a t C O 4) 17.6 W 1 I IJJya. ------ •l------- r------ l ------- r------- r______,f------- r______ T------- I I 1 I 1 1 I 1 1 1 I 1 I 1 1 I 1 I I I I 1 1 I I I 1 1 1 I 1 I I 1 I 1 I 1 I I I 1 1 1 I 1 I 1 I 1 ______! I ______ I _ ______ I ' _______ I 1_______I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I 1 1 L______J_______L_______I______. 1 1 1 1 I I I 1 I 1 I I 1 I 1 I 1 I I I 1 I 1 1 1 1 I 1 I I I 1 I 1 I I 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 I 1 I r------ ------ T------- 1------- 1 I 1 I 1 1 1 1 I I 1 1 I 1 I 1 1 I 1 1 I I 1 1 1 1 I 1 1 1 1 1 1 I I 1 I 1 1 �J�4Q I I 1 1 I I I 1 1 I 1 1 1 I 1 1 1 I 1 1 I 1 1 I 1 1 1 I I I 1 1 I 1 I 1 I 1 1 I I I 1 I 1 I I 1 I 1 I 1 I I 1 1 1 1 I 1 1 1 I _____! 1 _____ ! 1 r' 1______ - T- i______ 1 1 I I 1 1 1 I I 1 1 1 I I 1 1 I 1 I 1 1 16.8 -60.0 17 17.2 17.0 -60.0 -40.0 30.0 -20.0 -10.0 0.0 10.0 Station (ft) 20.0 30.0 12/04/97 FlowMaster v5.15 ' 09:58:59 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Zo 1 1 I 1 1 I I I I I I 11 I I I I Storm Sewer Pipe Design I 1 1 1 a� a 1 1 1� 1 1 1 1 1 1 1 THE SEAR —BROWN GROUP Project: Sz::.. Project No. BY: Checked: Date: ia/3,/97 Sheet of •Y Nf®� •m o- .es SIR N N N N 0 m i N v =I 8 0 0 0 O d n N S 0 0 0 d H 0 0 0 0 8I O pO pO OOCG OyO� OOpOOOOpO OO pO pOO 8YOINlmdddaI d9dd53$dcd 0 0 0 0 0 0 0-- 0 0 0 0 0 0 0 0 0 Rm�mo«�m�So:,9�s�,om cme dcc6d ccccedecd ��.9i :ii Cu^i�S.Rn�u'4�oo00 -mm m r•i f eioo moot o oc o ammmm:�:ammmmm^mmmm A l l" I STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties 8 UDFCD Pool Fund Study USER:RDB-Fort Collins -Colorado ............................................... ON DATA 12-05-1997 AT TIME 16:58:19 VERSION=01-17-1997 **' PROJECT TITLE :Spradley Barr Dealership RETURN PERIOD OF FLOOD IS 10 YEARS (Design flow hydrology not calculated using UDSEWER) **' SUMMARY OF HYDRAULICS AT MANHOLES ............................................................................... MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION _.•..........................................................."...__._...._.._ MINUTES INCH/HR CFS FEET FEET 2.00 11.45 10.98 10.43 OK ' 3.00 11.45 13.54 10.41 OK 4.00 11.45 14.81 11.32 OK 6.00 9.36 15.81 12.03 OK 7.00 8.40 16.18 12.34 OK 8.00 7.54 16.44 12.55 OK 9.00 5.72 17.23 13.00 OK 10.00 4.52 17.48 13.34 OK 11.00 5.67 16.00 14.21 OK 12.00 13.00 0.63 0.63 17.16 17.16 14.56 14.57 OK OK 14.00 0.63 17.18 12.27 OK 15.00 0.63 17.18 12.28 OK 16.00 0.63 17.18 12.53 OK 17.00 0.63 17.18 12.54 OK ' 18.00 0.63 17.18 12.84 OK 19.00 0.63 17.18 12.85 OK 20.00 0.63 17.18 13.17 OK 21.00 5.00 0.63 9.36 17.18 15.80 13.17 11.82 OK OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION "* SUMMARY OF SEWER HYDRAULICS ' -_----NOTE_ THE GIVEN FLOW DEPTH -TO -SEWER ................................................................... SIZE RATIO--.8 SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ' -ID NUMBER -_-- UPSTREAM DNSTREAM ID NO. ID NO. _--------_ SHAPE DIA(RISE) ------ (IN) (FT) ---------------------------------- DIA(RISE) (IN) (FT) DIA(RISE) (IN) (FT) WIDTH (FT) 23.00 3.00 2.00 ROUND 21.02 24.00 21.00 0.00 34.00 4.00 3.00 ROUND 22.08 24.00 21.00 0.00 67.00 7.00 6.00 ROUND 19.66 21.00 21.00 0.00 78.00 8.00 7.00 ROUND 18.88 21.00 18.00 0.00 89.00 9.00 8.00 ROUND 17.02 18.00 18.00 0.00 910.00 10.00 9.00 ROUND 15.58 18.00 15.00 0.00 1011.00 11.00 10.00 ROUND 16.96 18.00 15.00 0.00 1112.00 12.00 11.00 ROUND 7.14 12.00 12.00 0.00 614.00 14.00 6.00 ROUND 7.14 12.00 12.00 0.00 716.00 16.00 7.00 ROUND 7.14 12.00 12.00 0.00 1118.1111 18.00 8.00 ROUND 7,14 12,00 12.00 0.110 920.00 20.00 9.00 ROUND 7.14 12.00 12.00 0.00 1213.00 13.00 12.00 ROUND 7.14 12.00 12.00 0.00 2021.00 21.00 20.00 ROUND 7.14 12.00 12.00 0.00 1819.00 19.00 18.00 ROUND 7.14 12.00 12.00 0.00 1617.00 17.00 16.00 ROUND 7.14 12.00 12.00 0.00 1415.00 15.00 14.00 ROUND 7.14 12.00 12.00 0.00 45.00 5.00 4.00 ROUND 20.47 21.00 21.00 0.00 56.00 6.00 5.00 ROUND 20.47 21.00 21.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EKISITNG SIZE WAS USED ............................................................................... SEWER ID DESIGN FLOW NORMAL FLOW Q FULL Q DEPTH NORAAL VLCITY CRITIC DEPTH CRITIC FULL VLCITY VLCITY FROUDE NO. COMMENT NUMBER ............................................................................... CFS CFS FEET FPS FEET FPS FPS 23.0 11.4 11.5 1.75 4.76 1.24 6.29 4.76 0.04 V-OK 34.0 11.4 10.0 1.75 4.76 1.24 6.29 4.76 0.00 V-OK 67.0 8.4 10.0 1.22 4.68 1.07 5.44 3.49 0.78 V-OK 78.0 7.5 6.7 1.50 4.27 1.06 5.64 4.27 0.00 V-OK 89.0 5.7 6.7 1.07 4.24 0.92 5.03 3.24 0.75 V-OK �1 910.0 4.5 4.1 1.25 3.68 0.89 4.87 3.68 0.00 V-OK 1011.0 5.7 4.1 1.25 4.62 0.96 5.58 4.62 0.00 V-OK 1112.0 0.6 2.5 0.34 2.67 0.34 2.64 0.80 0.94 V-LW 614.0 0.6 2.5 0.34 2.67 0.34 2.64 0.80 0.94 V-LW 716.0 0.6 2.5 0.34 2.67 0.34 2.64 0.80 0.94 V-LW 818.0 0.6 2.5 0.34 2.67 0.34 2.64 0.80 0.94 V-LW 920.0 0.6 2.5 0.34 2.67 0.34 2.64 0.80 0.94 V-LW 1213.0 0.6 2.5 0.34 2.67 0.34 2.64 0.80 0.94 V-LW 2021.0 0.6 2.5 0.34 2.67 0.34 2.64 0.80 0.94 V-LW 1819.0 0.6 2.5 0.34 2.67 0.34 2.64 0.80 0.94 V-LW 1617.0 0.6 2.5 0.34 2.67 0.34 2.64 0.80 0.94 V-LW 1415.0 0.6 2.5 0.34 2.67 0.34 2.64 0.80 0.94 V-LW 45.0 9.4 10.0 1.34 4.75 1.14 5.67 3.89 0.73 V-OK 56.0 9.4 10.0 1.34 4.75 FROUDE NUMBER=O INDICATES THAT A PRESSURED 1.14 5.67 3.89 0.73 V-OK FLOW OCCURS ....................................................."'......"-..... SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM ...................................................................... It (FT) (FT) (FT) (FT) 23.00 34.00 0.52 0.40 9.05 9.45 8.95 9.05 2.74 3.61 0.28 2.74 NO OK 67.00 0.40 10.21 10.00 4.22 4.06 OK 78.00 0.40 10.65 10.46 4.29 4.22 OK 89.00 0.40 10.86 10.65 4.87 4.29 OK 910.00 0.40 11.41 11.11 4.82 4.87 OK ' 1011.00 0.40 11.75 11.41 3.00 4.82 OK 1112.00 0.50 12.29 12.00 3.87 3.00 OK 614.00 0.50 11.00 10.74 5.18 4.07 OK 716.00 0.50 11.19 10.96 4.99 4.22 OK 818.00 0.50 11.44 11.15 4.74 4.29 OK 920.00 0.50 11.61 11.36 4.57 4.87 OK 1213.00 0.50 12.29 12.29 3.87 3.87 OK 2021.00 0.50 11.61 11.61 4.57 4.57 OK 1819.00 0.50 11.44 11.44 4.74 4.74 OK 1617.00 0.50 11.19 11.19 4.99 4.99 OK 1415.00 0.50 11.00 11.00 5.18 5.18 OK 45.00 0.40 9.87 9.45 4.18 3.61 OK 56.00 0.40 10.02 9.87 4.04 4.18 OK ' OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET I I 1 1 I 1 '*" SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ............................................................................... SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ............................................................................... 23.00 19.16 0.00 10.80 10.70 10.41 10.43 SUBCR 34.00 99.41 99.41 11.20 10.80 11.32 10.41 PRSS'ED 67.00 53.04 53.04 11.96 11.75 12.34 12.03 PRSS'ED 78.00 47.73 47.73 12.15 11.96 12.55 12.34 PRSS'ED 89.00 53.45 53.45 12.36 12.15 13.00 12.55 PRSS'ED 910.00 74.39 74.39 12.66 12.36 13.34 13.00 PRSS'ED 1011.00 84.67 84.67 13.00 12.66 14.21 13.34 PRSS'ED 1112.00 58.34 58.34 13.29 13.00 14.56 14.21 PRSS'ED 614.00 51.56 51.56 12.00 11.74 12.27 12.03 PRSS'ED 716.00 46.92 46.92 12.19 11.96 12.53 12.34 PRSS'ED 818.00 58.63 58.63 12.44 12.15 12.84 12.55 PRSS'ED 920.00 49.12 49.12 12.61 12.36 13.17 13.00 PRSS'ED 1213.00 0.10 0.10 13.29 13.29 14.57 14.56 PRSS'ED 2021.00 0.10 0.10 12.61 12.61 13.17 13.17 PRSS'ED 1819.00 0.10 0.10 12.44 12.44 12.85 12.84 PRSS'ED 1617.00 0.10 0.10 12.19 12.19 12.54 12.53 PRSS'ED 1415.00 0.10 0.10 12.00 12.00 12.28 12.27 PRSS'ED 45.00 105.27 105.27 11.62 11.20 11.82 11.32 PRSS'ED 56.00 38.47 38.47 11.77 11.62 12.03 11.82 PRSS'ED PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW � SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ................................ UPST MANHOLE SEWER SEWER MANHOLE ENERGY FRCTION ID NO ID NO. ELEV FT FT - ------------------------- 23.0 3.00 10.86 0.43 34.0 4.00 11.67 0.64 67.0 7.00 12.53 0.15 78.0 8.00 12.83 0.24 89.0 9.00 13.16 0.16 910.0 10.00 13.55 0.36 1011.0 11.00 14.54 0.65 1112.0 12.00 14.57 0.02 614.0 14.00 12.28 0.02 716.0 16.00 12.54 0.01 818.0 18.00 12.85 0.02 920.0 20.00 13.18 0.02 1213.0 13.00 14.58 0.00 2021.0 21.00 13.18 0.00 1819.0 19.00 12.86 0.00 1617.0 17.00 12.55 0.00 1415.0 15.00 12.29 0.00 45.0 5.00 12.05 0.37 56.0 6.00 12.26 0.13 .............................................. JUNCTURE LOSSES DOWNST MANHOLE BEND BEND LATERAL LATERAL MANHOLE ENERGY K COEF LOSS FT K COEF LOSS FT ID FT ............................................. 1.00 0.00 0.00 0.00 2.00 10.43 0.48 0.17 0.00 0.00 3.00 10.86 0.05 0.01 0.69 0.10 6.00 12.26 0.05 0.01 0.70 0.05 7.00 12.53 0.05 0.01 0.75 0.16 8.00 12.83 0.05 0.01 0.69 0.02 9.00 13.16 1.04 0.34 0.00 0.00 10.00 13.55 1.32 0.01 0.00 0.00 11.00 14.54 0.20 0.00 0.00 0.00 6.00 12.26 0.20 0.00 0.00 0.00 7.00 12.53 0.15 0.00 0.00 0.00 8.00 12.83 0.20 0.00 0.00 0.00 9.00 13.16 0.50 0.00 0.00 0.00 12.00 14.57 0.50 0.00 0.00 0.00 20.00 13.18 0.50 0.00 0.00 0.00 18.00 12.95 0.50 0.00 0.00 0.00 16.00 12.54 0.50 0.00 0.00 0.00 14.00 12.28 0.08 0.02 0.00 0.00 4.00 11.67 0.32 0.08 0.00 0.00 5.00 12.05 ' BEND LOSS =BEND " FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS 1T 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. WEIR SECTION FLOW DATA Spradley Barr Overflow WEIR COEF. 2.700 STA ELEV 0.0 17.13 10.0 16.50 15.0 16.50 30.0 17.00 500 1800 ELEVATION DISCHARGE (feet) (cfs) \ \ 16.50 0.0 S.t,�—Zq�F' 2•�3 cis 16.60 0.6 16.70 16.80 2.0 4.4 �OOv2 L'd �2 i3C4•.� _ i 501b•�3 16.90 7.8 17.00 12.5 17.10 18.9 � S ice!• -r-n ���+.°s��, 23 I Pipe Strength Analysis 1 I G 1 1 I ' Program 3EB Version 1.3 Company: Sear Brown Project: Spradley Barr Designer: Fred Ernst 12-05-1997 File: SPRADI2 WARNING •ittttttsrrggtrititstYtt#♦sgrtrtii►►Htfitirtittttt♦YNrY►trrtrsrrrtttttti4stY The successful application and use of this software product is dependent ' on the application of skilled engineering judgement and is the responsibility of the user. The user must select input values suitable to his specific installation. The information presented in the computer output is for review, interpretation, application and approval by a qualified engineer. tp♦stp Nstt Mt►►rf t#►►Nip#►ssrtgissrttf#N►r rtit#tttttttitgtgirifiifi#gssi ANY IMPLIED OR EXPRESS WARRANTIES COVERING THE SOFTWARE PROGRAM OR PROGRAM USER MANUAL INCLUDING ANY WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE ARE EXPRESSLY EXCLUDED. SIMPSON GUMPERTZ & HEGER INC. AND THE AMERICAN CONCRETE PIPE ' ASSOCIATION SHALL NOT BE LIABLE FOR SPECIAL, INCIDENTAL, CONSEQUENTIAL, INDIRECT OR OTHER SIMILAR DAMAGES ARISING FROM BREACH OF WARRANTY, BREACH ' OF CONTRACT OR OTHER LEGAL THEORY EVEN IF SUCH PARTIES HAVE BEEN ADVISED OF SUCH DAMAGES. ' ririfi##is•iitt#girrtttiNsritti##ssrrgtifit►rrigiti Nsiridtttti#rrittgtfififisi D-LOAD REQUIREMENTS FOR A 12 in. DIAMETER CIRCULAR PIPE ♦ritii#tiiirttN►rrlipttssirriitt#YNNitt#NiYstiits##►►rrssiiiitfirrstitset##i PIPE DATA 1 I Diameter (in.) Wall Thickness (in.) INSTALLATION CONDITIONS Minimum Depth of Fill (ft) Maximum Depth of Fill (ft) Soil Density (lb/cu. ft) Bedding Class Installation Type Trench Width;(ft) Soil Lateral Pressure/Friction Tenn (kmu') ADDITIONAL LOADS Live Load No Surcharge Load 12.00 2.000 1.00 5.50 120.0 SIDD Type 1 Trench 3.75 0.1924 AASHTO HS-20 1 ' .FACTORS OF SAFETY Factor of Safety on 0.01 Inch Crack D-Load (Earth,Live) 1.00 1.00 Factor of Safety on Ultimate Earth and Live Load (ASTM C 76) DL.01 Less Than 2000 lbs/ft/ft 1.50 DL.01 Greater Than 3000 lbs/ft/ft 1.25 DL.0I Between 2000 and 3000 lbs/ft/ft Interpolated RESULTS OF ANALYSIS Pipe -Earth Load- Live Surch Total Bedding lRequired D-Load Depth Arching>Trans Load Load Load Load Factor 10.01 in. Ult. (ft) Factor (lb/ft) (lb/ft) (lb/ft) (lb/ft) DL LL (lb/ft/ft) 1.0 1.35 Y 247. 2344. 0. 2591. 4.4 2.2 1122. 1683. ' 1.5 1.35 Y 355. 1475. 0. 1830. 4.4 2.2 751. 1127. 2.0 1.35 Y 463. 1083. 0. 1546. 4.4 2.2 597. 896. 2.5 1.35 Y 571. 764. 0. 1335. 4.4 2.2 477. 716. 3.0 1.35 Y 679. 554. 0. 1233. 4.4 2.2 406. 609. 3.5 1.35 Y 787. 453. 0. 1240. 4.4 2.2 385. 577. 4.0 1.35 Y 895. 378. 0. 1273. 4.4 2.2 375. 563. 4.5 5.0 1.35 1.35 Y Y 1003. 1111. 320. 275. 0. 0. 1323. 1386. 4.4 4.4 2.2 2.2 374. 378. 560. 567. 5.5 1.35 Y 1219. 239. 0. 1458. 4.4 2.2 386. 579. Reinforced Pipe Classes for 0.01 in. crack per ASTM C76 (lb/ft/ft): Class I <= 800 Class 11 <='1000 Class III <= 1350 Class IV <= 2000 Class V <= 3000 1 I I 11 Program 3EB Version 1.3 Company: Sear Brown Project: Spradley Barr Designer: Fred Ernst 12-05-1997 ' File: SPRADIS WARNING r►►Ntir•prttttrttggqtqpRrt YYit}Ri#rtrt►qR#Ntlittitt}►rtttttttttt t►titRYNs ' The successful application and use of this software product is dependent on the application of skilled engineering judgement and is the responsibility of the user. The user must select input values suitable to his specific installation. The information presented in the computer output is for review, interpretation, application and approval by a qualified engineer. 1 ►i###Yi►►}##tii■i►}iirsttRi#rtYrYt►►►tYYri►tt#Y4Y►rl►�i�t►►Y#R4YY►riiiRRs►►YYtrr► ANY IMPLIED OR EXPRESS WARRANTIES COVERING THE SOFTWARE PROGRAM OR PROGRAM USER MANUAL INCLUDING ANY WARRANTIES OF MERCHANTABILITY OR ' FITNESS FOR A PARTICULAR PURPOSE ARE EXPRESSLY EXCLUDED. SIMPSON GUMPERTZ & HEGER INC. AND THE AMERICAN CONCRETE PIPE ASSOCIATION SHALL NOT BE LIABLE FOR SPECIAL, INCIDENTAL, CONSEQUENTIAL, INDIRECT OR OTHER SIMILAR DAMAGES ARISING FROM BREACH OF WARRANTY, BREACH OF CONTRACT OR OTHER LEGAL THEORY EVEN IF SUCH PARTIES HAVE BEEN ADVISED OF SUCH DAMAGES. tittt#NtrtpM#r►p►►tt#YRii►►t tit Yrti►►►tiitt RYNptttitttt RR►►Yq Nttttt MYrY D-LOAD REQUIREMENTS FOR A 15 in. DIAMETER CIRCULAR PIPE ••#ssrtrrYiiii##r►Ywr►sssstsrrt►s!•iisRR►►rr•sitstiRYRYrti►►►►►s►stesrtY►►rs►si►R}r PIPE DATA ------ -------- ----------------- Diameter (in.) 15.00 Wall Thickness (in.) 2.250 1 I INSTALLATION CONDITIONS Minimum Depth of Fill (ft) Maximum Depth of Fill (ft) Soil Density (lb/cu. ft) Bedding Class Installation Type Trench Width;(ft) Soil Lateral Pressure/Friction Term (kmu') ADDITIONAL LOADS Live Load No Surcharge Load 1.00 5.50 120.0 SIDD Type I Trench 3.75 0.1924 AASHTO HS-20 r FACTORS OF SAFETY ------------------ ---------------- ------ ------------- Factor of Safety on 0.01 Inch Crack D-Load (Earth,Live) 1.00 1.00 Factor of Safety on Ultimate Earth and Live Load (ASTM C 76) DL.01 Less Than 2000 lbs/ft/ft 1.50 I DL.0I Greater Than 3000 lbs/ft/ft 1.25 DL.01 Between 2000 and 3000 lbs/ft/ft Interpolated RESULTS OF ANALYSIS Pipe -Earth Load- Live Surch Total Bedding (Required D-Load Depth Arching>Trans Load Load Load Load Factor J 0.01 in. Ult. (ft) Factor (lb/ft) (lb/ft) (lb/ft) (lb/ft) DL LL (lb/ft/ft) I.0 1.35 Y 309. 2743. 0. 3052. 4.3 2.2 1054. 1581. 1.5 1.35 Y 441. 1732. 0. 2173. 4.3 2.2 711. 1066. 2.0 1.35 Y 572. 1275. 0. 1847. 4.3 2.2 '569. 853. 2.5 1.35 Y 704. 902. 0. 1606. 4.3 2.2 458. 686. 3.0 1.35 Y 836. 655. 0. 1491. 4.3 2.2 392. 588. 3.5 1.35 Y 967. 537. 0. 1504. 4.3 2.2 373. 560. 4.0 1.35 Y 1099. 449. 0. 1548. 4.3 2.2 365. 548. ' 4.5 1.35 Y 1231. 381. 0. 1612. 4.3 2.2 365. 547. 5.0 1.35 Y 1362. 328. 0. 1690. 4.3 2.2 370. 555. 5.5 1.35 Y 1494. 285. 0. 1779. 4.3 2.2 378. 568. Reinforced Pipe Classes for 0.01 in. crack per ASTM C76 (lb/ft/ft): Class I <= 800 Class II <= 1000 Class III <= 1350 Class IV <= 2000 Class V <= 3000 0; I i I r r I I OR Program 3EB Version 1.3 Company: Sear Brown Project: Spradley Barr Designer: Fred Ernst 12-05-1997 File: SPRADI8 WARNING +ssssrrrsssssrsrsssrrrrsssss+rsssstwrsssstrssssasrsstsssssssssssrswwsrssssssssss The successful application and use of this software product is dependent on the application of skilled engineering judgement and is the responsibility of the user. The user must select input values suitable to his specific installation. The information presented in the computer output is for review, interpretation, application and approval by a qualified engineer. swsssssrswssssrrssssrrss+•sssssr+ssssssrrsssssrwsssssasssssr+ssssssssssssrsssssr ANY IMPLIED OR EXPRESS WARRANTIES COVERING THE SOFTWARE PROGRAM OR PROGRAM USER MANUAL INCLUDING ANY WARRANTIES OF MERCHANTABILITY FITNESS FOR A PARTICULAR PURPOSE ARE EXPRESSLY EXCLUDED. SIMPSON GUMPERTZ & HEGER INC. AND THE AMERICAN CONCRETE PIPE ASSOCIATION I OF I SHALL NOT BE LIABLE FOR SPECIAL, INCIDENTAL, CONSEQUENTIAL, INDIRECT OR OTHER SIMILAR DAMAGES ARISING FROM BREACH OF WARRANTY, BREACH CONTRACT OR OTHER LEGAL THEORY EVEN IF SUCH PARTIES HAVE BEEN ADVISED OF SUCH DAMAGES. ++♦sssssar+rssswsrssssssssrrrsssssswwsssssssswsrssssssssrrrrsssssssrrwsrsssssrsr D-LOAD REQUIREMENTS FOR A 18 in. DIAMETER CIRCULAR PIPE sssesrgsssssrrrssssssssrrrssssss+++ssssaswsr+srssassssssssssssssseswwsssssstttw PIPE DATA Diameter (in.) 18.00 Wall Thickness (in.) 2.500 INSTALLATION CONDITIONS Minimum Depth of Fill (ft) 1.00 Maximum Depth of Fill (ft) 5.50 Soil Density (lb/cu. ft) 120.0 Bedding Class SIDD Type 1 Installation Type Trench Trench Width;(ft) 3.75 Soil Lateral Pressure/Friction Term (kmu') 0.1924 Live Load No Surcharge Load AASHTO HS-20 M FACTORS OF SAFETY --------------------------------------------------------------- Factor of Safety on 0.01 Inch Crack D-Load (Earth,Live) 1.00 1.00 Factor of Safety on Ultimate Earth and Live Load (ASTM C 76) DL.0I Less Than 2000 Ibs/ft/ft 1.50 DL.0I Greater Than 3000 lbs/ft/ft DL.01 Between 2000 and 3000 lbs/ft/ft 1.25 Interpolated RESULTS OF ANALYSIS Pipe ----Earth Load--- Live Surch Total Bedding iRequired D-Load Depth Arching>Trans Load Load Load Load Factor 1 0.01 in. Ult. (ft) Factor (Ib/ft) (lb/ft) (Ib/ft) (lb/ft) DL LL (lb/ft/ft) I.0 1.35 Y 374. 3110. 0. 3485. 4.3 2.2 1001. 1501. I 1.5 1.35 Y 530. 1971. 0. 2500. 4.3 2.2 679. 1019. 2.0 1.35 Y 685. 1455. 0. 2139. 4.3 2.2 547. 820. 2.5 1.35 Y 840. 1032. 0. 1872. 4.3 2.2 443. 664. 3.0 1.35 Y 995. 751. 0. 1746. 4.3 2.2 382. 573. 3.5 1.35 Y 1151. 616. 0. 1767. 4.3 2.2 365. 548. 4.0 1.35 Y 1306. 516. 0. 1822. 4.3 2.2 359. 538. 4.5 1.35 Y 1461. 439. 0. 1900. 4.3 2.2 5.0 1.35 Y 1616. 378. 0. 1994. 4.3 2.2 359. 539. 365. 548. 5.5 1.35 Y 1772. 329. 0. 2101. 4.3 2.2 374. 562. Reinforced Pipe Classes for 0.01 in. crack per ASTM C76 (lb/ft/ft): Class I <= 800 Class II <= 1000 Class III <= 1350 Class IV <= 2000 Class V <= 3000 I r I I IProgram 3EB Version 1.3 Company: Sear Brown Project: Spradley Barr Designer: Fred Ernst 12-05-1997 .r File: SPRAD21 WARNING tpgtitt MtYtttggrrttttttrittNNittttpttrtitti ttttrttttr\ttrYi\t\ttrtttrpr The successful application and use of this software product is dependent on the application of skilled engineering judgement and is the responsibility of the user. The user must select input values suitable to his specific installation. The information presented in the computer output is for review, interpretation, application and approval by a qualified engineer. ttYrrssstttrrttttrrstssssttrrtrsssrr•rsssrrtrsrtrrtrrtrsittttttrtrtesttrtrttttt• ANY IMPLIED OR EXPRESS WARRANTIES COVERING THE SOFTWARE PROGRAM OR PROGRAM USER MANUAL INCLUDING ANY WARRANTIES OF MERCHANTABILITY OR r FITNESS FOR A PARTICULAR PURPOSE ARE EXPRESSLY EXCLUDED. SIMPSON GUMPERTZ & HEGER INC. AND THE AMERICAN CONCRETE PIPE ASSOCIATION SHALL NOT BE LIABLE FOR SPECIAL, INCIDENTAL, CONSEQUENTIAL, INDIRECT OF OR OTHER SIMILAR DAMAGES ARISING FROM BREACH OF WARRANTY, BREACH CONTRACT OR OTHER LEGAL THEORY EVEN IF SUCH PARTIES HAVE BEEN ADVISED OF SUCH DAMAGES. i •■ssssitrsiistYtrrritttttrrssrt\trttassssrrtrsssitstsitrrtssssissttrtsirttsrttss v D-LOAD REQUIREMENTS FOR A 21 in. DIAMETER CIRCULAR PIPE rttssssrrrtrriirtrrrtsasts\sttrrsssstrsrwrtsrsttsttrttss•\ssrttiut\itttrwttss PIPE DATA ---Diameter (in.) 21.00 �--- Wall Thickness (in.) 2.750 ' INSTALLATION CONDITIONS Minimum Depth of Fill (ft) 1.00 Maximum Depth of Fill (ft) 5.50 Soil Density (lb/cu. ft) 120.0 Bedding Class SIDD Type I Installation Type Trench Trench Width;(ft) 3.75 Soil Lateral Pressure/Friction Tenn (kmu') 0.1924 ADDITIONAL- LOADS�— Live Load AASHTO HS-20 No Surcharge Load I FACTORS OF SAFETY -------------------------------------------------------------------- Factor of Safety on 0.01 inch Crack D-Load (Earth,Live) 1.00 1.00 Factor of Safety on Ultimate Earth and Live Load (ASTM C 76) DL.01 Less Than 2000 Ibs/ft/ft 1.50 DL.01 Greater Than 3000 lbs/ft/ft 1.25 DL.01 Between 2000 and 3000 Ibs/ft/ft Interpolated RESULTS OF ANALYSIS t Pipe ---Earth Load-- Live Surch Total Bedding Required D-Load Depth Arching>Trans Load Load Load Load Factor 10.01 in. Ult. (ft) Factor (lb/ft) (lb/ft) (lb/ft) (lb/ft) DL LL (lb/ft/ft) 1.0 1.35 Y 443. 3451. 0. 3893. 4.3 2.2 1.5 1.35 Y 621. 2193. 0. 2814. 4.3 2.2 956. 1434. 653. 980. 2.0 1.35 Y 800. 1623. 0. 2423. 4.3 2.2 529. 794. 2.5 1.35 Y 979. 1154. 0. 2133. 4.3 2.2 431. 647. 3.0 1.35 Y 1158. 841. 0. 1999. 4.3 2.2 374. 561. 3.5 1.35 Y 1337. 692. 0. 2028. 4.3 2.2 359. 539. 4.0 1.35 Y 1516. 580. 0. 2095. 4.3 2.2 354. 532. 4.5 1.34 N 1685. 494. 0. 2178. 4.1 2.2 362. 543. M 5.0 1.31 N 1823. 426. 0. 2249. 4.1 2.2 367. 551. 5.5 1.29 N 1954. 372. 0. 2326. 4.0 2.2 375. 562. Reinforced Pipe Classes for 0.01 in. crack per ASTM C76 (Ib/ft/ft): Class I <= 800 Class II <= 1000 Class III <= 1350 Class IV <= 2000 Class V <= 3000 I I I 11 I (Pages 25-27 omitted) I L�J I 11 I I I Z9 I Il u I 1 1 1 1 1 i J j d 1 I SWMM Analysis 1 ?_5 1 1 1 1 1 1 1 Spradley Barr Dealership SWMM Analysis Summary Pond 11 Outlet pipe diameter = 18 in. (RCP) Peak discharge = 13.54 cfs Peak water surface elevation = 5010.43 ft. Peak pond volume = 0.404 acre-feet Pond 12 Outlet orifice area = 0.280 ft2 Outlet orifice diameter = 7.16 in. Peak discharge = 2.29 cfs Peak water surface elevation = 5010.39 ft. Peak pond volume = 0.085 acre-feet —2. The detention pond requirements were computed using the EXTRAN block of SWMM. EXTRAN was implemented due to the time dependent effects of the linked detention pond system. Li So 1 fflfmlffflfNfffiNfffilfNmiHfiiiffffffi!!! Environmental Protection Agency • Storm Water Management Model ' Version 4.3 (Beta) mHHmfmff HlNmfffmfHIHNNN•N!m ' Developed by ' Metcalf 8 E • ddy, Inc.Ind. ' University of Florida • Water Resources Engineers, Inc. (NOW Camp, Dresser and McKee, Inc.) + I September 1970 Distributed and Maintained by •rr•ff••frrfffmflrfffrrfflrffflrmlmfmm• • U.S. Environmental Protection Agency ' • Center for Exposure Assessment Modeling • College Station Road • Athens GA 30613 ' l+fff+rllfrflffmfmNNrrffffH•Nrrfff►rfffff • This is a new release of SWMM. If any • problems occur in running this model ' ' please contact Dermont Bouchard at the • U.S. Environmental Protection Agency ' • Phone: (404) 546-3130 FTS: 250-3130 •1H•1rlfHlNffffNflfmfffKH++fNINNfff Mf ' fmfmfmHHfhome*Hff+HHffffmNNmf1H • This is an implementation of EPA SWHM 4.3. ' "Nature is full of infinite causes Which have never occured in experience" do Vinci Hfm•feNrrf frfemlf f f ffNHHfmNf rf fNfm '# File names by SWMM Block # # JIN -> Input to a Block # # JOUT -> Output from a Block # 'JIN for Block # 1 File # 0 JIN.UF JOUT for Block # 1 File # 9 SO-RO.DNT # Scratch file names for this simulation. # NSCRAT # 1 File # 1 SCRTi.UF 'NSCRAT VSCRAT # 2 File # 2 SCRT2.UF # 3 File # 3 SCRT3.UF VSCRAT # 4 File # 10 SCRT4.UF ISCRAT # 5 File # 11 SCRT5.UF ISCRAT # 6 File # 12 SCRT6.UF # 7 File # 13 SCRT7.UF 'ISCRAT ISCRAT # 8 File # 14 SCRT8.UF r• mmm••lffffff 'Parameter Values on the Tapes Common Block ' r1HHHlN11ff111mHHNffHllmfN1fm11f1fH Number of Subcatchments in the Runoff Stock INN).... 100 Number of Channel/Pipes in the Runoff Block LNG).... 150 of Runoff Water Quality Constituents (NRQ)... 10 'Number Number of Ruoff Lard Uses per Subcatchment (NLU)... 5 Number of Elements in the Transport Block (NET)..... 200 Number of Storage Junctions in Transport (NTSE)..... 100 "umber of Input Hydrographs in Transport (NTH)...... rber of Elements in the Extran Block (NEE)........ 80 200 _.nber of Groundwater Subcatchments in Runoff (NGW). 100 Number of Interface locations for all Blocks ME)— 200 Number of Pumps in Extran (NEP)..................... 20 �wMM 31 Number of Orifices in Extran (MEO).................. 60 Number of Tide Gates/Free Outfalls in Extran (NTG).. 25 Number of Extran Weirs (NEW) ............. 60 Number of Extran Printout Locations (NPO)........... 30 Number of Tide Elements in Extran (NTE)............. 20 ' Number of Natural Chamois (NNC).................... 50 doer of Storage Junctions in Extran (NVSE)........ 20 .fiber of Time History Data Points in Extran(NTVAL). 50 Number of Data Points for Variable Storage Elements in the Extran Block(NVST).......................... 25 ' Number of Input Hydrographs in Extran (MEN)......... 100 '# Entry made to the Runoff Block, last updated by # # Oregon State University, CDR, and XP Software, # # April 1994. # n L "And wherever water goes, amebae go along for # # the ride" Tam Robbins # Snommelt parameter SPRADLEY-BARR linked detention ponds (Fossil Creek Basin) The Seer -Brain Group (dkt) -- 598-004 -- 11 APR 97 (file SO-RO.DAT) (SNOW ....................... ' Number of rain gages - NRGAG..................... Norton infiltration equation used - INFILM....... Quality is not simulated - KWALTY................ n-fault evaporation rate used - IVAP............. .._,,r of day at start of storm - NNR............ ' Minute of hour at start of storm - NMN........... Time TZERO at start of storm (hours) ............. ' Use U.S. Customary units for most I/O - METRIC... Runoff input print control... Runoff graph plot control.... Runoff output print control.. 0 0 0 0 0 0 0.000 0 0 1 2 'Limit number of groundwater convergence messages to 10000 (if simulated) Month, day, year of start of storm is- 7/ 1/97 Wet time step length (seconds)....... 600. ' Dry time step length (seconds)....... 7200. Wet/Dry time step length (seconds)... 1200. ' Simulation length is...... 6.0 Hours Percent of impervious area with zero detention depth 10.0 'Norton infiltration model being used Rate for regeneration of infiltration - REGEN ' DECAY )ECAY is read in for each subcatchment REGEN =........................................ 0.01000 ' Rainfall from E3 Data Group 1 :TYPE - Rainfall input type .............. 0 HISTO - Total number of rainfall values.. 24 :INC - Rainfall values (pairs) per line. 12 PRINT - Print rainfall (0-Yes,1-No)...... 0 TIME - Precipitation time units ' 0 __> Minutes 1 --> Hours ............. =P - Precipitation unit type 0 0 --> Intensity 1 --> Volume.......... 0 THIS - Variable rainfall intervals 0 "> No, > 1 --> Yes-- .... 0 HISTO - Rainfall time interval........... 2RAIN - Starting time (KTIME units)...... 5.00 0.00 Rainfall printout for gage number.... rime(mn)/Rain(in/hr) Time(mn)/Rain(irVhr) 1 Time(mn)/Rain(in/hr) Time(um)/Rein(in/hr) 0.00/ 0.6000 5.00/ 0.9600 25.00/ 5.4000 30.00/ 9.0000 10.00/ 35.00/ 1."00 15.00/ Time(mn)/Rain(fn/hr) 1.6800 20.00/ 3.0000 50.00/ 1.2000 55.00/ 0.8400 60.00/ 3.7200 40.00/ 0.6000 65.00/ 2.1600 45.00/ 1.5600 0.4800 70.00/ 0.3600 75.00/ 0.3600 80.00/ 0.2400 100.00/ 0.2400 105.00/ 0.2400 85.00/ 110.00/ 0.2400 90.00/ 0.1200 115.00/ 0.2400 95.00/ 0.2400 0.1200 rflNfflff NfffyffN•ffiflHfflNfN ainfall input summary from Ruoff III tf••ffNfYfflfNHfYNlffflfYf 111fYY )tat rainfall for gage p 1 is ' p Dete Group F1 A 0 Evaporation Rate (in/day) p poll, 111111 ' 'AN. FEB. MAR. APR. MAY --- ---- ---- ---- ---- 1.10 0.10 0.10 0.10 0.10 2.9200 inches JUN. JUL. AUG. SEP. OCT. NOV. DEC. 0.10 0.10 0.10 0.10 0.10 0.10 0.10 CHANNEL AND PIPE DATA ..1N•Nff►ffN111fN11Nff111N1111Nf1fff1ff111ff1f1N ' put NAMEG: Drains Invert L Side R Side Intiel Max Mann- Full iuen Charnel to Chemist Width Length Slope Slope Slope Depth Depth ings Flow bar ID p NGTO: Type (ft) (ft) (ft/ft) (ft/ft) (ft/ft) (ft) (ft) IIN„ (efs) _____ _______ ----- ___ _______ _______ ____________ _____ 1 1 11 Trapezoid 2.0 525.0 0.0050 33.0000100.0000 0.0 5.0 0.0160 2.03E+04 2 2 12 Dummy 0.0 0.0 0.0000 0.0000 0.0000 0.0 0.0 0.0000 0.00E-01 'fYffffflffffNlYffffffffNYffffffNfffffflNffffN U B C A T C H M E N T D A T A S fNN►fffNfffN►►ffffffffff f fNf►►►►YfNfNf fffff SCATCH- NT NO. CHANNEL WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR DEFINES. STORAGE(IN) INFILTRATION OR INLET (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. RATE(IN/HR) ____ ______ ______ ____________ 1 it 1 100.00 3,33 81,70 0,0250 ' 2 12 2 110.00 0.53 55.80 0.0260 TAL NUMBER OF SUBCATCHMENTS.. 2 TAL TRIBUTARY AREA (ACRES).... 3.86 PERVIOUS AREA (ACRES)......... 3.02 RVIOUS AREA (ACRES)........... 0.84 TAL WIDTH (FEET) .............. 210.00 iCENT IMPERVIOUSNESS.......... 78.14 MAXIMUM MINIMUM ...... ...... ...... ...... ---- ------ 0.016 0.250 0.100 0.300 3.00 0.50 0.016 0.250 0.100 0.300 3.00 0.50 11NNNYffNfNNYflNfflfHfffNYfffffffffllNYNbff Arrangement of Subcetchments and Charnel/Pipes eNfff Mf1fHNHYNYNYff1fHHYNNNYYYNftf1111NN Channel or Pipe 1 No Tributary Charnel/Pipes DECAY RATE GAGE 0/SEC) NO. 0.00180 1 0.00180 1 3L I Tributary Subareas........ 11 ' 2 No Tributary Channel/Pipes Tributary Subareas........ 12 ' INLET 11 Tributary Charnel/Pipes... 1 No Tributary Subareas..... 12 Tributary Channel/Pipes... 2 No Tributary Subareas..... fNflMfNffffNNllf►►flflfffNffHfNNlfffNHfNfffNff • Nydrographs will be stored for the following 2 INLETS •••••••ff•NffNN1f►lflffHffNf11N1NfNfflNffNlffffN 11 12 f►NN►ff '• Quality simulation not included in this run 4fl4fflNHNfll114HNNN1Nfl1H4N!l144f11H ' fHN••f!►1HH•Hf1Nf • DATA GROUP Ml fflflf►eHHNHfN1f1f TOTAL NUMBER OF PRINTED GUTTERS/INLETS... NPRNT.. 2 NUMBER OF TIME STEPS BETWEEN PRINTINGS.. INTERV.. 1 STARTING AND STOPPING PRINTOUT DATES............ 0 DATA GROUP M3 NN4N1fNNHNlHHY ' CHANNEL/INLET PRINT DATA GROUPS...... 1 2 '►fHN1HN►►HH►ffH►►ffffff►ff11f1f►►Nf►f►fffff • Precipitation Interface File Summery ' Number of precipitation station.... 1 N1f fff►►4►1Hf►lfflff ' Location Station Number .............. 1. 1 NffHHbfHfNH1NNfH111fffNf1f11NfYffN ' Summary of Quantity and Quality results for '• JULy 1997 fHffHNHHNNHYNNHfffHYHffHfllfHfYf Day Inlet Rein Flow Inch Inch -i-11 2.92000 2.172 otal 11 2.92000 2.172 Year 11 2.92000 2.172 12 2.92000 0.303 '1 *tat 12 2.92000 0.303 Year 12 2.92000 0.303 •ffHYNNYYHflflffNYfffHfffffffflflflNfYNf • End of time step 00-loop in Runoff NY4Nffffflfff NYYfHfffllf1f11YYYYfMf f fHf fH =inal Date (MO/Day/Year) = 7/ 1/97 ��tal number of time steps = 36 ' it Julian Date - 97182 ..aL time of day = 21600. seconds. �inal time of day - 6.00 hours. 'inal running time = 6.0000 hours. 0 33 r L I 3y Final running time = 0.2500 days. 'HHNNfHHN\IfH\\f! • Extrapolation Summary for Watersheds ' # Steps f!> Total Number of Extrapolated Steps ' • # Calls Total Number of OVERLND Calls \H\N\NHNff\\f\Nff\\ff\•HNflflf\NffN\f Snbcatch # Steps # Calls Snbcatch # Steps # Calls Subcatch # Steps # Calls - --- t11 582 90 12 604• 68 ' Extrapolation Summery for Channel/Pipes k St spa =_> Total Number of Extrapolated Steps # Calls »> Total Number of GIITNR Calls •••Y!•••\!!\f•\!!\M\\lffNNNNIH\HH\!!H\!!f Chan/Pipe # Steps # Calls Chan/Pipe # Steps # Calls Chan/Pipe # Steps # Calls 348 36 2 0 0 ------ !fN N!!\1NH•1Nf ' Continuity Check for Surface Water ' lNINMll1NNNfNNNNNH!!NllNN1H!!f Total Precipitation (Rain Pius Snow) P cubic feet 4.091446E+04 Total Infiltration 4.974600E+03 Total Evaporation 3.095041E+02 Surface Runoff from Watersheds Total Water remaining3.460707E+0 in Surface Storage 9.791922E+02 ' infiltration over the Pervious Area... infiltration + Evaporation + 4.974600E+03 ,urface Runoff + Snow removal + later remaining in Surface Storage + later remaining in Snow Cover......... 4.087036E+04 otal-Precipitation + Initial Storage. 4.091446E+04 ..a error in continuity is calculated as ' Precipitation + Initial Snow Cover 'lH1Yf••r•f1Y\N•N111NNNHNIHl1f - Infiltration - r 'Evaporation - Snow removal - 'Surface Runoff from Watersheds - 'Water in Surface Storage - 'Water remaining in Snow Cover ------------------------------------- Precipitation + Initial Snow Cover fllflfllNflf1H1f1r1rf•HYNlllrrrll• rror.................................. 0.108 Percent 'Continuity NlOf Hrf1r1NY!•Yr»1N1Nlf»NfrNf f f»r:1 Check for Channel/Pipes f f1YYff Y•Hf1Yf11N111fH11N11ffYN1111N•H Channel/Pipe Storage ................ Cubic feet 0.000000E-01 'nitial inal Channel/Pipe Storage .................. 5.319783E+00 urface Runoff from Watersheds .............. 3.460707E+04 roundwater Subsurface Inflow ............... 0.000000E-01 �aporation Loss from Channels .............. iannel/Pipe/Inlet Outflow ................. 1.240209E+01 3.467880E+04 iitial Storage + Inflow.................. 3.460707E+04 inal Storage + Outflow ..................... 3.46%52E+04 �N1NlN1H1N1f /1Hf11f11f1N1HNH•r•1f Final Storage + Outflow + Evaporation - • ' Watershed Runoff - Groundwater Inflow - Initial Cham et/Pipe Storage .................................. Final Storage + Outflow + Evaporation NNf»1111Nf1Nff11111fNffNf ff f11ffH .or....................................... 0.258 Percent Inches over Total Basin 2.920 0.355 0.022 2.470 0.070 1.624 2.917 2.920 Inches over Total Basin 0.000 0.000 2.470 0.000 0.001 2.475 2.470 2.476 1 I 3S SUMMARY STATISTICS FOR SUBCATCHMENTS aeemrafeaaae=eaoaaaose� eeecesaae TOTAL CUTTER SIMULATED .CATCH- OR INLET AREA PERCENT RAINFALL MENT NO. NO. (AC) INFER. (IN) --------------------------------------------- 11 1 3.33 81.7 2.92 12 2 0.53 55.8 2.92 PERVIOUS AREA ................... IMPERVIOUS AREA TOTAL SUBCATCHMENT AREA TOTAL PEAK ................. PEAK ......................... PEAK PEAK RUNOFF TOTAL RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF UNIT DEPTH LOSSES RATE DEPTH RATE DEPTH RATE RUNOFF (IN) ..................................................................... (IN) (CFS) (IN) (CFS) (IN) (CFS) (IN/HR) 1.253 1.667 1.37 2.794 19.23 2.512 20.60 6.187 1.426 1.494 0.99 2.823 2.67 2.206 3.67 6.915 ••• NOTE ••• IMPERVIOUS AREA STATISTICS AGGREGATE IMPERVIOUS AREAS WITH AND WITHOUT DEPRESSION STORAGE [1 FULL FULL CHANNEL FLOW VELOCITY ' _NUMBER (CFS) (FPS) NUMBER •----- ..... 2 1 20270.59 12.12 12 ' 11 SUMMARY STATISTICS FOR CHANNEL/PIPES MAXIMUM MAXIMUM MAXIMUM MAXIMUM TIME FULL COMPUTED COMPUTED COMPUTED COMPUTED OF DEPTH INFLOW OUTFLOW DEPTH VELOCITY OCCURRENCE (FT) ..... (CFS) ................................................ (CFS) (FT) (FPS) DAY HR. 3.7 7/ 1/97 0.58 5.00 20.40 16.58 0.33 2.05 7/ 1/97 0.67 3.7 7/ 1/97 0.58 16.6 7/ 1/97 0.67 TOTAL NUMBER OF CHANNELS/PIPES a 4 LENGTH MAXIMUM RATIO OF RATIO OF OF SURCHARGE MAX. TO WAX. DEPTH SURCHARGE VOLUME FULL TO FULL (HOUR) (AC -FT) FLOW DEPTH 0.00 0.00000E+00 0.00 0.07 '••• NOTE ••• THE MAXIMUM FLOWS AND DEPTHS ARE CALCULATED AT THE END OF THE TIME INTERVAL I •ff•ffMfff•ffffMf•ffMMf••fff•ffffH•ffHf • Summary of quantity results (flow in Cis) ' SPRADLEY-BARR linked detention ponds (Fossil Creek Basin) The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-RO.DAT) ' Chan/Init Chan/Init 1 2 Date Time Flow Flow MO/Da/Yr Mr:Min Cis Cis '7/ 1/97 0 5 0.015 0.010 7/ 1/97 0 10 0.121 0.070 7/ 1/97 0 15 0.916 0.370 7/ 1/97 0 20 2.107 0.488 7/ 1/97 0 25 4.678 0.872 7/ 1/97 0 30 10.162 1.746 7/ 1/97 0 35 20.400 3.665 7/ 1/97 0 40 14.853 1.995 7/ 1/97 0 45 10.345 1.280 7/ 1/97 0 50 7.626 0.921 7/ 1/97 0 55 5.870 0.693 7/ 1/97 1 0 4.504 0.495 7/ 1/97 1 5 3.472 0.351 7/ 1/97 1 10 2.745 0.261 7/ 1/97 1 15 2.178 0.188 7/ 1/97 1 20 1.821 0.156 7/ 1/97 1 25 1.472 0.108 '7/ 7/ 1/97 1/97 1 1 30 35 1.239 1.077 0.087 0.076 7/ 1/97 1 40 0.961 0.071 7/ 1/97 1 45 0.877 0.070 7/ 1/97 1 50 0.814 0.070 1/97 1 55 0.660 0.047 '7/ 7/ 1/97 2 0 0.594 0.039 7/ 1/97 2 20 0.228 0.003 7/ 1/97 2 40 0.114 0.001 7/ ! 1/97 1/97 3 3 0 20 0.065 0.039 0.000 0.000 ./ 1/97 3 40 0.025 0.000 7/ 1/97 4 0 0.016 0.000 7/ 1/97 4 20 0.010 0.000 i 7/ 1/97 4 40 0.006 0.000 1/97 5 0 0.004 0.000 '7/ 7/ 1/97 5 20 0.002 0.000 7/ 1/97 5 40 0.001 0.000 7/ 1/97 6 0 0.000 0.000 ' wt'd means.... 1.4057 0.1964 . wt'd std-devs. 3.4974 0.5570 Maximus value...... 20.3999 3.6651 Minimum value...... 0.0001 0.0000 Total loads........ 3.04E+04 4.24E+03 Cubic-ft Cubic-ft aea> Runoff simulation ended normally. Slap 4.3 (beta) simulation ended normally. �> Your input file was named : ab-ro.dat Your output file was named: ab-ro.out •••`NM•`•••!••••••••••••!•!•••ff!•••f•NNNHf•Nf! ' S1s01 4.3 Simulation Date and Time Summary •••NNMf••fM•f!•HNNlN•H••ff!!•ff•HHIN•NH• ' Starting Date... April 11, 1997 ! ' Time... 10:42:41:76 • Ending Date... April 11, 1997 f ' Time... 10:42:43:62 f ` Elapsed Time... 0.033 minutes. • Elapsed Time... 2.000 seconds. f•HNH•HN•NNN•f•f!•Nf••llfNH•H•l1HlH•f!!f• I [1 I F [1 1 CLIENT Lei .mac h/ JOB�N•O. S r C�� / INC. //— PROJECT�C4�!/15h� CALCULATIONSFOR Engineering Consultants MADE BYI'L y1�"• DATEV44fJCHECKEDBY_DATE A dwaim ofTh, Sew.Bmn. Gmup —SHEET—OF i W wJul II o II IZ I 1 /ice F 1'99 I Z ' O JUNCTON' O — 69AIDUIT 1 A— I N FLo vV r7 Y :=Ro 4--r ti f1H u The Sear -Brown Group ' Spradley-Barr Detention 598-004 Pond Inflow Hydrographs (sub) Basi Area (ft2, ac) Percent Slope _ Imperviou Total Impervious ' 1 5.721 7,482 76.5% 2.0% 2 6,110 7,723 79.1% 2.0% 3 4 4,539 3,739 5,567 5,105 81.5% 73.2% 2.0% 2.0% 5 5,264 6,444 81.7% 2.0% 6 15,353 18,748 81.9% 2.0% 7 8,944 11,138 80.3% 2.0% 8 19,523 20,488 95.3% 2.5% 9 7,195 8,219 87.5% 4.0% 11 14 942 26,572 7,776 31,799 12.1% 83.6% 5.0% 3.3% R1 14,643 14,643 100.0% 0.5% 11 2.72 3.33 81.7% 2.5% 10 11,784 13,704 86.0% 4.0% 12 1,182 9,514 12.4% 0.5% 12 0.30 0.53 55.8% 2.676 13 4,599 6,879 66.9% 2.0% 13 0.11 0.16 66.9% 2.0% 11 I [1 I sc6 11-Apr-97 i 1 1 1 1 i 1 1 1 1 1 Equivalent Roughness: Determine equivalent pipe roughness which accounts for associated entrance and exit losses. CONDUIT 1112 EXISTING PIPE: De'=1.5 ft Re:=De Re=0.375 ft Le:=8.34 ft ne :=0.013 LOSSES: k entrance : = 0.5 k_exit :=1.0 EQUIVALENT PIPE: Dp:=De Dp=1.5 ft Rp:=Dp Rp=0.375 1t Lp:=Le Lp=8.34 It 1 4 2 29•ne2-Le Rp3 np:= Ik entrance+k_exit+ 4 29•L I1 Ke3 p np = 0.043 37 Equivalent Roughness: Determine equivalent pipe roughness which accounts for associated entrance and exit losses. CONDUIT 1399 EXISTING PIPE: De:=1.5 ft De Re:= - Re-0.375 ft Le : =109 ft ne := 0.024 LOSSES: k_entrance:=0.0 ar r'�"'1 Cgn��rancG (c�� RCGounTtr� for G� Clirh-f" C i'C rti r) k exit =1.0 EQUIVALENT PIPE: DP = De Dp =1.5 ft Rp:= ! Rp=0.375 ft LP := Le Lp =109 it r ♦ 2 29•nc2.Le Rp3 np:= k_entmnce+k_exit+ C 29-Lp Rea ) np = 0.026 I 1 1 I i I I ■ 1 I I I I I L * NBLOCK JIN(I) JOUT(1) SW 1 0 9 * WITCH NSCRAT(1-8) MM 8 1 2 3 10 11 12 13 14 a 9 -SB-RO.DNTI ;RUNOFF '=====Setup Al -SPRADLEY-BARR linked detention ponds (Fossil Creek Basin)' Al -The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-RO.DAT)1 • Prepared for City of Fort Collins Stormwater Utility • Hydraulic modeling of proposed linked detention ponds--HYDROGRAPHS • METRIC ISNOW NRGAG INFILM KWALTY IVAP NHR NMN NDAY MONTH IYRSTR 111 0 0 1 0 0 0 00 0 1 7 97 • IPRB(1) IPRN(2) IPRN(3) IRPMGW B2 0 1 2 ' NET WET/DRY DRY LUNIT LONG 83 600. 1200.0 7200. 2 6.0 * PCTZER REGEN B4 10. 0 • • ROPY DI 0 • KTYPE KINC KPRINT KTHIS VINE KPREP NHISTO THISTO TZRAIN E1 0 12 0 0 0 0 24 5.0 0.0 • RAIN(1)... E3 .60 .96 1.44 1.68 3.00 5.40 9.00 3.72 2.16 1.56 1.20 .84 E3 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 • NAMEG NGTO MPG GNIDTH GLEN G3 GS1 GS2 G6 DFULL GDEPTH G1 1 11 1 2.0 525. .005 33. 100. 0.016 5.0 0.0 GI 2 12 3 0 0 0 0 0 0 0 0 SWIkAM �l_oLK • JK NAMEW NGTO WIDTH AREA XIMP SLP IMPN PERVN IDS PDS YLMAX WLMIN DECAY H1 1 11 1 100.0 3.33 81.7 .025 0.016 0.25 0.1 0.3 3.0 0.5 0.0018 H1 1 12 2 110.0 0.53 55.8 .026 0.016 0.25 0.1 0.3 3.0 0.5 0.0018 • NPRNT INTERV M1 2 1 * NDET STARTP(1) STOPPR(1) M2 1 0 0 • IPRNT(1) ... IPRNT(NRPNT) 143 1 2 SENDPRGGRAM ' * NBLOCK JIN(1) JOUT(1) SW 1 9 0 ' NITCH NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) ' KM 4 1 2 3 4 O 9 'SB-RO.DNT' SEXTRAN "===Setup Al 'SPRADLEY-BARR linked detention ponds (Fossil Creek Basin)' Al 'The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-EX.DAT)' • Prepared for City of Fort Collins Stormwater Utility • Hydraulic modeling of proposed linked detention ponds --HYDRAULICS • ISOL KSUPER BO 2 0 • JELEV JDDWN BB 1 0 • NTCYC DELT TZERO NSTART INTER JNTER REDO IDATZ B1 4260 5.0 0.0 0 0 60 0 970409 * METRIC NEOUAL AMEN ITMAX SURTOL B2 0 0 0.01 10 0.0025 * NHPRT NOPRT NPLT LPLT NJSW B3 .2 2 0 0 0 * JPRTI JPRT2 ... B4 11 12 • CPRT1 CPRT2 ... B5 1112 1399 *===-=Conduit ' * NCOND NJ1 NJ2 00 NKLASS AFULL DEEP WIDE LEN ZP1 ZP2 ROUGH STNETA SPHI • (1=upstream, 2=downstream) Cl 1112 11 12 0. 1 0 1.5 0 8.34 8.33 7.00 0.043 0 0 Cl 1399 13 99 0. 1 0 1.5 0 109. 6.31 6.18 0.026 0 0 Cl 9998 99 98 0. 6 0 2.0 1.0 100. 6.18 4.08 0.035 3. 3. •- ===Junction ' JUN GRELEV Z OINST Y ' D1 11 12.5 8.33 0 0 D1 12 11.5 6.31 0 0 Di 13 10.5 6.31 0 0 D1 99 8.45 6.18 0 0 D1 98 8.0 4.08 0 0 *E1 JSTORE ZTOP ASTORE NUMST •E2 Area Depth E1 11 11.5 -1 4 E2 0.0 0.0 0.012 0.17 0.050 0.67 0.050 3.17 E1 12 10.5 .1 6 E2 0.0 0.0 0.011 0.19 0.100 0.69 0.121 1.19 0.122 .9 4 0.122 .19 E1 13 9.5 0.01 0 E1 99 8.0 0.01 0 E1 98 8.0 0.01 0 • Orifice restrictions • NJUNC(1) NJUNC(2) NKLASS AORIF CORIF ZP F1 12 13 1 0.280 0.6 0 •'"==Starting • JFREE NBCF 11 98 1 ' • NT IDE J1 1 L� I 1 SENDPROGRAM I 1 i 1 1 I 1 1 1 1 1 1 I [1 1 nII _J • Environmental Protection Agency ` Storm water Management Model • Version 4.3 (Beta) 11M11f «1f 11NH111HH11H•H111111f «11«f f f H Developed by \!N\\N•HHNHNNII«f\l1Hff\\ff\f 1f\ll11fH ' Metcalf 3 Eddy, Inc. • University of Florida ' Water Resources Engineers, Inc. • (Now Camp, Dresser and McKee, Inc.) ' September 1970 1H1N\1HN11NH\\!f 11f1\!f\ff\f ffHff\Nffflf\ Distributed and Maintained by f\N•1f«1flfrlNHlNH1Nf fNf1Nf\f fflflf lfffl • U.S. Environmental Protection Agency • Center for Exposure Assessment Modeling • College Station Road • Athens GA 3D613 ' fNHrrN11Nf11«1rf11HNN•H1f11Nff1ffflNH f1«rrff flrfff 11rN\HMrrfffff lrrf Hff f 1r1r1ff f ' This is a new release of SWMM. If any • probl ens occur in running this model • please contact Dermont Bouchard at the • U.S. Environmental Protection Agency • Phone: (404) 546-3130 FTS: 250-3130 r1NNNNfNINH\NNefHHN\HH\NNNHHN ' This is 1rH11fNfflNlrHfflrlN•fr1lNlNfHNNllrffN ' an implementation of EPA SW)D( 4.3. • "Nature is full of infinite causes which • have never occured in experience" da Vinci \fH\NfffHlrlrrfffNf•rff•fff\rffrrf11fH1rrfff File names by SWMM Block N JIN -> Input to a Block N JOLT -> Output from a Block N JIN for Block N 1 File N 9 SB-RO.DNT JOUT for Block N 1 File N 0 JOT.UF Scratch file names for this simulation. N :CRAT N 1 File N 1 SCRTI.UF ;CRAT N 2 File N 2 SCRT2.UF CRAT N 3 File N 3 SCRT3.UF ;CHAT N 4 File N 4 SCRT4.UF '111f f 1NM1111HHNffN1Nf11f«flHlfffflfNlf 1 Parameter Values on the Tapes Common Block 'NHHNIH\N1f1HH•Hfff ff«f f ff11N1f f f111«f Leber of Subcatchments in the Runoff Block (NW).... 100 umber of Channel/Pipes in the Runoff Block (NG).... 150 'umber of Runoff water Quality Constituents (NRQ)... 10 umber of Runoff Land Uses per Subcatchment (NLU)... 5 umber of Elements in the Transport Block (NET)..... 200 Luber of Storage Junctions in Transport (NTSE)..... 100 Leber of Input Hydrographs in Transport (NTH)...... 80 umber of Elements in the Extran Block (NEE)........ 200 umber of Groundwater Subcatchments in Runoff (MGW). 100 Leber of Interface locations for all Blocks (NIE).. 200 umber of Pumps in Extran (NEP)..................... 20 tuber of Orifices in Extran (NEO).................. 60 r;ber of Tide Gates/Free Outfalls in Extran (NTG).. 25 jrber of Extran Weirs (NEW) ........................ 60 Leber of Extran Printout Locations (NPO)........... 30 J 4L Number of Tide Elements in Extran (NTE)............. 20 Number of Natural Channels (NNC).................... 50 Number of Storage Junctions in Extran (NVSE)........ 20 Number of Time History Data Points in Extran(NTVAL). 50 Number of Data Points for Variable Storage Elements in the Extran Block(NVST).......................... 25 Tiber of Input Hydrographs in Extran CHEM)......... 100 • ..•Ne.•.•N..•N.N.••N:•.••.H • Entry made to the EXTENDED TRANSPORT MODEL (E%TRAN) • developed 1973 by Camp, Dresser and McKee (MM) with • modifications 1977-1991 by the University of Florida. 1 ` Most recent update: April 1994 by CDM, Oregon ` State University, and KP Software, Inc. • "Smooth runs the water where the brook is deep., - Shakespeare, Henry VI, 11, 111, 1 ` •.•....•.....•r.wM••e:•....e••N.N•rN:.e•N••••.N•:• -------------------------------------------------------------------------------- ENVIRONMENTAL PROTECTION AGENCY `••` EXTENDED TRANSPORT PROGRAM •••` WASNINGTON, D.C. ••.• `••• ANALYSIS MODULE `•`• SPRADLEY-BARR linked detention ponds (Fossil Creek Basin) The Sear -Bran Group (dkt) -- 598-004 -- 11 APR 97 (file SO-E%.DAT) ' Controlinformationforsimulation _ _ . Integration cycles ................. 4260 Length of integration step is...... 5.00 seconds Simulation length .................. 5.92 hours lot create equiv. pipes(NEOUAL). 0 Use U.S. customary units for I/0... 0 Printing starts in cycle........... 1 IIntermediate printout intervals of. 0 cycles Intermediate printout intervals of. 0.00 minutes Summary printout intervals of...... 60 cycles Summary printout time interval of.. 5.00 minutes rNot start file per ameter (REDO).... 0 Initial time ....................... 0.00 hours Initial date ....................... 970409 (yr/mo/day) Iteration variables- ITMA%......... 10 SURTOL........ 0.0025 ' Default surface area of Junctions.... 0.01 square feet. ITERATIVE E%TRAN SOLUTION. (ISOL " 2). NEWTON-RAPHSON SURCHARGE ITERATION. NORMAL FLOW OPTION WHEN THE WATER SURFACE SLOPE IS LESS THAN THE GROUND SURFACE SLOPE (KSUPER=O).... WATER RESOURCES DIVISION CAMP DRESSER S MCKEE INC. ANNANDALE, VIRGINIA NJSW INPUT HYDROGRAPH JUNCTIONS.... 0 Note: ZU and ZD are elevations not offsets on C1 data lines. You are using the BB optional data group. ited output for the following 2 Junctions 11 12 I L+3 Printed output for the following 2 Conduits I1112 1399 -------------------------------------------------------------------------------- ENVIRONMENTAL PROTECTION AGENCY •••• EXTENDED TRANSPORT PROGRAM +++* 41NGTON, D.C. ffN •fff •••' ANALYSIS MODULE •••• SPRADLEY-BARB linked detention ponds (Fossil Creek Basin) The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-EX.DAT) • fHHHM• • Conduit Data •ff\ff\►•f\H••HNH\ffHHHHHflffffHN\HNHf\ IMP CONDUIT LENGTH CONDUIT AREA MANNING MAX WIDTH DEPTH NUM NUMBER (FT) __ CUSS ________ (SD FT) COEF. (FT)--- (FT) 1 1112 8. CIRCULAR _______ 1.77 _______ 0.D4300 _____ 1.50 __--- 1.50 2 1399 109. CIRCULAR 1.77 0.02600 1.50 1.50 3 99M 100, TRAPEZOID 14.00 0.03500 1.00 2.00 _=_> WARNING III (C•DELT/LEN) IN CONDUIT 1112 IS 4.2 AT FULL DEPTH. NMff\NHHNffH • Conduit Volume •NHN:f!\ff•••\ff• WATER RESOURCES DIVISION CAMP DRESSER 3 MCKEE INC. ANNANDALE, VIRGINIA JUNCTIONS INVERT HEIGHT _- AT -THE ENDS ABOVE JUNCTIONS --------------------- 11 12 8.33 7.00 13 99 6.31 6.18 99 98 6.18 4.08 Input full depth volume ............ ..._1.6074E+03 cubic feet .__-------------------------___..__ ----- ENVIRONMENTAL PROTECTION AGENCY •••• EXTENDED TRANSPORT PROGRAM •••• WASHINGTON, D.C. Hff ••\\ �, !f•• ANALYSIS MODULE •Hf SPRADLEY-BARR linked detention ponds (Fossil Creek Basin) The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-EX.DAT) TRAPEZOID SIDE.SLOPES 3.00 3.00 WATER RESOURCES DIVISION CAMP DRESSER It MCKEE INC. ANNANDALE, VIRGINIA H•!\fNH•ffN!\N•\\\ffHH•ffNINNNN•Hflfflf• ' Junction Data f•NH••\fNNNNfNf ••fHf•Mf •H\\\Nf►fH•NNH\ IMP JUNCTION GROUND CROWN INVERT DINST INITIAL CONNECTING CONDUITS MUM --- NUMBER ------ ELEV. ELEV. ELEV. CFS DEPTH(FT) 1 11 ------- 12.50 ------- ------ 9.83 8.33 ------- 0.00 --------- 0.00 -------__--..---_-- 1112 2 12 11.50 8.50 6.31 0.00 0.00 1112 _ > Warning all conduits connecting to Junction 12 lie above the Junction invert. 3 13 10.50 7.81 6.31 0.00 0.00 1399 4 99 8.45 8.18 6.18 0.00 0.00 1399 9998 �I 5 98 8.00 6.08 4.08 0.00 0.00 9998 :__> WARNING III THE INVERT OF CONDUIT 1112 LIES ABOVE THE CROWN OF ALL CONDUITS AT JUNCTION .__________________________••---••--•-------•N•...-----....___.....___------...•H+ :HVIRONMENTAL PROTECTION AGENCY EXTENDED TRANSPORT PROGRAM IASHINGTON, D.C. •••+ f.N •••• ANALYSIS MODULE •*•• ' SPRADLEY-BARB linkeddetentionponds (Fossil Creek Basin) The Seer -Brown Group (dkt) -- 598-004 -- 11 APR 97 if Iie SB-EX.DAT) f••HHfffN••HlHNfffffH••fffHflfffHlfNlHf\f• STORAGE JUNCTION DATA ffIHHHHfff fH•N11Hf•ffN!!•f•fHlHf ffffffNN! MAXIMUM OR PEAK OR CROWN 1AGE JUNCTION JUNCTION CONSTANT SURFACE CONSTANT VOLUME ELEVATION . JMBER OR NAME TYPE AREA (FT2) .............. ........---------------- (CUBIC FEET) ............... (FT) 11 VARIABLE 2178.00 6164.61 ......... 11.500 12 WATER RESOURCES DIVISION CAMP DRESSER 8 MCKEE INC. ANNANDALE, VIRGINIA 4.4 12 VARIABLE 5314.32 13 CONSTANT 0.01 99 CONSTANT 0.01 98 CONSTANT 0.01 I+•f+f+fl+++NNW++1llffNNllllffNll!!H ORIFICE DATA + •+lNN1!!NH!!f+!!N+\llffi!!+N!\+M++f f f: FROM TO AREA JUNCTION JUNCTION TYPE (FT2) 12 13 1 0.28 19593.07 10.500 0.03 9.500 0.02 8.000 0.04 8.000 DISCHARGE HEIGHT ABOVE COEFFICIENT JUNCTION (FT) ........ ............. 0.600 0.000 ,eac> EQUIVALENT PIPE INFORMATION FOR ORIFICE 0 CONDUIT NUMBER 1 .......................... PIPEDIAMETER ........................ 90004 0.60 PIPE LENGTH .......................... 200.00 MANNINGS ROUGHNESS ................... 0.0061 INVERT ELEVATION AT UPSTREAM END..... 6.3100 INVERT ELEVATION AT DOWNSTREAM END... 6.3000 N\NifflfffNH\NrfliiHNiffllHNfiHlNrffHi ' FREE OUTFALL DATA (DATA GROUP I1) + ' BOUNDARY CONDITION ON DATA GROUP J1 + f NiflfifffiH\NNf1f lfiifH,HffNfffHbfffNH OUTFALL AT JUNCTION.... 98 HAS BOUNDARY CONDITION NUMBER... 1 1................................................................................ ENVIRONMENTAL PROTECTION AGENCY •••• EXTENDED TRANSPORT PROGRAM •••• WATER RESOURCES DIVISION WASHINGTON, D.C. •••* •*•• CAMP DRESSER 8 MCKEE INC. ANALYSIS MODULE •••• ANNANDALE, VIRGINIA SPRADLEY-BARB linked detention ponds (Fossil Creek Basin) The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-EX.DAT) f if f,\Hf,\111H,..H..rf\f\HHN...,•11f,r\N\ • INTERNAL CONNECTIVITY INFORMATION N\NNHNNNNf\\\NHNNrNNHH\NrHNN,f CONDUIT JUNCTION JUNCTION ... -------- -"'---- 90004 12 13 90005 98 0 I11rr\N11HN111f f \f,rNHf f \NNHHMIf,f \111f„N ' BOUNDARY CONDITON INFORMATION ' DATA GROUPS J1-J4 NH11Nf\1f N\1+111r\\\1r\\\\\\Irr\\\\\\1H111f►rr\\ BC NUMBER.. 1 HAS NO CONTROL WATER SURFACE. a Header information from interface file: N Title from first computational block: 'SPRADLEY-BARR linked detention ponds (Fossil Creek Basin) The Seer -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-RO.DAT) Title Fran immediately preceding computational block: SPRADLEY-BARR linked detention ponds (Fossil Creek Basin) The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-RO.DAT) Vame of preceding block: ................ Runoff Block Initial Julian date ( IDATE2)...................... 97182 till time of day in seconds (TZERO)............ 0.0 transfered input locations .................... 2 lo. transfered pollutants ......................... 0 .ite of total catchment area (acres) .............. 3.86 I 45 10 nznbers (JCE=O) or aLphanmeric (JCE=1)........ 0 # Element numbers of interface inlet Locations: # 11 12 version factor to efs for flow units on interface file. Multiply by: 1.00000 I• INITIAL MODEL CONDITION • INITIAL TIME = 0.00 HOURS �Nrti•ti�N•reN•„N•fr•••e•• JUNCTION / DEPTH / ELEVATION wa> _ " JUNCTION IS SURCHARGED. 11/ 0.00 / 8.33 12/ 0.00 / 6.31 13/ 0.00 / - 99/ 0.00 / 6.18 98/ 0.00 / 4.08 CONDUIT/ FLOW CONDUIT USES THE NORMAL FLOW OPTION. 1112/ 0.00 1399/ 0.00 9998/ 0.00 90004/ 90005/ 0.00 CONDUIT/ VELOCITY ' 1112/ 0.00 1399/ 0.00 9998/ 0.00 90004/ CONDUIT/ CROSS SECTIONAL AREA 1112/ 0.00 1399/ 0.00 9998/ 0.00 90004/ CONDUIT/ HYDRAULIC RADIUS 1112/ 0.00 1399/ 0.00 9998/ 0.00 90004/ CONDUIT/ UPSTREAM/ DOWNSTREAM ELEVATION 1112/ 6.31/ 6.31 1399/ 6.18/ 6.18 9998/ 4.08/ ' 90004/ 6.31/ 6.31 N►N•••••••HM•N•M••NM•••• • FINAL MODEL CONDITION • FINAL TIME 5.92 HOURS .;TION / DEPTH / ELEVATION JUNCTION 1S SURCHARGED. ll/ 0.01 / 8.34 12/ 0.84 / 7.15 13/ 0.64 / 99/ 0.25 / 6.43 98/ 0.19 / 4.27 CONDUIT/ FLOW =_=> _•= CONDUIT USES THE NORMAL FLOW OPTION. 1112/ 90005/ 0.00• 1399/ 0.63 0.63 9998/ 0.63 CONDUIT/ VELOCITY ' 1112/ 0.05 1399/ 1.38 9998/ 1.75 CONDUIT/ CROSS SECTIONAL AREA 1112/ 0.05 1399/ 0.45 9998/ 0.36 CONDUIT/ 1112/ FINAL VOLUME 0.39 1399/ 49.49 9998/ 36.09 CONDUIT/ HYDRAULIC RADIUS 1112/ 0.05 1399/ 0.24 9998/ 0.15 CONDUIT/ UPSTREAM/ DOWNSTREAM ELEVATION 1112/ 8.34/ 7.15 1399/ 6.95/ 6.43 9998/ 90004/ 7.15/ 6.95 _...._.._............ .._.......................... _................................................ # Extran Iteration Sumsry # Maximum nurber of iterations in a time step..... 11 Total nunber of iterations in the simulation.... 8041 Maximum continuity error during simulation...... 85.8532 fraction it number of time steps during simulation.... 7113 no of actual # of time steps / NTCYC......... 1.7 Average nether of iterations per time step...... 1.13 Average time step size(seconds)................ 2.99 90004/ 90004/ 900D4/ 6.31 0.00 0.00 0.00 0.01 4.08 6.95 0.62 2.18 0.29 90004/ 57.13 90004/ 0.15 6.43/ 4.27 Ll M Smallest time step size(seconds)................ 0.6 Largest time step size(seca ds)................ 5.0 Vurber of times ITMAX exceeded ............. 6 Average Courant Factor Tf....................... 2.41 I+HffH11NHHHfffffHlflffffffffN11111ffff CONDUIT COURANTHCONDITION SUBD(ARY ' TIME IN MINUTES DELT > COURANT TIME STEP • fHHNHHlH1HHHfHf ' SEE BELOW FOR EXPLANATION OF COURANT TIME STEP. .11f1HffH1f11fHfH/H1NlHfH11N1f11fffHHNf CONDUIT # TIME(MN) CONDUIT # TIME(MN) CONDUIT # TIME(MN) CONDUIT # TIME(MN) 1112 46.33 1399 0.00 9998 0.00 90004 0.00 I ----- -------------------------------------------------------------- �•!f!lullf'•fN!!lfflNNfflNI:NNNNffNNllf CONDUIT COURANT CONDITION SUMMARY �Hffll11r1111stif!!lllff:fNN!!llfflfall11f11ff ' COURANT CONDUIT LENGTH • TIME STEP --------------------------------- * ' VELOCITY + SDRT(GRVT*AREA/WIDTH) * �NINNNN►NINNf f!!!!•ffNNflfHflNlfN!! AVERAGE COURANT CONDITION TIME STEP(SECONDS) �- rHfHllffHlNlflHfllfllHllf*ffNllHffNHf! CONDUIT # TIME(SEC) CONDUIT # TIME(SEW CONDUIT # TIME(SEC) CONDUIT # TIME(SEC) ........ ......... ........ ......... ........ ......... ........ 1112 1.11 1399 15.54 9998 20.83 90004 17.71 '.f NNNH1flfHHllffff ' EXTRAN CONTINUITY BALANCE AT THE LAST TIME STEP �fffffffNNHIffNNHHlflfflffNNlfHlfNffffff rfNNN!!lNlNfIfNNNflffffNfiffflNNN/N JUNCTION INFLOW, OUTFLOW OR STREET FLOODING �fffffHMflfHffHffffNNlffMfffflfHf f N/H JUNCTION INFLOW, FT3 ........ �11...3......... � .0948E+04 12 4.2620E+03 JUNCTION OUTFLOW_FT3 - 11 4.2700E-13 12 1.0727E-11 98 3.1774E+04 -------------- ...f ... ' INITIAL SYSTEM VOLUME = 1.8883E-01 CU FT ' TOTAL SYSTEM INFLOW VOLUME = 3.5210E+04 CU FT * ' INFLOW + INITIAL VOLUME = 3.5210E+04 CU FT rfNfffNflflfffffNffffNff ffNffNfffffffffNff!!!fN ' TOTAL SYSTEM OUTFLOW = 3.1774E+04 CU FT ' VOLUME LEFT IN SYSTEM * 2.0995E+03 CU FT iOUTFLOW + FINAL VOLUME = 3.3873E+04 CU FT .NNlNN1111Hff1Nfff//HNN111/1ffNlHH/Nf1ff H ERROR 1N CONTINUITY, PERCENT = 3.80 e/NNfffffff/H1ffNNlfff!/f1f/f/lfflf///H!////f/fH 10 Time Hi story of the H.G.L. ( Feet)# SPRADLEY-BARR linked detention ponds (Fossil Creek Basin) The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-EX.DAT) Junction: 11 Junction: 12 'ime Ground: 12.50 Ground: 11.50 :Mn:Sc Elevation Depth Elevation Depth ........ 0: 5: 0 ......... 8.34 ----- 0.01 ......... 6.34 ..... 0.03 0:10: 0 8.36 0.03 6.40 0.09 0:15: 0 8.43 0.10 6.55 0.24 0:20: 0 8.55 0.22 6.68 0.37 0:25: 0 8.70 0.37 6.85 0.54 0:30: 0 8.93 0.60 7.12 0.81 0:35: 0 :40: 0 9.30 9.69 0.97 1.36 7.61 8.37 1.30 2.06 .:45: 0 10.03 1.70 8.95 2.64 0:50: 0 10.18 1.85 9.38 3.07 0:55: 0 10.22 1.88 9.78 3.47 1: 0: 0 10.28 1.95 10.05 3.74 I 1: 5: 0 10.36 2.03 10.22 3.91 1:10: 0 10.41 2.08 10.32 4.01 1:15: 0 10.43 2.10 10.36 4.05 M 1:20: 0 1:25: 0 10.43 10.42 2.10 2.09 10.39 10.39 4.07 4.08 1:30: 0 10.40 2.07 10.37 4.06 1:35: 0 10.37 2.04 10.35 4.04 1:40: 0 10.34 2.01 10.32 4.01 1:45: 0 10.29 1.96 10.28 3.97 ` 1:50: 0 10.24 1.91 10.23 3.92 " 1:55: 0 10.19 1.86 10.18 3.87 2: 0: 0 10.13 1.80 10.12 3.81 2: 5: 0 10.07 1.74 10.06 3.75 2:10: 0 10.01 1.68 10.00 3.69 2:15: 0 9.95 1.62 9.94 3.63 2:20: 0 9.88 1.55 9.88 3.57 2:25: 0 9.82 1.49 9.81 3.50 2:30: 0 9.75 1.42 9.74 3.43 2:35: 0 9.68 1.35 9.67 3.36 2:40: 0 9.60 1.27 9.60 3.29 ' 2:45: 0 9.53 1.20 9.53 3.22 2:50: 0 9.46 1.13 9.46 3.15 2:55: 0 9.39 1.06 9.39 3.08 3: 0: 0 9.32 0.99 9.32 3.01 3: 5: 0 9.25 0.92 9.25 2.94 3:10: 0 9.18 0.85 9.18 2.87 ` 3:15: 0 3:20: 0 9.11 9.04 0.78 0.71 9.11 9.04 2.80 2.73 3:25: 0 8.97 0.64 8.97 2.66 :30: 0 8.90 0.57 8.91 2.60 .:35: 0 8.33 0.00 8.95 2.64 3:40: 0 8.46 0.13 8.86 2.55 3:45: 0 8.72 0.39 8.72 2.41 3:50: 0 8.62 0.29 8.65 2.34 3:55: 0 8.55 0.22 8.58 2.27 4: 0: 0 4: 5: 0 8.50 8.43 0.17 0.10 8.51 8.43 2.20 2.12 4:10: 0 8.38 0.05 8.35 2.04 4:15: 0 8.37 0.04 8.28 1.97 4:20: 0 8.37 0.04 8.20 1.89 4:25: 0 8.37 0.04 8.13 1.82 4.30: 0 8.36 0.03 8.06 1.75 4:35: 0 8.36 0.03 7.99 1.68 4:40: 0 8.36 0.03 7.92 1.61 4:45: 0 4:50. 0 8.36 8.36 0.03 0.03 7.86 7.79 1.55 1.48 4:55: 0 8.35 0.02 7.73 1.42 "- 5: 0: 0 8.35 0.02 7.68 1.37 5: 5: 0 8.35 0.02 7.62 1.31 5:10: 0 8.35 0.02 7.57 1.26 5:15: 0 8.35 0.02 7.51 1.20 5:20: 0 8.35 0.02 7.46 1.15 5:25: 0 8.35 0.02 7.42 1.11 5:30: 0 5:35: 0 8.34 8.34 0.01 0.01 7.37 7.32 1.06 1.01 5:40: 0 8.34 0.01 7.27 0.96 �- 5:45: 0 8.34 0.01 7.23 0.92 5:50: 0 8.34 0.01 7.19 0.88 5:55: 0 8.34 0.01 7.15 0.84 Mean 9.15 0.82 8.71 2.40 MaXIMLn 10.43 2.10 10.39 4.08 Minimum 8.33 0.00 6.34 0.03 r,I 4} .aarrrrrrrrrrrrrfrrrfrr»rfrar»fff»fNrrffrsrrrrrerrr»rfa 4g J U N C T I O N S U M M A R Y S T A T I S T I C S i J SPRADLEY-BARR linked detention Ponds (Fossil Creek Basin) The Sear -Brown Group (dkt) -- 598-004 -- 11 APR 97 (file SB-EX.DAT) UPPERMOST MEAN MAXIMUM TIME FEET OF FEET MAX. LENGTH LENGTH MAXIMUM GROUND PIPE CROWN JUNCTION JUNCTION JUNCTION OF SURCHARGE DEPTH IS OF OF JUNCTION JUNCTION ELEVATION ELEVATION ELEVATION AVERAGE ELEV. OCCURENCE AT MAX BELOW GROUND SURCHARGE FLOODING AREA ULMER (FT) ---_(FT)-_ (FT) X CHANGE (FT) HR. MIN. ELEVATION ELEVATION (MIN) (MIN) (SO.FT) 11 12.50 11.50 9.14 0.0314 1 3 1 18 0.00 2.07 0.0 0.0 2.184E+03F 12 11.50 10.50 8.70 0.0321 1 22 0.00 1.11 0.0 0.0 5.321E+03-ft" 13 10.50 9.50 7.26 0.0117 1 23 0.00 2.93 0.0 0.0 1.216E+02 99 8.45 8.00 6.53 0.0070 6.62 1 23 0.00 1.83 0.0 0.0 2.562E+02 98 8.00 8.00 4.37 0.0032 4.46 1 23 0.00 3(.5544 \ �0-..0 0.0 1.683E+02 1 LAB .� t'T� \ er�U K,► # Time History of Flow and Velocity # # 0(Cfs), Vel(ft/s), Total(Cubie feet) # (' SPRADLEY-BARR linked detention ponds (Fossil Creek Basin) .I The Sear -Brain Group (dkt) -- 598-004 -- 11 APR 97 (file SO-EX.DAT) Time Conduit: 1112 Conduit: 1399 Hr:Mn:Sc Flow Veloc. Flow Veloc. _.__ ______ ____ ------ 0: 5: 0 0.00 0.71 0.00 1.56 0:10: 0 0.01 0.26 0.00 0.17 0:15: 0 0.11 2.16 0.01 0.27 0:20: 0 0.56 3.56 0.09 0.66 0:25: 0 1.70 4.95 0.28 1.01 0:30: 0 4.18 6.38 0.53 1.29 0.35: 0 9.40 7.80 0.90 1.58 0.40: 0 13.54 8.01 1.37 1.85 :45: 0 11.37 6.29 1.68 2.00 ,:50: 0 9.86 5.53 1.88 2.09 0:55: 0 7.31 4.13 2.05 2.16 1: 0: 0 5.38 3.04 2.16 2.21 1: 5: 0 4.16 2.35 2.22 2.24 1:10: 0 3.34 1.88 2.26 2.25 I1:15: 0 2.83 1.59 2.28 2.26 1:20: 0 2.37 1.33 2.29 2.26 1:25: 0 2.03 1.15 2.29 2.26 1:30: 0 1.77 1.00 2.29 2.26 1.35: 0 1,57 0.a8 2,28 2,26 1:40. 0 1.47 0.83 2.27 2.25 1:45: 0 1.37 0.77 2.25 2.25 1:50: 0 1.30 0.73 2.23 2.24 1:55: 0 1.23 0.69 2.21 2.23 2: 0: 0 1.15 0.64 2.19 2.23 2: 5: 0 1.09 0.60 2.17 2.22 2:10: 0 1.03 0.57 2.15 2.21 2:15: 0 0.98 0.54 2.13 2.20 2:20: 0 0.92 0.51 2.10 2.19 2:25: 0 0.87 0.49 2.08 2.18 2:30: 0 0.82 0.47 2.05 2.17 2:35: 0 0.77 0.45 2.02 2.16 2:40: 0 0.72 0.43 1.99 2.14 i 2:45: 0 0.70 0.42 1.96 2.13 2:50: 0 0.67 0.42 1.93 2.12 2:55: 0 0.65 0.42 1.90 2.11 3: 0: 0 0.62 0.41 1.88 2.09 3: S. 0 0.61 0.42 1.85 2.08 3:10: 0 0.59 0.42 1.81 2.07 3:15: 0 0.57 0.43 1.78 2.05 3:20: 0 0.56 0.43 1.75 2.04 3:25: 0 0.53 0.43 1.72 2.03 �3:30: 0 0.45 0.39 1.69 2.01 - ' .35: 0 0.04 0.0a 1.72 2.02 :40: 0 -0.88 -0.93 1.67 2.00 3:45; 0 0.00 -0.02 1.61 1.97 3:50: 0 1.06 1.05 1.57 1.96 r� �1 3:55: 0 -0.39 -0.41 1.54 1.94 4: 0: 0 0.36 0.39 1.50 1.92 4: 5: 0 0.12 0.14 1.46 1.90 4:10: 0 0.03 0.04 1.42 1.88 4:15: 0 0.02- 0.03 1.38 1.86 4:20: 0 ':25: 0 0.02 0.02 0.02 0.02 1.34 1.30 1.84 1.82 :30: 0 0.01 0.02 1.26. 1.80 4:35: 0 0.01 0.02 1.22 1.77 4.40: 0 0.01 0.02 1.18 1.75 4:45: 0 0.01 0.02 1.14 1.73 4:50: 0 0.01 0.02 1.10 1.71 4:55: 0 0.01 0.02 1.06 1.68 5: 0: 0 0.01 0.02 1.02 1.66 5: 5: 0 5:10: 0 0.01 0.01 0.02 0.02 0.98 0.94 1.64 1.61 5:15: 0 0.01 0.02 0.91 1.59 5:20: 0 0.01 0.02 0.87 1.56 5:25: 0 0.00 0.02 0.84 1.54 5:30: 0 0.00 0.02 0.81 1.52 5:35: 0 0.00 0.03 0.78 1.50 5:40: 0 0.00 0.03 0.74 1.47 5:45: 0 0.00 0.03 0.71 1." 5:50: 0 5:55: 0 0.00 0.00 0.04 0.05 0.67 0.63 1.42 1.38 Mean 1.43 1.07 1.50 1.86 Raaimun 13.54 8.01 2.29 2.26 Minimen -0.88 -0.93 0.00 0.17 Total 3.051E+04 3.190E+04 ••1Nf•f...f«.1f•.«f e•.«f•...Nfer..f.f...«fr«1f.ff•f: * C O N D U I T S U M M A R Y S T A T I S T I C S �ffN««/M•1f1f•«Nf««••ffffNfHHf««1N•fNNfN•N SPRADLEY-BARR linked detention ponds (Fossil Creek Basin) The Sear -Brown Grasp (dkt) -- 598-OD4 -- 11 APR 97 (file SB-EX.DAT) WE �J CONDUIT MAXIMUM TIME DESIGN DESIGN VERTICAL COMPUTED OF MAXIMUM COMPUTED TIME OF RATIO OF MAX. TO MAXIMUM DEPTH ABOVE LENGTH CONDUIT CONDUIT FLOW VELOCITY DEPTH FLOW OCCURRENCE VELOCITY OCCURRENCE INV. AT CONDUIT ENDS OF NORM SLOPE DESIGN UPSTREAM DOWNSTREAM FLOW NUMBER (CFS) (FPS) (IN) (CFS) HR. MIN. (FPS) HR. MIN. FLOW (FT) (FT) (MIN) (FT/FT) ----"' -------- •_______ ------- ""'----- -""'- ---------- ------- -------- --------- 1112 1.27E+01 7.18 18.000 1 ♦03 3 31 111.47 3 31 87.19 ----- ______ 2.10 3.39 121.8 0.15947 1399 7.81E+00 1.03 18.000 .29E+0 1 23 -10.00 0 2 1.26 1.26 0." 0.0 0.00119 9998 8.76E+01 6.26 24.000 + 0 1 23 -2.72 0 10 0.03 0." 0.38 0.6 0.02100 90OD4 1.04E+00 0.48 7.165 2.29E+00 1 23 8.00 1 23 2.20 4.08 1.27 0.0 0.00005 90005 UNDEF UNDEF UNDEF 2.29E+00 1 23 fN11NNN11ff11111NfNHN1NN1---- -- - - - - - - f • SUSCRITICAL AND CRITICAL FLOW ASSUMPTIONS FROM • SUBROUTINE HEAD. SEE FIGURE 5-4 IN THE EXTRAN • MANUAL FOR FURTHER INFORMATION. 1fffN111fNN1f ff LENGTH 'LENGTH LENGTH LENGTH OF OF OF UPSTR. OF DOWNSTR. MEAN TOTAL IUXIMOM MAXIMUM CONDUIT DRY SUBCRITICAL CRITICAL CRITICAL FLOW AVERAGE FLOW HYDRAULIC CROSS SECT ^� NUMBER FLOW(MIN) FLOW(MIN) FLOW(MIN) FLOW(MIN) (CFS) % CHANGE CUBIC FT RADIUS(FT) AREA(FT2) 1112 0.08 315.08 0.00 39.83 1399 2.33 352.67 0.00 1.43 2.1232 3.0451E+04 0.4563 1.8293 0.00 1.49 0.0409 3.1809E+04 0.3546 1.0118 9998 8.42 346.59 0.00 0.00 1.49 0.0009 3.1776E+04 0.2549 0.9215 90004 0.08 354.92 0.00 0.00 1.50 0.0688 3.1885E+04 0.1797 0.2873 90005 UNDEFINED UNDEFINED UNDEFINED UNDEFINED 1.49 3.1776E+04 ' AVERAGE % CHANGE IN JUNCTION OR CONDUIT IS DEFINED AS: CONDUIT % CHANGE _=> 100.0 ( 0(n+l) - 0(n) ) / Ofull 'DICTION % CHANGE ==> 100.0 ( Y(MI) - Y(n) ) / Yfull .1f11«fffff1f111NffNfNNN11«ffffllf«fffffff f f1f«f The Conduit with the largest average change... 1112 had 2.123 percent r. 11 50 The Junction with the largest average change... 12 had 0.032 percent I_—> Extended Transport model sioulation arded normally. SUM 4.3 (beta) simulation ended normaity. > Your input file was nerved : sb-ex.dat Your output file was named: sb-ax.out �• S(EDI 4.3 Siozrletion Date and Time Suimery ' Starting Date... Aprit 11, 1997 • • Time... Ending Date... 12:36:21:48 Aprit 11, 1997 • Time... 12:38:59:44 • Elapsed Time... 0.633 minutes. • Elapsed Time... 38.D00 seconds. 11 11 St 11 r I Cl I I I r I rl t I Detention Pond Design r s=- Spradley Barr Dealership Project No. 598-004 Detention Pond Volumes Pond 11 Elevation Area Storage Cumulative Storage (ft.) 5008.33 (ft2) Area 1 (acre) 0.00 (acre-feet) 0.00 (acre-feet) 0.000 5008.50 493 0.01 0.00 0.001 5009.00 2,170 0.05 0.01 0.015 5010.43 0.05 0.07 11: 5010.50 0.05 0.07 1189 5011.50 3,170 0.07 0.06 0.150 Pond 12 Elevation Area Storage Cumulative Storage (ft.) 5006.31 (ft2) 1 Area (acre) 0.00 (acre-feet) 0.00 (acre-feet) 0.000 5006.50 559 0.01 0.00 0.001 5007.00 4,510 0.10 0.03 0.026 5010.39 5,324 0.12 0.38 0.404 5010.50 0.12 0.39 1 .417 5011.50 6,465 0.15 0.15 1 .553 V = Id(A+B+-AB-) where: d = elevation„+1 - elevation A = area of elevations contour B = area of elevations+1 contour The Sear -Brown Group Total Site Storage = 0.703 acre-feet 2:37 PM 4/25/97 53 I I I Inlet Design I I I i\ oj 0s I .I it i i I The Sear -Brown Group Area Inlet Design - Sump Condition Spradley Barr Dealership Project No. 598 - 004 Design Point 6 10 year design flow = 2.43 cfs Q.,,,,(Head = 0.5 it) = 3.37 cis Use (1) R-3409 Inlet @ 3.37 cfs = 3.37 cis Total design flow is intercepted. Design Point 14 10 year design flow = 3.43 cis Q.,b(Head = 0.7 it) = 4.54 ofs Use (1) R-3409 Inlet @ 4.54 cis = 4.54 cis Total design flow is intercepted. 'See weir -orifice control worksheet on next page. 9:28 AM 8/27/97 I t 7) i Area Inlet Design - Sump Condition Spradley Barr Dealership Project No. 598 - 004 This sheet displays the controlling area inlet flow condition. Weir Equation: 3 CLHI where: H -hood above weir Orifice Equation: Q.4fl. = C. -4. VF2_g_H_ where: H=112 -hl Grate: Neenah R3409 Weir. Orifice: Cweir = 2.80 Corifice, 0.60 west (ft.) 3.40 Acrifice (f? 1.41 1 Hood (ft.) Qweir Qorifioe Qcontrol 0.00 0.00 0.00 0.00 0.10 0.30 1.72 0.30 0.20 0.85 2.43 0.85 0.30 1.56 2.97 1.56 0.40 2.41 3.43 2.41 0.50 3.37 3.84 3.37 0.60 4.42 4.20 4.20 0.70 5.58 4.54 4.54 0.80 6.81 4.85 4.85 0.90 8.13 5.15 5.15 1.00 9.52 5.43 5.43 Weir -Orifice Control 10.00 8.00 00 00 2.00 0.00 0.00 0.20 0.40 0.00 0.80 1.00 H"d (fL) 8:42 AM 1215/97 The Sear -Brown Group The Sear -Brown Group �J �Q �IAR R-3409 Gutter Inlet Frame and Grate Heavy Duty ����•`���`'`�� Total Weight 340 Pounds 58 L, I I 1 I I I I I I I 11 Erosion Control Plan I 0 1 1 ' Erosion and Sediment Control Plan r r Prepared For: Spradley Barr Dealership ' Fort Collins, Colorado 80525 1 Prepared By: The Sear -Brown Group 209 South Meldrum Fort Collins, CO 80521-2603 rMay 15, 1997 1 r 1 r r GD I Introduction Owner: ' Spradley Barr Dealership Fort Collins, Colorado 80525 I IErosion Control Consultant: The Sear -Brown Group 209 South Meldrum ' Fort Collins, CO 80521-2603 Project Description The proposed site is located in the NE 1 /4 of Section 2 T.6N, R. 69W of the 6`h Prime Meridian, Larimer County. The project property consists of the former Poudre Valley REA site and covering an area of approximately 9.4 acres. The proposed building plan will redevelop the site for use as an auto dealership. 1 Existing Site Conditions The general topography of the site slopes from the northwest to the southeast at a grade ranging from 2%-4%. The northeast quadrant of the site is covered by lawn grass, with pine trees andsome shrubbery adding to the landscape. The northwest corner of the site is overlaid with gravel. The major remaining portions of the site consist of asphalt paving and the existing buildings. The existing buildings on the site consist of a main building encompassing 32,490 square feet and a rear service building of 3,600 square feet. rAdjacent Areas The site is bounded on the North by the Arbor Plaza commercial development, on the East by College Avenue, on the South by the Fossil Creek Nursery and on the West by the Burlington Northern Railroad. I I Gi 1 The site is located within the Fossil Creek Drainage Basin. No major drainage ways exist within the site. 1 Soils i I I I r l� I LJ r ,I I The soil conditions of the site are documented in detail by the geotechnical engineering report Spradley Barr Ford Dealership Showroom, South College Avenue, Fort Collins, CO, Project No. 20975017, March 13, 1997 by Terracon Consultants Western, Inc., Fort Collins, CO. In general, the report states that the site consists of lean clay with sand underlain by sandstone rock. Groundwater was not encountered in any of the soil borings during Terracon's investigation. Volumes and Areas Impacted The site will be graded with topsoil stripped and stockpiled. The total approximate quantities of cut and fill are 9,900 cubic yards and 3,450 cubic yards, respectively. This results in a net excess of 6,450 cubic yards of cut material that will be hauled off the site. Erosion and Sediment Control Measures A silt fence will be constructed along the south and east borders of the site to minimize off -site sediment transport. Straw bale barriers will be constructed around the area inlets located at design points 1 through 5 because all of the design flows are less than 0.5 cfs at those locations. A silt barrier fence will be constructed around the area inlet at design point 14 because the design flow is greater than 0.5 cfs at that location. Gravel filters will be placed at the entrances of the sidewalk chases located at design points 8, 16 , 21, 22, 23 and 26. Straw bale check dams will be placed at the storm pipe entrances located at design points 11 and 12. Surface roughening will be performed immediately after final grading if approproiate, but no later than 14 days after final grade is acheived. All disturbed areas will be permanently stabilized within 14 days after final grade is reached, otherwise the area will have to be mulched in accordance with County criteria. If a disturbed area is to remain in an interim condition for more than one year it will also have to be seeded in accordance to County criteria. Schedule Grading of the site will begin in early June and finish towards the end of the month. The erosion control structures will stay in place as needed through the month of October to ensure adequate protection throughout the new building construction CZ I phase. Asphalt paving, concrete work and sod installation will begin in mid -August ' and run through midi -September. Permanent Stabilization Measures Permanent landscaping will include bluegrass sod, with plantings of shrubbery and trees around the proposed buildings. Many of the existing trees will be incoporated into the landscape. Stormwater Management Considerations Stormwater during construction will sheet flow in the southeasterly direction and will be fitrered for sediment by the silt fence located at the site borders. Construction Materials and Equipment The contractor shall store all construction materials and perform the necessary maintenance and fueling of equipment in a confined area on site, from which stormwater can be filtered by the erosion control structures. Maintenance The erosion control structures will be inspected on a weekly basis. Straw bale barriers and silt fences will inspected for undermining and bypass. These structures will repaired or expanded if needed after inspection. The gravel inlet filters will be inspected for uniformity and cleansed if overlaoded with silt and debris. The soil roughness will be continually monitored and reworked where smooth areas begin to appear. ' Cost Estimate A table showing the erosion control measure cost estimate has been included as an attachment to this document. Calculations There are no diversion channel calculations for this project. 11 (.3 I I 11 I I I I I I i I I EROSION CONTROL INSTALLATION COST ESTIMATE Spraaley Barr Projeet No. SETS PREPARED BY Fred Ernst FCE DATE: 05/12/97 EROSION CONTROL MEASURES Unit Total Number Method Quantity Unit Cost Cost Notes 5 Straw Bale Barrier 7 ea $150 $1,050 B Gravel Filter 8 ea $300 $2,400 8 Sin Fence Barrier 1430 LF $3 $4,290 Total $7,740 IThe Sear -Brown Group G4 I Charts and Tables I I 1 C� I I I 1 1 Cl i No Text - a a 1.0 .9 a .8 a .7 .6 D .5 D w W a z .a z z z .3 D w a 0 U. 0 .25 t- x c� W_ D .2 a .15 D .I 12 5 II 10 4 8 10 6 3 9 LO4 2 ,LL 3 8 a 1.5 vi 2 7 Pocib- �w z 1.0 Ex°mpleLPorf °_ J I.0 Z 9 w 5.5 v - o .8 m .6 5 = z o .7 z z .4 4.5 z a. 3 .6 W LL 2 4 0 2 0 .5 r, x t- z � o 3.5 w W .4 o J .I U. U. 0 .08 � 3 0 0 = 0 .06 3 c- LL W z - 2.5 = w .04 0: 25 .03 w t- a � 3 a .02 0 .2 a 2 v F a 01 0 .15 L w 0 0 1.5 -- o .10 1.2 Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DEPTH 2" DESIGN CRITERIA §k § ~ ; w ) E §C6 a {_ �; \k« Co. 0. §> )§/� f co . � /\¥ )E° (L �& k42 ) Z/ j\/r ;cli »k »® It } 0 2Za� e �( w°IT C-4 02 », IT. C14 \ zl ® 2� < ; w2 M 0 )z E§ co G )j< L � z a ` ) No Text i y PROPOSED 281 R" DASH. WHILE PROPOSED 200BY SCUD WHITE — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — RIGHT LANE RIGH�T�cL+ANE ° �� --� -------------------------------- MST -- - MINT li SCALE 1"-20• ------LL------ � TURN RIGHT ------- TURN RIGHT SOUTH COLLEGE AVENUE ig ________ R3— 7 R3OF MAIp lCONNENV. — _ _ 5• LONG % 5• ME — ENCA (CONNECTION W/ 17 if NEW DETNLL SHEET 10 BEGINNING OF B TM NON -SHRINK 18- Q II RCP _ % 3. OFFP WATER 11.$• RETNNIHC WALL • m ' REMOVE EASING NHnE EDGE UNE DUALITY SUMP CRWT. — -- — -- OFFICE DIA. =0-59] FT. I SEE SHT. 10 _- _ _ S' CONCRETE PAN 18 IF. NEW BE N TRANSIT TO _�— F ^ SEE DETAIL SHT. 10 18" CYP 5' II \ I — 5 RETAINING WALL r ® RI . s CDISREIE R1 1 - - _---_--_ ' PoPRAP PAD i � WNL RETAINING ________________ , 11 �SMl .� i fill is�V-9 )' WA(I( - 09.r x49 JW N ELECTRIC VAULT JS 1 RB CUT - 5' LOrvG x 5' WDEy SLl'.ER MH 1 8• PoPRA x 3• DEEP WATERg AUTT SUMP g EXiSTNG'MAN� sEE D .w 1 TEN ELT I pc 8+ THIS PLAN APPROVED BY l NC �"u 1KF® 100 YR W.. IO.A3 1W WS - IO.J9 LARIMER COUNTY ENGINEERING 1 NNET OF i 0 B2 1p F411W 1 - AMMC WLL ETe)9 1 DEPARTMENT � - pW � / WAQ J/ g ' i l 1 APPAPPROVEDe g TRICKLE PaAN � OW DATE III MH STrl SHEET E FKINGEWAIITAILS n _ 1 '� `6Dy1' H d \ �8• CURB CUT WI b E6-u90 - .tom J EMT COLLINS - LOVELAND WATER DISTRICT up H• WIDE CONCE Vat' SOUTH FORT COLLINS SANTTATON DISTRICT I II J N- % 8. 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