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Drainage Reports - 02/20/1996
JPRO",OF final A roved RePortFORT C0LLjks-uTMrn= REVISED FINAL STORM DRAINAGE AND EROSION CONTROL REPORT FOR ROCKBRIDGE CONDOMINIUM RESIDENCES P.U.D. PREPARED FOR THE NICHOLS PARTNERSHIP, INC. RANDY G. NICHOLS PREPARED BY STEWART & ASSOCIATES, INC. 103 SOUTH MELDRUM STREET FORT COLLINS, COLORADO 80521 970/482-9331 DATE JANUARY 31,1996 f �J STEWART&A SSOCIATES Consulting Engineers and Surveyors ' January 31, 1996 Mr. Basil Hamdan ' Stormwater Utility City of Fort Collins ' P.O. Box 580 Fort Collins, CO 80522 Dear Basil: Re: Rockbridge Condominium Residences, a revision of Rockbridge Apartments The layout of the Rockbridge project, which was approved July 21, 1995, has been revised. The buildings have been changed from apartments to condominiums and the locations of buildings E, F, G and H have been shifted. The hardsurface area of the buildings remain the same. The hardsurface of the parking lot and driveways is being increased from 2.55 acres to 2.63 acres. The most change on the project is the relocation of the clubhouse from the front of the property to the center of the site. The original hardsurface area of the pool and clubhouse combined was 0.29 acres, and the hardsurface area of the revised pool and clubhouse area is 0.21 acres. The total revised layout ends up with no net change of hardsurface area. ' Since the hardsurface and therefore the runoff coefficient of the site is unchanged by the revisions, a total detention volume and release rate which are equal to or less than the originally calculated quantities should be acceptable. ' The original site had three separate detention ponding areas which were as follows: 1. The larger ponding volume of 51,518 cubic feet with a release of 0.79 cfs was located ' mostly on the parking areas and with a smaller portion located on a green space. This pond had a maximum depth in the parking lots of 1.5 feet. ' 2. A small pond was located in a green space at the northwest corner of the site. This pond had a volume of 5465 cubic feet and a release rate of 0.36 cfs into Wheaton Drive through a sidewalk culvert. ' 3. A small and was located on the parking area near the entrance to the i p p g site. This pond had a volume of 2207 cubic feet and a release rate of 0.19 cfs. The maximum depth of ' this pond was 1.5 feet. James H. Stewart and Associates, Inc. 103 S. Meldrum Street P.O. Box 429 Ft. Collins, CO 80522 303/482-9331 Fax 303/482-9382 1 11 11 1 enclosures 1 January 31, 1996 Page 2 There will be only two detention ponding areas for the revised layout. The original small pond located on the parking lot at the entrance will be eliminated. The original small pond located in the green space at the northwest comer of the site will be retained. The shape of this pond will be revised, but the volume and release will be the same as originally calculated, since the area draining to the pond is virtually the same. The large ponding area located both on parking lots and green space is being revised from the original plan in that the original ponding was mostly on the parking lots with a small amount on a grassed area, while the revised layout has most of the detention volume in a grassed area with a smaller amount in the parking lots.. The original pond had a volume of 1.13 acre feet with a release of 0.79 cfs. We propose to keep the 0.79 cfs release rate and add volume for the 0.05 acre feet of detention which was lost when the small pond at the entrance was eliminated. The volume of the proposed pond is a total of 1.25 acre feet. Most of this volume is in the grassed area and the maximum depth in the parking lots will be 1.0 foot instead of the original 1.5 feet. The maximum ponding depth in the grassed area will be 4.8 feet at the outlet pipe. A variance from the maximum ponding depth of 4.0 feet is hereby requested for the 4.8 foot depth. The outlet pipe from this pond will tie into the back of the existing catch basin located on the west side of Wheaton Drive. This is the same location where the outlet pipe from the original small pond was to be tied into the existing storm drainage system The original total 2 year release from the site was 2.60 cfs and the revised 2 year release will be 2.45 cfs. The original total 100 year release from the site was 6.01 cfs and the revised 100 year release will be 5.96 cfs. The revised plan has very little effect on the original drainage and detention quantities. The largest change in the drainage is that most of the detention will now be on a grassed pond rather than in the parking lots, and therefore, the ponding depth in the parking lots can be lowered from 1.5 feet to 1.0 foot. I have included in this report a copy of the original approved drainage report along with calculations of the revised detention volumes and release rates. Also included are copies of both the original and revised grading, drainage and erosion control plans. . • •IM. i! No Text C 1 Oc CL o� t oC) Lu cn � O ' LL "c O o Z o w U ' o� p ' w � � Y ' U W ' M W W T 0 to r,� N a! 'q: M f, to to W W N NW M(C00MVr-0M00N0N VNNW0MO001_ M (D (D O OD M CM 00 C) OD N N O T O I- O O V OD O T OD N M 00 O N VOW (n O W M M O M O N co O NMCIO V) r(VV TV V V V'4'�4toVtototn_;LQ: 7 (D C) N n 000000000000000000000.0 T00toNM(DMO1�406N(66li00CA6-:N O M N T V M N O O M N O V r M W V T M O T N :0: 0 N IT f- O T V (O 00 r M (0 00 ch t- N N N W ch T CD M: J I T T T r N N N N M CO V IT Ln to (n I- f- QO U- � C) 0 (n CO N f�- O O M M (O O *- 6 Oo 6 v O (O 00 CV O M 1-� 0 CD 'mi N lL N I� d 1� to O 00 CD O N (� N O In T N 00 v CDM e1" d O M CO r I- O N N O r .N z0. D T N M M I- O N V (n fl- M M r N M V to to h r- 0)0. : V to M M to In :C0 � � V d Q Q II M O O O O O O O O O O O O O O O O O O O N tri Q tri tri tri tri tri tri tci ui tri ui tri tri tri tri tri tri tri tri tri tri tri ri; U v U � O O O O 00 to M 0 0 0 O O M M OD O 00 to M O MAC) } O O T N (C) T 00 M N O 00 W M O 00 f- to � M N T: t f. f. (O 0 C V M M M M N N N N T T T T � •- r r: U (n �- � Z OW•— � Z z- n 0000000000000000000C! 0D tri00000000000ci60000tciotri ? p T T N N M M V V to M 0 1- 00 O O T N M to (D ::0 w 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 z LU 702 c: LU 0 cr- •CL cz LLJ cr- Z P C� Z u) LU :3 LU .E 0 E cc 00 -0 U- c: 'm 0 < 0 CD 0) < -a 32 CD 0 CD 0 < cr � LU r SPUTSUOU JLRHJ DIUM do S10001 1 1 1 1 1 1 1 1 1 1 1 1 MAIN DETENTION POND 100-YR HIGH WATER LINE CONTOUR AREA AVERAGE AREA INTERVAL UUMMULA i Wh "Mr1 WA I tM s .ft. s .ft. VOLUME cu.ft. VOLUME cu.ft. LINE ft. 78.8 0.0 . ........ ........... .::.....::lx- ....;:::::>::::>::::>::: . 80.0 6,030.0 0.0 ... ..... 6 795 0 , . , 6 795 t3 81.0 7,560.0 0.0 - $,280;0,280} 17,484 6; ....... 82.0............ 9,000.0 0.0 ...... .. ..:. 83.0 20,550.0 83.6 30,870 0 3Q,870 ;(3 fi3129 6. 84.0 41,190.0 83.7 NOTES: 1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/6 (A + 4AB mean + B) 3. HWL=(VOL.REO.—VOL.LOW CUML)*6/(AREA LOW+4*AVG.AREA+AREA HIGH) ORIFICE SIZING ORIGINAL DESIGN DATA 0.79 = Allowable Des. Release Rate cfs NOTE:1. VERT. PLATES WILL BE PLACED 78.80 = Flowline Orifice Elevation ft AT PIPE FLOWLINE 0.65 = Orifice Coefficient Cd 4.82 = Avaliable Driving Head ft VERT. CIRCULAR PLATE VERT. SQUARE PLATE � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 p ca E O O w Q TW CL cn OE U— � Z .C: p �E W O wv 0 C;) C) 70 W L Y O W O O CD CO v v O O O 040. N 0) CN C D qt O D co O (0 CD N W v CO co O'1 O to 4 (0 O 3 M CD to t} N O W O W O O N W T M M M tt O ..(0: v M to CO co M N V M 0)1- U' Q v CD CD O to I- O r M d F: V to Cr) M T T 0) OD W V N T N M v v V to to to to An. to O M to O O V v v v v cr- � O 7 N V M o 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 CO w V N O c0 (O Nt N O >G6CD N w 4 O CD N 6 O 4 CO O O 0 v-- N M V V to CD 1- CD ` 0'. C) v-- NV (0 N CA T V CO CO r N Cl) V to (0 f-CD O 0 r;: N LA N CA •- M LA O N Lo CO J I T ::r»+;: r T r r N N N N CO M CO LL O U O O CO co It v O O O O 40 N O CO v O N M 0 O w CO N 'i N N 4 CO •- CO CO O ::im CA to VCn VCD 0 CD (C1 V* V, N LL T N to Cn to I- M V T CO Ao: CO V CO 0 V 0 T Ln 1- LA (D V O M O O v O M P- O co d z(0: I� O O M M to to f-. I- O T T M M In 0 M w w W :V.) w 1'- f-- f�- I�- P. P. I� f- co CD � Z 7 ca D v Q Q II m N N N N N N N N N N >C%I N N N N N N N N N N N 1- I- f� ::14> f� I� I� I� f� f� f� f� f� f� f� r Q O O O O O O O O O O .0 0 0 0 0 0 0 0 0 0 0 0 U v U � 000000tpM0tn0 O O T N W T W M N O (l: fl� 0 6 4 4 6 6 6 M 01CTLOICOIOICOItAIMIOIMItAI (O M M N .- O NN N T T T T T T T T 0 0 0 0 0 0 0 0 0 0 ;C 3' 0 0 0 0 0 0 0 0 0 0 0 O O LO O to O lA O O O tp; 0 0 0 0 0 0 0 O O M O T z w 702 c LU 0 CL ca 0 E W CC • z J 0 CL Z cn �— E uj .20 0 0 U- -a C: 0 cmQ C, C/) C.) CQ 0 cr rw In spunnoU laad DIWID do S10001 I q in I SMALL DETENTION POND 100-YR HIGH WATER LINE CONTOUR I AREA I(sq.ft.) I AVERAGE .) AREA I VOLUME (cu. I VOLUME (cu. ft.) I HIGH WATLINE (ft)ER I 82.51 0.0 1 84.01 4,580.01 1 1 1 84.41 1 84.51 8,175.01 1 1 1 0.01 1. FOR THE FIRST CONTOUR VOLUME A CONIC SHAPE WAS ASSUMED VOL. = 1/3 (AREA ABOVE) (DIFFERENCE IN COUNTOUR ELEV.) 2. FOR THE REMAIMDER OF THE VOLUMES BETWEEN CONTOURS (SECTION 9.2) VOL. = DEPTH/6 (A + 4AB mean + B) 3. HWL=(VOL.REO.—VOL.LOW CUML)*6/(AREA LOW+4*AVG.AREA+AREA HIGH) ORIFICE SIZING ORIGINAL DESIGN DATA 0.36 = Allowable Des. Release Rate cfs NOTE: 1. VERT. PLATES WILL BE PLACED 82.50 = Flowline Orifice Elevation ft AT PIPE FLOWLINE 0.65 = Orifice Coefficient Cd 1.95 = Avaliable Driving Head ft 11 VERT. CIRCULAR PLATE 11 11 VERT. SQUARE PLATE 11 STEWART&ASSOCIATES 10 S. ME 3D1RUM, FAX FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors By: Fl E Date:./ / 9 S. Client: F?"andV Nic�io 1S Sheet No. 2- of ' Project: K o c-LT- ; ,I e Co ki�•l o m i k7 d,�-� r 1� r 1/(S � r Subject: ,� ��c'_ h�% o I-0 l/ 1J V n -- 1 , STEWART&ASSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: Date: 2-1 4 i Client: a C y AJi cA o is Sheet No. 3 of Project: r,I Subject: .7�Pfe�� i okk nc(amiv+j IS V Q'n— ,side 0r. [YcC.S',1 r F, I H 1 1 STEWAU&ASSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: Date: 12 1 f Client: Fa n� X A/1' e-AO/ S Sheet No. �—of 4P Project: Fed C Lc fi r i% P CO n d o�— c n i(//t^ s- F V 1 S (d 11 Subject:7-o?/.4L S 1 TF TZFLEA1 F- R,47F i 1 1 1 1 1 1 1 Final ,,+od Repo X. ? z� vAL STORM DRAINAGE AND EROSION CONTROL REPORT FOR ROCKBRIDGE GARDEN APARTMENTS P.U.D. PREPARED FOR JIlVI LOFTUS PREPARED BY STEWART & ASSOCIATES, INC. 103 SOUTH MELDRUM STREET FORT COLLINS, COLORADO 80521 970/482-9331 DATE MAY 309,1995 F1 ST'EWART86SSOCIATES Consulting Engineers and Surveyors May 30, 1995 ' Mr. Basil Hamdan Stormwater Utility City of Fort Collins ' P.O. Box 580 Fort Collins, CO 80522 ' Dear Basil: Following is the revised storm drainage and erosion control report for the Rockbridge Garden Apartment P.U.D. project. This project has been on and off for the last several months, but now the owners are prepared to go ahead. ' I have made the final revisions to this report and to the plans. The design and calculations included in this report and on the plans comply with the City of Fort Collins Storm Drainage Design Criteria. A variance is being requested for the allowable release rate from the site. In 1980, ' Stewart & Associates prepared the drainage report for Golden Meadows Fifth Filing, and in that report a release rate of 5.0 c.fs. was estimated for the Rockbridge site. The total Rockbridge site ' runoff will be 6.01 c.fs., which includes the restricted release from the detention ponds plus the unrestricted runoff from landscaped areas around the perimeter of the site. This variance request is for the additional 1.01 c.f.s. release above the 1980 estimate. 1 1 1 1 Sincerely, 6 �: 24 Phillip I. Robinson, P.E. & L. S. Vice President rsc enclosures James H. Stewart and Associates, Inc. 103 S. Meldrum Street P.O. Box 429 Ft. Collins, CO 80522 303/482-9331 Fax 303/482-9382 FINAL DRAINAGE REPORT FOR ' ROCKBRIDGE GARDEN APARTMENTS P.U.D. PROJECT LOCATION AND EXISTING CONDITIONS Rockbridge Garden Apartments P.U.D. is located in the Southwest 1/4 of Section 31, Township 7 North, Range 68 West, of the Sixth P.M., City of Fort Collins, County of Larimer, ' State of Colorado. The site is in the Golden Meadows area and is located in the Fox Meadows drainage basin. The site has a net area of 8.2 acres and a gross area of 10.0 acres, including one- half of Harmony Road and Wheaton Drive. ' The adjacent streets Harmo ny ony Road and Wheaton Dave, are fully constructed, and all ' offsite drainage facilities are in place. The site drains easterly to Wheaton Drive and also south to a major drain swale which runs west to east along the north side of Harmony Road. The runoff from Wheaton Drive goes into this swale via catch basins and storm drain pipes. This major swale carries runoff east to the west side of the U.P. Railroad, and then it turns north along the railroad and then dumps into the Golden Meadows regional pond. This regional detention pond was designed in 1978 by Resource Consultants to provide detention for the total Golden Meadows developments, including the Rockbridge Apartments site. This 1978 drainage study and detention pond design was prepared for the 230-acre Collindale South development (now called Golden Meadows), and the pond was sized to detain runoff from this entire 230-acre development. The Rockbridge Garden Apartments site is included in the southern drainage area of this 230-acre site. A map of the Golden Meadows area showing the location of this major swale, the location of the regional detention pond, and flow patterns of the Golden Meadows area ' is included with this report. Also shown on this map at crossings and at concentration points are developed flow quantities, some of which were calculated by previously prepared storm drainage reports. We have included calculations of the capacity of the pipes and swale. Also included is a ' copy of the 1979 plan of the piped swale crossing of the Warren Lake Outlet Ditch. Onsite inspection of this crossing found the pipes in need of maintenance and cleaning. Included in the Appendix are copies of a portion of the 1978 Resource Consultants drainage study of the Golden Meadows area along with a map of the regional detention pond. ' The runoff from Harmony Road drains into an existing borrow ditch which is located about 8 feet north of the pavement. This borrow ditch slopes to the east and is very flat. This ditch has no positive flow outlet and water must pond about 1 foot deep before overflow occurs ' to the north along Wheaton Drive. There is offsite drainage onto the site from the existing Courtney Park development lying ' to the west. One point of offsite drainage is at the southwest comer of the site where a 15-inch pipe from an existing detention pond drains into the existing major swale running west to east across the site. The other offsite runoff comes onto the west side of the site from 0.67 acres of ' the rear yards of the Courtney Park apartments. �1 1 Rockbridge Garden Apartments P.U.D. ' Page 2 ' PROPOSED DEVELOPMENT AND DRAINAGE FACILITIES The site will be developed with eight apartment buildings and the accompanying parking iand recreation facilities. The density will be approximately 20 units per acre. The Rockbridge Apartments site is located in the southwest comer of the Golden Meadows site approximately ' 3000 feet from the regional detention pond. All of the drainage facilities, piping and swales are in place between Rockbridge and the pond, but these facilities are not adequate to carry the entire 100-year runoff, so we plan to have onsite detention in the parking lots and landscaped areas. The capacity of the major swale along Harmony Road is about 150 c.fs., per the Golden Meadows Fifth report, but the 24 inch pipes under Wheaton, McMurray and Innovation have capacities of approximately 30 c.f.s. before overflow occurs. Also, the crossing under the Warren Lake Outlet Ditch, which is 3-24 inch pipes, has a capacity of about 90 c.fs. before overflow begins. As previously stated, these pipes are in need of maintenance. ' The 1978 Resource Consultants report considered this site to be 40 percent pervious, which equates to a C factor of 0.60. In the 1980 drainage report for Golden Meadows Fifth, a C factor of 0.5 was estimated for this Rockbridge site, along with a detention quantity of 1.2 acre feet and a release of 5.0 c.f.s.. The calculated composite C factor for the proposed Rockbridge site is 0.643. The historic 2-year runoff and release rate is calculated to be 2.3 c.f.s., and the detention volume required for the difference from this 2-year historic runoff and the 100-year developed runoff is 1.24 acre feet. We proposed to provide 1.28 acre feet of onsite detention in three ponding areas, and the total combined release rate from the three ponds will be 1.34 c.f. s.. There are two areas of the site, one being the bermed landscaped area along Harmony Road and the other being the bermed, fairly steep, landscaped area adjacent to Wheaton Drive which cannot be routed through the detention ponds. The combined 100-year runoff of these two areas is 4.67 c.fs., which becomes a total 100-year site release rate of 6.01 c.f.s. when added to the 1.34 c.f.s. restricted release from the three onsite ponds. We request a variance from the Storm Drainage Criteria to release the undetained runoff from Basins 3 and 4. This request is reasonable since detention volume has already been provided for these basins in the Golden Meadows Regional Pond (as per Resource Consultants report), and also because this additional release will have a minimal impact on the downstream conveyance system 1 There are three onsite detention ponds. The large ponding system is a group of ponds located in the paved parking areas. This group of ponds has the same high water elevation, and they are connected by a 15 inch piping system as well as surface overflow, so they act as one pond. Any overflow from the entire ponding system will be through the entrance driveway into Wheaton Drive. The building garage floors are set a minimum one foot above the high water line, and the detached garage floors are set one-half foot above the high water line. All building roofs 1 J 1 1 1 1 Rockbridge Garden Apartments P.U.D. Page 3 and pavement (Basin 1) will generate runoff to fill this group of ponds. The release from the pond will be through a restricted outlet on the most downstream area inlet before being piped to the new 24 inch storm drain pipe along Harmony Road. The other two detention ponds are located on Basin 2 at the Northwest comer of the site and on Basin 5 which is the Clubhouse and its parking lot. The new 24 inch pipe proposed along Harmony Road will replace the existing swale and concrete drain pan and will be extended to the west to pick up pond release and runoff from the Courtney Park area. An area inlet will be constructed at the west end of this pipe to pick up surface flow. It is desirable to install a pipe instead of the considerably deep swale so that the 800 foot strip adjacent to Harmony Road can be bermed and landscaped, and also to provide a route for the Harmony corridor path. The problem of standing water in the existing borrow ditch along the north side of Harmony Road will be relieved by extending a 15 inch storm drain pipe to the ditch and constructing a new area inlet to pick up the flow. This inlet and pipe will drain directly into the 24 inch pipe running east under Wheaton Drive. The Harmony Road flows will be intercepted by the new area inlet and therefore will not flow into the Wheaton Drive gutters. This will help relieve the possible problem ofponding at the existing 4 foot catch basin at the low point in Wheaton Drive. The runoff from Harmony Road plus the runoff from the southerly portion of the landscaped area of the Rockbridge development can be handled by the existing ditch along Harmony. The added runoff from the landscaped area of 0.73 acres is QZ = 0.37 c.f.s. and Qioo = 1.32 c.f.s.. There is a dry creek bed and an entry bridge at the entrance driveway into the site. This landscaping feature will have no effect on storm drainage. EROSION CONTROL The entire site will be overlot graded to provide building pads, parking lots and landscape areas. A silt fence will be installed along the back of the curb along Wheaton Drive immediately after grading begins. The underground utility lines and storm drain pipes will then be installed, followed by concrete curbs and inlets. Sediment traps shall be placed around the inlets for sediment control, and gravel base in the pavement areas will provide erosion control The building pad construction will begin and landscaped areas can be mulched and seeded. All erosion control methods shall comply with City of Fort Collins Criteria. The Rockbridge site is located in a moderate rainfall and wind erodibility zone. -•3saa Phillip I. Robinson, P.E. & L.S. �b�he�LItu lass' OpO� �• tdUfi�fil 8p� � eg000soq 0,�pa t::_o : Q. r 4"02 �� �AY'8 r �. !oo do ``••:': °'��'•�.�oDooa000 No Text t103 S. MELDRUM, FORT COLLINS, CO 80521 STEWART$,�SSOCtATEs ' Consulting Engineers and Surveyors PH. 482-9331 FAX 482-9382 By: P) TZ Date: Z �- Client: TLJn e T� Sheet No. of rr Project: FOc'LC � r-1 r+ c e A:;24-S . Subject: Oe- -)'e-o ✓1 De- e-h4 i o h e o j v N% e- oa r, cl r- e) e a s e r-ov� e p e r I Yt� 8 U re p o r-�! ' a r G. M . S by S+e..✓o r+ �ASs0 C 1'.c-.�e'I t /. Z, oG t'�' c ,,sd �G�-entc-+._ '✓ow�t� p�;r• des�h _.Gri er1..: CC beiwee� ZYrr %rrs: or. C ._� i�L y,*- . de wed o e'J is a.s �J1(o�✓Ss a� s4e* w�i.Gi, cam / _ y % .c�< ' �/tie�llo� T :rvno � canno+ be _ I'vv cj Phrovs� (¢.G/)('0 1? } � 3.51T (o.251 — 0, l�eleole = 14iz or-ic Q 2 �7 I.1 250— t Sto _ ZG.G +G- 3Z.G�^(�► 1'13 ' QZ = GIi9 DE7r-NTi'ON n�Q�D �F_i�. /v�/ass DI�GT�AM l- `r_ C� cal G__Z %ieleasc-Z.3��1 7�e 'e^7-1 d-i Io 7 4ETO C vef'Z) 2G24-0 L s.Z G.59 39-.3 4711 Z Z760 3e3G1. 30 1- .1 2.7. 22 7 ¢-► 4-0 4- r0 0 7 ' 4-0 3,y Z3, I 553�%' 5,5720 .4-1lp3G SO 3.0 ! �. 51310 Gyvb. 511-119 .... G$ _.2. G J�, 1682rzarG 53+a2 _.._- ?� 2.3 15.2 63,�s79 qua s3�49---1.29- p 1-0 c- qG i:•�� )2. Z G5rf-3 ¢ I21-Z0 534-14 i /,.4� 9Sf . «SOU �GSGO S2Z4-0_- �..�._....74-�,30 . Z9gfl S-�tS�tG_ pewit-e-cleaSe. 1'qc,�, or _. �o(vr�� _ er _._l7Ur'M1 des�� f STEWART&&SSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: P) R Date: ? Client: � e e f cSheet No. 2 of Project: Subject: Lie �-e�i � n h ' si P;- � oose.� reteaSe Ta4-es c, rV n 0 r'oL4-e-s . _ `, r`o'r .._.. _/3 s )n r __ �. . Z _ 3 .. a.^ S �,✓�►ich are cOk1cL e,---e�.. r TO 2 tU r— l0// ; �3or.Yin yr. _.. V. y- ._ ... 77 . . _ )3OLSIn Z. Ras -. -0. 3� 0. 3G 0.3C T3 0. 6,0 1,06 2.2-3 130sIn .# S = o • 1 0. I 3.5p 6, D l c 4�r ��aposr11d lei d(f-e��Io� V6(Vre �V b� ro11,.��� as GAiGv/G7�CG o ), FOl?,q- -j 7ay-s Gr7'. •= GV FT r3a tL S 2- G-7 cv F7 STEWART$,6SSOCIATES 103 S. MELDRUM FORT COLLINS CO 80521 1 Consulting Engineers and Surveyors PH. 482-9331 FAX 482-9382 By: / Date: Z Client: SyV�gP Sheet No. �' of Project: o r el Subject: r ct 1 h a e Gt5 / j_ b a s i or)` �¢ .0. 64- _. 'o7AL.. _RuNoF-r-. FRdM 6,95110 F-�A x 7 x r _ (1�(5.11�('IUtr��)((, US) 5-7-f 9-7 . c.v _.1=T. POWDING l/oLv/,,\.F _._�.. 62.0 a �-¢-U 3 95 T5 Td FILL PaN'D SZLEAsE- . Totz 57 ct'-7- 9-9367 = 6560 FT oR r-1 C E PLi-� "j'F_ � = ��V 62 = ..U. T? c- 4-s V = v, G L/ 64-4- v - o. 71 _ZZC7¢- 3 NR rrrztGD 7 9 c -s U-5F_ ,9VcG-, 17EPTN = (.?4-.S- 77) 2 = 2.75 &- �- n 5 ...-- - -. _.. _... _ U. U Ce Y STEWART&JkSSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: j T7, Date: Z Client: J v►^re ? e % o Sheet No. �}' of f f Project: 0 c r-i c� gle Subject: f�I-CL i ri GAP aS t f — gas i .11 Z r(� /� _(' e - �: 2 U /4C = ... Q �C ._ Off" S I to T('ar� 4fovr.7"k o : +6 (20 Td.TigL T�.V,✓OFF _._ FiZOM ,_. f3f?S1N7'2..__..FaR . _:._3.. !-iR. LQO ..jjZ _ S7U�M CF CAli -x T X = (l z�)(U.¢��(_t, zG�i lu8vv>( 1..05) �J.65 Cv. FT, To 7-A L Poit%D I NC- ✓0 1. v/iA E _ .. . n p✓(' are�i V01(/MC oi✓/-le *3.0 0 Z C, o� &4 009 i z-t s'oW Zg¢ TO _: FILL Po (-/P D v?Z l/VG /00 KT< -_. S TOTzJA � TI4 E FFLSAWE .. FOX ,3 to7Z=- I-Z64- = 3616% cv FT - 300 l 4- 10 d-GG z 0 ,.3,� 1 i STEWART& SSOCIATES 10 S. M 3DRUM,FAX FORT gOLLINS, CO 80521 1 Consulting Engineers and Surveyors By: P% 1Z Date: z l 7 Client: :Yy r\. c e— 1 G Sheet No. S of 1 Project: _ Fo c�C� i t s r Ap 4's . Subject: r"al i �-t A r P 00- S 1 n-r — bct ;in 13��51 i✓ 3 Lc;q pI-p /-4T<F-A /-}Lr/�t/� /�i�tUvto�vY � r✓f{E,�TG�t/ re c. 0.._2 5' TG 41GKf W�ea�Oh - �• F7 '..l -_ZcJ a js /0.5+ 5.� ��.•3 M h /G(UO' ISSM� 1 J ✓e,--ofr Tc = 2S.G c 4 r 7-_9-4- c' -r 1 r?UN0Fr- F-KOM 13,41-SIN; 3 ►LL- A,10Z 13r iceE7-,A1V)E12 1 i 1 1 1 1 1 STEWART&ASSOCIATES 10 S. MEL 3DiRUM,FAX FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors By: P I TZ Date: Z Client: J u �4 r Sheet No. of Project:OG%Cb'- J , Subject: 1-q r r r l- e �- _ _ . d. �' � i9- c , J .7 G 1 J d r .,S 6. 7-1 A G o -� s i =-� -, 'r G r+ a. c6 is =Li 7 r1_-._ 1Z.5- j 2.4 Q2� G l /4 = /0,¢3) 2.r)0.Ct� Z� 0 0 C�ll/ = G1 /4 6.�-3) (.3.Pr)CU.GL 1,0e , �S r� UNO Fr F F-.� 0 M SI9S1N 4- W1(,L NOT i3F STEWART&O SSOCIATES 10 82-9 3DIRUM,FAX FORT COLLINS, CO 80521 PH.' 82 Consulting Engineers and Surveyors By: P) l 1 Date: Z Client: - Uyice (G. n Sheet No. 7 of ' Project: Fo Ck L r-l' 6 5, Subject: E?T-ct i A Q T P 3 a s 0 5 i3 a s?��� ' �re0. Z4-- 4C _ 0.79 U Z4` �G I 5;-7 !_I 1.8/.... —Z SMlh Te- 1dG- Z7 i•. 1 `�3 (D.79 3.2- )(0.20.60 cic ato = G! /"k (0, 76-) ( 5. S (U-Z+(_ 0 3 cic ' Gt Gov c� cIi (l.zs)(o_7��� 7 1 CU 2�) _ !. c4 ��s T67/:�L Vn/UFi- SAs1N S FOR -3 f4F 100 r'�7 STORN( cr- Gl-�? ( 7)( I) = ZIP)(10.rr"l)(1,0s) = ZGS'- c✓ FT %U?.q Z P0,14121"61 VOLVIn^r- �v,4(c.gi3LF = _cG h a v r ____ e-I- ✓a (V ^-. c y'oT a l Vo(Vm e ' 8/• g 0 0 62.B0 83.3U 3 c Z Z a? ' To- FILL- 9dND Dv /✓G r00 Yl: S7GT�M 1 T-14E FGLF,4SE rO2 3 cMK = Z(o5¢ -ZZG7= 1 -7 GU FT ' 4-4-7 1 106-60 0, 0 ¢1 0KF-1CF- pU-:� ,,, r = _ (7-oO SM.ALL�. s4OULD,,.. .rRF_ NO_.. LF'SS `fc4,,c, m Z `t p1/�'j 3,/¢ o, 6 22 �/ _ Q, = O. t CJ5 �Tµl S 1S Aaee 17'4)3Lr� UsE: 2.`, Dl� �1(Zf ICELF. S; �� TOTi-)L FLEAS:F_ IN 3 Nlz= (p.19�(LU�O��� ZGSZ__Cci._.FT I I I STEWART&OSSOCIATES Consulting Engineers and Surveyors By: P l trz, Date: Zct'9L- Project: TZo ISubject: L", Fa � I l ii I I I 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 Client: -70VNr'6 Sheet No. -8 of wkpoj-' I V, /4 0,74- V3 14-71wl, 0 - 7�)( I£r)�U.g3 - zg- c s - D. 7q- 3, 3 q wl o-71- C- �s 1 777 if ru n o J*f 4'- mo a 17/-, x i Sr' C/, if 170!-'^ 5 Ice- oc*c.-rls cr s o, re,! 0 U el 4-1 0 I , +— a p 1:?UA10r-r- FIFZOM F'6r<T10A1 or- 7TF1-r-)4::T 0 fire = 0.73 A C-- = 0, "Z 5' & 7 ( / -1 — . z wo + _ r2.c + 4 I-r)l zu 0 - ?,!-))I Z, 0),(0. 73 z 0,37 c�s CA) 0. C-3,5- 0,73 Jf � (6& -FO 77�- L- VAIG F-F TO 14 A 7,, /M 0 Al Y 6�- z = /, Z 'Q- - t' + 0,37 c-S. 6(1p ?.?o c:�5 -v o,,;¢- cjS- 61 j- Jr ai + CJ 1-8 .K//Y EA TO A/- 3 15 N 0 T 1.4, i720_r S ii-7 5 /9' ' Glro� = C� C// =- 7 Vo STEWART&ASSOCIATES 10 S- MEL FORT CO 80521 8OLLINS, 3DIRUM,FAX Consulting Engineers and Surveyors By: Date: L '? Client: vyl e e ' c h Sheet No. of Project: F D10 f . Subject: CO r7GP Pd ; n �S /4tZF_A IAILE T l a4- S�,/ , c or a-� per- es!�h �Lo^ it r ((``Q- 2. U Gib r M/a KI q oL rz Z ( cr" ov4-�6,1 Foi^ V,4 .29-" �/ C/ ' Z. U 2. 4-3. 6, .: ee. C-.�)uy(f 0, 7T 0,77 0.77 rGl&YfC ' z . 7 y cfS � , z 7 -�s ¢. ¢ 1EX) 5VAIC- 4- GAiCN 51451N ON WEST SIpF OF VHf,47-0N (ZOO Al. ~y) C ` �e�ePse �r&M Cw 16/ yrock l4rr tA/� e--,,JGr) I.3� l•3� 1.3r o.�y c7s t 0.3G c1; er ties; ivy P 9 P 1 0.3 0-3C r'�elePtc �roM 0 Stn/� 2 CI , C` / Z.. 9 �o nr ors . 13�5 i,✓ 3 0.1 `f.. O. (-geleef� �rort 3f-s,A/ S ' 4-• 41 cis_..._ 6.27 �f s / v. ¢3 J5 t 1 1 1 1 1 1 1 1 1 1 1 1 STEWART&JkSSOCIATES 10 S- MEL 3DIRUM,FAX FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors By: Date: Z 9 Client: Su r, e ;1 ,?e ? c Sheet No. J of Project: EO G LC b r-1 d< e A p r Subject: Do' wh s `'� a , Cri r,ai i �1 � � t — POV/ f"O U e Dral a� ,f_UM Sl r �G /-eQI OYla1 c!E'�en�JU%tonc o Ijot✓t _ f%re o j`�✓: nc 1, GrpSSeS Un�Cr �✓�ea_740h. in cross , 7-rac 3 3. 3 C r oss es "Ur--19 i n a I 4-sw�((' aC�<iSS �o+z 5 aid- of /I.✓tr3uS.'neSf 57 Cr-osses uAc-eva�lo� (rh c4- Z4- C , w�i[ ckGrOSS la�S /l ahJ IZ 07', Golc'ef�VVi4eCJ aik i k/_ 7. swage ><d /V• aer,,rt 0- 1Z G. M. r3! �a�(,� o.1"4 k7- cc-osses vn(�ei" `.✓ar.`P� tare ovHee cl'r' C'i l�, -3 - Z¢'r GMp `, Swale /6 IV. across 1at17 off- Gore., 10e-�owf 3d9i^ef( a�,r4 to swale in4-o rc5iona/ 'por7d. STEWART&ASSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: P 1 F Date: 2 7 Client: J U✓1 !�e Sheet No. of Project: �O GL<j Subject: ,�G�✓NS?1ZEA/�'l (f:-aAJVF_YigryGF- r- 9c1 L)TIr;=S No Text STEWART&&SSOCIATES 10 S. M LD1RUM,FAX FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors By: P / 7 Date: Z Client: J t/ rncP e� r'c. � Sheet No. 13 of Project: l�1 C) GLf L2 r Subject: /r7 / f'_ �" C% o..�J(T An: r1 .. _. Gtr-P�OL 8 S. F. - U_s r_ .;__._o rz Ff C F . _ c LG _6�. _ /4 V A- .CU i CTTX.S... _ass✓roc 2._'_:de. t. _.Gi 1.�)(rr.G c4-9-, 1.6' =_ ._ 3:.5 t-- TYn _.3 1 "LET Pe. ape r,. � ,.S a r-e a asSvM.e- �`i� 0���"1�' _moo �= CZ- �. �� �%• ��) �¢ r/� (�r 5 = 8. G S asSvri- . 2 de% �, �. C� Z.o.G.�- G. ¢ ¢ t� U-1 G = S 0 cty or - /I _�C h rr _ lS I Y IS _O, F t- o� k u ;�`T G' r'S � �• a� r- a M — , G. 3 sl��� _. = 3 ��s-_. Gw✓�:.r 7�0�✓ T_zc(' ar O� si�^� - z 3. - P/�_C !_`l _` . OF.. ....4- CA 7c N w I TH- .. N. v/ L A 7 TOP _, c. u r� r3 )6, rr _ UF_' _ ¢ _ _. �HTc1+ 6AS1A I V4 /_pj - PEPT4 4%_._-_GUT76f( - 1 , r r. STEWART&ASSOCIATES 10 S. M 3DRUM,FAX FORT gOLLINS, CO 80521 Consulting Engineers and Surveyors By: Date: ¢ 1 q Client:y u n S e — �� Sheet No. )4— of r Project: Subject: no e 1 Flo L✓ /a rea . -. sacG io fo j-z (elev 65.5) n = CI,03S P�. //' 1�= IC-- Gai�cr Gi �vnC __Dr- n L� (-Z.Z) 0,4O, 18 c;c U 1 1 1 1 STEWART&ASSOCIATES 103 S. MELDRUM FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 Consulting Engineers and Surveyors By: Date: 4- Zq / 9 4- Client:y V Sheet No. of Project: U r I� e G- a rd e.1 Ali 4I Subject: Y, , L . ► -5 ro I- r e < - Or 10(/ S-Gi, G ?¢ _ pt 30�� .i717e e0.s�"..o� w�T a4uA. 7(./.4- _. T iai ie �� o __ P, >e 7- t Elev. of /00 y17�.141A/L a)- coo .�s ea.� P .:. o .�7i�e -. �78,9- asst.-lee, ZoG y>---Gl_ _ i lownf reG�_:..ehL .30 /.0.70 Plus Z — ¢ in ie iS = I0. 9 + Z 9. l,� = 3 0. 1 r v _ yS v� + 2. z, v�=(4,74-'ILG a- � ` 8 )4CL i-4/1\e 41 —n : 76-.4;-.`4 Z. 5 = 8! 2 r- J./"v.. a .. G S.. ( S t c L p t .. 11/� C �rurn easy S.tce,o� -'u /v1cA%cit /lld. i = I'00 _ /, oQ_ z + 30 V_. _ d z5 .S N G-L G Nam, L e^ J ._ M f f �t/rr. _ l fV M/ t Alv- Z= l 3 5 t _ L - U. /3Sr l: 3 VZ. 3 7 0 '41)z` 0, IJ _ L h J �h _ F _ or __.ivM H ..it/a 1....f�.... r-e 3i1 : 5 _ 3 V� i S O 17 .. _ __. �.4- � _ .. __7.7 , STEWART&ASSOCIATES Consulting Engineers and Surveyors 103 S. MELDRUM, FORT COLLINS, CO 80521 PH. 482-9331 FAX 482-9382 By: Date: 1 - 30 -1 & Client: QrcAIXs Sheet No. -Lof Project: 12oeKr�Ri�C�� Subject: =VJE-�- Sc -Tme t t ) t t s .! .... __. .. .... .... . 4 � c ! ( i STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study �SER:Stewart and Associates -Ft Collins Colorado .............................. ON DATA 01-30-1996 AT TIME 11:17:10 VERSION=01-30-1995 ** PROJECT TITLE :Rockbridge Condominiums ** RETURN PERIOD OF FLOOD IS 2 YEARS 1** SUMMARY OF HYDRAULICS AT MANHOLES -------------------------------------------------------------------------- I-MANHOLECNTRBTINGRAINFALLRAINFALL DESIGN GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION -------- --- MINUTES ---INCH/HR- CFS------ ----- FEET ------FEET ---------- 1.00 0.00 0.00 0.00 26.05 - 78.25 76.50 OK 2.00 0.00 0.00 0.00 26.05' 82.01" 77.57 OK 21.00 0.00 0.00 0.00 19.00` 80.60" 79.18 OK 3.00 0.00 0.00 0.00 7.05 79.63, 79.56 OK 4.00 0.00 0.00 0.00 5.20 79.92- 80.30 NO 5.00 0.00 0.00 0.00 0.79v 84.00 80.87 OK 1K MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION ** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .9 ------------------------------------------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) 10.00 ---------------------------------------------------------- 2.00 1.00 ROUND 28.82 30.00 30.00 0.00 11.00 21.00 2.00 ROUND 25.60 27.00 24.00" 0.00 20.00 30.00 3.00 4.00 2.00 3.00 ROUND ROUND 17.65 14.79 18.00 15.00 18.00 15.00- 0.00 0.00 40.00 5.00 4.00 ROUND 7.77 15.00 15.00- 0.00 'IMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES IMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. MUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED * OKAY 0,1;' Nam' Si) HCT! ►f, 'tCu 11 71 ------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. ------------------------------------------------------------------------------- NUMBER CFS CFS FEET FPS FEET FPS FPS 10.0 26.0 29.1 1.85 6.70 1.77 7.01 5.31 0.89 V-OK 11.0 19.0 16.0 2.00 6.05 1.57 7.19 6.05 0.00 V-OK 20.0 7.1 7.4 1.16 4.79 1.03 5.47 3.99 0.78 V-OK 30.0 40.0 5.2 5.4 0.8 4.6 0.98 0.35 5.03 2.79 0.93 0.37 5.34 2.63 4.24 0.88 0.64 0.98 V-OK V-LOW FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS t---------------------------------------------------------------------- SEWER------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM I ---------------------------------------------------------------------- % (FT) (FT) (FT) (FT) 10.00 11.00 0.50 0.50 75.74 76.98 75.25 76.48 3.77 1.62 0.50 3.53 NO OK 20.00 0.50 77.41 76.49 0.72 4.03 NO 30.00 0.70 77.52 77.14 1.15 1.24 OK KK 40.00 0.50 78..80 78.01 3.95 0.65 . NO MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET 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 ----------------------------------------------------------------------------- 10.00 97.50 0.00 78.24- 77.75 77.57 76.50 SUBCR 11.00 100.00 100.00 78.98 ✓ 78.48 79.18 77.57 PRSS'ED 20.00 185.00 185.00 7891� 77.99 79.56 77.57 PRSS'ED e 30.00 54.00 54.00 78..77/ 78.39 80.30 79.56 PRSSFED 40.00 157.00 157.00 80.05 ✓ 79.26 80.87 80.30 PRSS'ED IRSSIED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW �F t** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------ UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY tID NO ID NO. ----------------------------------------------------------------------------- ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT 10.0 2.00 78.28 1.78 0.00 0.00 0.92 0.00 1.00 76.50 11.0 21.00 20.0 3.00 79.75 79.81 1.17 0.00 0.83 1.32 0.00 0.25 0.30 0.33 0.25 0.38 2.00 2.00 78.28 78.28 30.0 4.00 80.58 0.35 1.32 0.37 1.32 0.05 3.00 79.81 40.0 5.00 80.87 0.02 0.40 0.00 1.32 0.27 4.00 80.58 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. eFRICTION 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. 1 1 ----------------------------------------------------------------------------- UDINLET: INLET HYDARULICS AND SIZING DEVELOPED BY DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER ------------SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD ----------------------------------------------- ------------- USER:Alex Stewart............................................................ N DATE 01-30-1996 AT TIME 07:32:19 ** PROJECT TITLE: Wheaton Inlets 44Iq:6 *** GRATE INLET HYDRAULICS AND SIZING: INLET ID NUMBER: 1 INLET HYDRAULICS: IN A SUMP. GIVEN INLET DESIGN INFORMATION: INLET GRATE WIDTH (ft)= 1.87 INLET GRATE LENGTH (ft)= 3.25 INLET GRATE TYPE =Type 16 Grate Inlet NUMBER OF GRATES = 1.00 SUMP DEPTH ON GRATE (ft)= 0.10 GRATE OPENING AREA RATIO M = 0.60 IS THE INLET GRATE NEXT TO A CURB ?-- YES Note: Sump is the additional depth to flow depth. STREET GEOMETRIES: STREET.LONGITUDINAL SLOPE (%) = 0.40 STREET CROSS SLOPE M = 2.00 STREET MANNING N = 0.016 GUTTER DEPRESSION (inch)= 1.40 GUTTER WIDTH (ft) = 1.17 ISTREET FLOW HYDRAULICS: WATER SPREAD ON STREET (ft) = GUTTER FLOW DEPTH (ft) = 14.31 0.40 FLOW VELOCITY ON STREET (fps)= 2.05 FLOW CROSS SECTION AREA (sq ft)= GRATE CLOGGING FACTOR (%)= 2.16 20.00 CURB OPENNING CLOGGING FACTOR(%)= 20.00 ' INLET INTERCEPTION CAPACITY: FOR 1 GRATE INLETS: DESIGN DISCHARGE (cfs)= 4.41 :. IDEAL GRATE INLET CAPACITY (cfs)= 7.48 BY FAA HEC-12 METHOD: FLOW INTERCEPTED (cfs)= 4.41 CARRY-OVER FLOW (cfs)= 0.00 BY DENVER UDFCD METHOD: FLOW INTERCEPTED (cfs)= 4.41 CARRY-OVER FLOW (cfs)= 0.00 11 ' APPENDIX oft--- mmmwmw� Fl Fi� . ' DESIGN HYDROLOGY COLLINDALE SOUTH DETENTION POND Introduction 'I The Collindale South detention pond is located in the Southeast 1/4, Section 31, T7N, R68W.' This pond, which will normally contain water, will also act as a storm -water detention storage for the Collindale South development located on 230 acres in the South 1/2 of Section 31. The general layout and site drainage is shown in . Fig. 1The and g p is gener- ally designed to release storm water at no greater rate than the existing conditions. The pond will be adjacent to'a proposed neighborhood park. This park will provide additional detention storage for storms greater than a 2-year frequency. Criteria for Detention Discussions with City of Fort Collins personnel have produced the cri- teria for detention that the rate of release of'runoff from the development cannot exceed the peak runoff rates prior to development. This criteria must be followed for both the 2-year and 100-year storms. The City has also requested that computation of these rates be made by the Denver Regional Council of Governments' Colorado Urban Hydrograph procedure. Utilizing these criteria for release of storm water from detention, the effects of increased runoff downstream.of the development will be minimized. Site Conditions The existing condition of the site is that of agricultural row crops. Fig. 1 shows the proposed developed condition of the property. A pond approximately 3 acres in size will be constructed on the eastern boundary of the property for recreational and storm -water detention purposes. The pond will be located in the low portion of the property in a natural drainage swale which drains a major portion of the site. The site is generally divided into two areas of drainage as shown on Fig. 1. The southern drainage area naturally drains to the southeast. Plans are to construct a drainage way which will carry the storm water from this area north along the east property line into the detention pond. -1- RESOURCE CONSULTANTS INC 1 1 1 1 1 1 1 1 1 1 I ��� ' U) �- _ ' LLI j LLJ v /-' , u -,. tj ., � C..rO) -, � Al "i'I'TT i ti ,I 10, cry IL r LIJ J1 rr cn w now* 0 �� I. LLI t s 11 11 11 The northern portion of the site naturally drains into the pond --drainage ways, as well as streets and storm sewers, will provide paths to ,the pond from this area. One small area of proposed multi -family housing units north and west of Lemay Avenue was assumed not to contribute storm water runoff to the pond. This area will utilize a separate drainage plan. There appears to be almost no contributions to the site drainage from surrounding areas. The western boundary of the property is Lemay Avenue and areas to the west drain south along Lemay to Harmony Road. South of Harmony Road the drainage is southeasterly. North of the site is the Collindale golf course, whose major drainage is north or into ponds on the golf course. .. The pond will consist of a small dam on the east side with the main portion of the pond to be excavated. The source of water for the pond will be drain tiles which currently originate on the property and surface near the east property line. This water currently flows under the rail- road through a-36-inch culvert located at the proposed outlet to the pond. .Runoff Computations The site was divided into the two drainage areas (north and south) - for computational purposes. The existing land use on these areas was assumed to be 100 percent pervious for each drainage area. The pervious area was then determined for each drainage area based on the proposed land use, and Tables 1 and 2 show these computations. Hydrographs were computed for each drainage area with the 2-year and 100-year storm and for the existing and developed conditions utilizing the Colorado Urban Hydrograph procedure. The results of the computations are summarized in Table 3. The inflow hydrographs for the detention pond are the summation of the hydrographs for the north and south areas. Figures 2 and 3 show the resulting inflow hydrographs for the 2-year and 100-year storms, respectively. -3- RESOURCE COMIJLTNMTS INC 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Table 1. Pervious Area for North Drainage Proposed land use Area % Pervious (ac.) Single family 110 60 Multi -family 12 dwelling/ac. 10 50 Multi -family 20 dwelling/ac. 4 40 Industrial 20 30 Shopping 0.3 5 Park 8 90 Pond 8 0 Total - 160 Table 2. Pervious Area for South Drainage Proposed land use Area % Pervious (ac.) Multi -family 12 dwelling/ac. 11 50 Multi- Rock �{ DAP ami y 20 dwelling/ac. 14 40 Industrial 23 30 Shopping 22 5 Total - 70 Pervious x area 41 3 1 4 0 5 0 54% pervious Pervious x area E? 10 1 27% pervious K -4- RESOURCE CON ULTMTS INC Table 3.- Summary of Storm Runoff Computations for Collindale South . Storm• return Peak Drainage area frequency Land use Area % Perv. Rainfall Runoff flow .(ac.) (in.) (in.) (cf s) North area 2-yr. Existing 160 100. 1.23 0.08 16 2-yr. Developed 160 54 1.23 0.59 120 100-yr. . Existing 160 100 3.15 1.73 280 100-yr. Developed 160 54 3.15 2.32 540 South area 2-yr. Existing 70. 100, 1.23 0.08 5 2-yr. Developed .70 ..27 1.23 0.83 60 100-yr. - Existing 70, 100 3.15 1.73 100 100-yr. Developed 70 27 3.15 2.62 210 -5- RESOURCE CON ULTME IMC COMPUTATIONS James H. Stewart &Assoc. i Fort Collins, Colorado m By: Date Z 1 Z Client: T I- Sheet No. Chkd By: Date Project: Go e Meo tows Ei Job No. Subject Ca v Svzo,%e Cx fiA�Mo^ 2-0 TZci. • ' iZ�rr.)r.. ¢ I. 1RJl m %/ / is C' , Se l o h i m I.I 3 S " l S �U�Qe Z-, G. 0 r7 4L. GctPuci'�y d-� swAle scr /vtru f { D D D.. Va/ues Of 'n" O NgOhbl�mo40 0 0 0 0 0000000 B00 D 700 $00 D soo s 400 D300 a� `J 200 S 80 N 70 .j o 0Oar H,3,9 /6' .0002 /S' /4' 0003 a /2. 0004 //j • .000S .0006 /0' 0007 9'' .0008 h .00/ 96" O W 84" 78" � • 002 72" � 6s"W 60a �l. .004 .00S f4" .006 y: .007 q �1 009 i6&O .02 lot, .03 X4 4" OS .05 .07 .08 .09 4 V ` 2 /9 I za �l .3 D .s .8 /o S Fig. 16. Diagram for the solution of Rutter's formula for circular pipes flowing full. J � - �' Solutions by Kutter's Formula 55 O � S Vo/ues of 'n' 0 0000000000 /0 000i io A U �v B . �y, 39' `�6 + 36' OOOt .0003 5 �. 27' .0004 4 v. ?4� .0006 ��. 21M b .0007.0008 0 .0009 i 0 � 2 2-0— o ' Ca o � .006 .00e \\ z5 ,.. .009 'o Q9 o c _ 0..8 3.0 m i = 0.7 02 a ' ~ 0.6 03 u O.S .04 AS C ' o ! .05 i 124 .0 .07 4' 8 _ .09 03 / 4.5 ? 5.0 0.? 3 5.5 4 6.0 .5 o •6 6 S .l 0./ zo Fig. 14. Diagram for the solution of Kutter's formula for circular pipes flowing full. D 8 Yo Gvrb deep i1 9u4er- 1.0 12 11 10 .9 8 10 6 a .T 9 w 4 8 w 3 ��� z .6 cn 2 5 } o 7 C w ' Z C7 .5 6 xample,-Port a -- I.0 Z --- _j_.8- _ _ w 5.5 v --. - a• o cn . 6 w 5 = z 0 a u- .4 Z z .4 w I<- 4.5 z. 0 .3 w t w cD 4 .2 0 z (D _ ~ z �- mz . 1�• w 3.5 z z a 1■A w w �.= 0 CL 0 � .1. o= w wo 0 U. .08 H � .25 3 o .06 U. z _ = rr .04 ir 2.5 w w .2 r .03 a a .02 0 a 2 � a w .15 .01 0 L tL TC_ 0 0 1.5 ._ ,-, , �,_. _ .y _ ya Cr a = 2h .I 1.2 Figure 5-2 5 4 3 -3.o 2 1.0 .9 .8 .7 .6 .5 .4 .3 .25 .2 .15 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA fli � EROSION CONTROL 11 11 1 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: j�p G%�ri �5 �- AP+s -----------------STANDARD FOR14 A COMPLETED BY: DATE: 2 7 q ---------------------------------------------------------------------� DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS SUBBASIN ZONE (ac) (ft). M . (feet) (q) (o) ------ET----------------------------------------------I------- s° 7E NET /vl dera�e 8.2 030 110 --------------------------------------------------------------------- liDI/SF-A:1969 a EFFECTIVENESS CALCULATIONS 1---------- ------------------------------------------------------------ 1 PROJECT: STANDARD FORM B COMPLETED BY: DATE: z g 1 Erosion Control C-Factor P-Factor O i Method Value Value Comment ------------------------------------- I bare Sail -------------------- I. o � �, v� a 1 s ed; m e�� Tray I U U ca. 50 Grq✓el or 54rawF'i4ers I•UU (/,BG - ---- c U rr 's b as e-co vri 0.O S Sfrawi / OU i 0 I------------------------------------------$0--------------------------I IMAJORI PS. 1 SUB AREA I i 1BASIN (a) BASIN (Ac) I CALCULATIONS 1----- ------ ----- 1------ 78. I I S �' 1-------------------------------------------- I Oct t e Sa0 z.67 ,4c I I cvrb € pa5ecov`1e Z.ZG iAr I MVIGk (2!.z�)�0.o5) +(o.IB)�0.06 I -0.35 I I I 1 s,ll 79.0 lT I 2 10,74 (301r e. Sol / = 0,30 ,-1c -� a I I AVIc4 i? � Gh� =O. ¢�} ,4C 1 S 1 j I I i v 7¢ 0.q4 b a 1 e c�ilkc P 0 4- - r F(CJ 9-4- x U, 4) x 1 I 1 ( I I I I I I I I I HDI/SF-8:1989 .1 1 1 1 EFFECTIVENESS CALCULATIONS ------------------------------ --------------------------------------- PROJECT: �� �S STANDARD FORM B COMPLETED BY: DATE: Z Erosion Control C-Factor P-Factor Method Value Value Comment ---------------------------------------------------------- ---------------------------------------------------------------------- �MAJORI PS. I SUB I AREA I �BASINI („) IBASINJ (Ac) CALCULATIONS -----. ------ I ----- ( ------------ =--------------------- ---------------- I I70 ,1 # 3 1. CG Bare Soil - f�. 6g I 170, I /u vl Gk s o. 88 /4, I I I cvrs bast. = o. Lo Ac 0.44- M 4.4.5 w4-�- F = .51 N- � e-,, c e = 0, 50 r_T-r- = 1-(0,4¢x0.0x10G = 70.0 Mvlc� �, seeCirS U - zo D-¢s = 0.58 �✓�-Z � = s i-ro�✓ b�lc d i %cc = U. 8 r—FF-- 1-(-0,sex0.a)x100L- 7C.87 0 ----- -----! -----!------! -------------------------------------------- HOI/SF-B:1989 11 .1 1 .1 EFFECTIVENESS CALCULATIONS ------------------------------- ---------------- PROJECT: Paock�+-`d�'e 7s ---------STANDARD FORM B COMPLETED BY: DATE: I Erosion Control C-Factor P-Factor I Method Value Value Comment I---------------------------------------------------------- ------------------------------------------------------------------ MAJORI PS. I SUB I AREA I BASIN (°') BASINI (Ac) I CALCULATIONS ----- ------ ----- i ------ I ----------------------------- - ------------ 79,1 0- 5 0.24- I Bare .So ►l 04 Icurt � 0.14-Ac I I 0.24- , 8+' / 07A L r Fr- = ) -(0. 4-+-- x a. }) x wo' = 78 0 ,E FF = s �► (?e.o)t 8.2b E FF= 70.3 ______________________________________________________________________, DI/SF-B:1989 CONSTRUCTION SEQUENCE . I 1 U PROJECT: Tw�k6 "c�JP ✓�-a -�s STANDARD FORM C SEQUENCE. FOR 19 95 ONLY COMPLETED BY: DATE: 3 95 Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. YEAR ys I MONTH �.,q �� �3 �� s 0 ----------------------------�---- -- OVERLOT GRADING WIND EROSION CONTROL Soil Roughing I Perimeter Barrier I Additional Barriers Vegetative Methods Soil Sealant Other My Lc I-4 RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation Contour Furrows Terracing Asphalt/Concrete Paving Other VEGETATIVE: Permanent Seed Planting Mulching/Sealant Temporary Seed Planting Sod Installation Nettings/Mats/Blankets Other STRUCTURES: INSTALLED BY MAINTAINED BY VEGETATION/MULCHING CONTRACTOR DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON HDI/SF-C:1989 JANUAR': 1991 8-20 DESIGN CRITERIA No Text WS A. 7 V7 N, • P. I, J SOUT TTM J, GENERAL LOCATION OF COLLINDALE SOUTH POND a ol Lim !Z twL 1-651.6 M Lh. 41 V_ Ft OVTLVT :t 'pa 77 7 &Avg. Milo c"11401160. Corl'unnN Inc mars.- �ml OIL M140 44' FI)PE VNpeR RR. Aft 41- .a 1 _o / " - lM.fi WO/PSPPVND •Ov/4 / � , i � AAA r, CPI. cla —7 A 59 O �+ ,A LA •.•.GOl ` Cenl en!o7: ws FILL 7' / 1. ^J / n7 / � .......... �• m�mAAr 6 a�mtiarfr �.....� �J/J�/r� / //!/��Amri�! ✓ eo•....��...• ... e....P , ' co• tPI II PP. /Pf 0P/00 i0/.1 • .•. •... .. N /f pPPI PI V.4MO tZt ( REV1S10N5 /�:S APPROVED ?OR COMST.,,,/101/r COMPUTATIONS ' James H. Stewart & Assoc: Fort Collins, Colorado By: Date Client: T l Sheet No. of ' Chkd By: Date Project: 6e Me.- w1 Job No. Subject S�'a rrn drec r rra �e-o,,-ivfv zdrne 40 �e.s�- ' 1 O /9 c ' fdgpC. O. 5 i� cJS 62 0.5)(2.6)C lU) = 13 l�la �o d e i cr %n A 2 cc G. -Fe e4" dto z (0.3)('2...))C ► 0 6-3 c�S G1 Gov - G�C1/S = 0.zS)(0.3)(4Z) 10) l 5--6' 4.S f� f f p VJ ct.- IC run —o 4— 05 e y 7 L , ..jam_ A__ li l - _ _. - LEGEND. _.or= o c51TE' 0 21 Hc. OR INA A 1 r / _{C tifM __- ,.' yM '�/ 4a c.R O f 0,79 c "R, m conrcu. / � /�// IN gREA �_ 1[N110N L Q. Q.sv 1 r i � � ___ _ •� [(�� 1 5. 23 Ac oAY L 5 oe .99 d !f - -n9 a', Si p ,t is" Z J. 23 Pc y6c.F . 6 0.34 derm Owe fu(E 1"1 } U o 0. 66 of, 2.41 is ,xm 4 0.71 Pe B. a3 O 0.0 ads 240 e{s m" deptimp amem9 (mvme vme) DETENTION BOND 5UMMARY ei ervn \ektippi_ "_O� eo� ON tira,50H If I MB: VZ9 gal," mmrf...r I I vfi �fy poem, I \_ rnnn v[✓iY. 52 em^+w evin Murkmy 0.6 f}^ouMdl [vA ` 6. \ , Pi ON 11lip 2 zi n/vll vuro mw G RA$E- 034 cis rnf Iwq OWL Baimage \ �_ 0 � MP OG VAP TX- Z.O. mel inNl fill of - (Q+` '—•4'R�.B' af FA E80AFv' O.5 ® ,bv evx Wmr .. a. m cmx Z o ® ow exr N_ v 4 4 4do, of ar K No Z y es f' i O 95 Y ero � fls\"ro t If 11 of / pm ifil s R 4 2 °ys. I ° li o kill, RO_ Ir 1 c I I BS6o\ "e .a-0 'oe Os R`,r 9 d I III g „JJ d I ' I .xI /. °i o I { q-.�/iro O J p ,IAa 40 � � `\ ' rRe At by- 4b d .� ', .I � n q_ o �� l A ® 'Gb Of IN 11 i'll II 6'+ a" 4y8a R M ' �Ra \�OO 1 iS�4. 0 1�II III II f I © miffigell / Q ^ 1 Ns, 0K6 • Y i0 O II $ FLOOR = 85.70 �� � .. b ` � '�<6 , � � o0 I C IL;I l r. 1Y© ..m fill �iy�' NOTES p� ¢ I II '.. gr �D•" t g �'t .i", r. Nomeme,. a nn,rc, mwmv ftwi , me .Imr, y / ,y�. o Z y r R a G.m a•. oeermof emr e. of mroompop or me onfal b 0 N", O 1 ! I II 1 �® y Rmepimil the berme, xr Rw lage I 5 23 d Y � I I I 1 A C -_ r J 5" bromrn RfX:xa m.cr.. rrwrn wl m mm asw Q vi Y . Y - _ i A•"' \.r�' 8' mmm.r ./ If rommmn l xr j fir, w�t O y C x Row eroMo to mm� a ue p A me rl.+ou e. �x 0 N ifr R ¢ 'by FLOOR = 85.50 M g F ,,,� w,.eem ro onf e . amnewn ewer. W 0 Ls Y- I1 w FLOOR = 85.700. g -1pqA, I r ' 1 7If I' nl 11 I1 ffiDRAINAGE SUMMARY o ix O AIEAPFA=100.1m nO AI£NE -B34 v E h e wsrzac c - azo mnnm C O ill YA YYA J \ \ Ptl REOUIREO OE/ENINN . r 27 K_ R OEIFNRAV vAi IN) - 139 h' 1 1 IY s _ _ 1 11 O6}r_f` Y srEalN mx rnaR eaiw C / 3 I Ilil I �I I i er @ t n A 3a I 1 r , y of r I YI I'I' G GI s fRb-�` eW°e m A e� +od-n o r A r �� lit r ' I t 11' a'`s yh o N•- . m1Rm rm r*�29.......e ......... I CO I IZE I _ fl r l i f .fln '3` _-. - mq 4. WAIN DE rGNTIGX PONr o 1 orm-zvm orw-5cr: IN = y SECTION A A SECTION o6 G�S srw.wmXnwlemnm w.ee sw. ee xmm..,e erom.. w.G. _ RwAerw mf,w pill .. ao=i:r d. IIII li , , ' A . ___ -' o$ p° ..-7e. , �1 EROSION CONTROL: Q 1 / om-:. III + r `\ B` m _ % / mwhimp m ammn xm- me momem barm imm of Am Rr.r/s s / am RAus A --T' • x f'a5. w•` r'��G'S xi`I w v' z hi q e�m III aatlw o�ocx a ON a/xs arms Y 2 ampoi i op S r m wen rm mi aamm p r) l i A O rr ; l5r - 1 x.ronn.hv maram. dl Iw e n aronwG vao, 4mw-eLT. d (,1.w.n Yxe. I I , LLgqii'�$I P' - - e • R el ,.wa - eIf r a e wit rY 1 [____ _ •:'� a i.mx. rm<e' xm m ca,A emx. mptimp '� a owl eNet I u. sm.w ,It Ire arcs,. Tee Sefe rnxoor of of xo or ifmapere , ma, mi on r e a �Z� me,;nl„.me.� �a ' a a m1-mr-,eratzs• - -- 1- m.A. �_ B ' wrw.xmn ,.wmc. me.+mraim ys r 'p BENCHMARK : Ni m Saft 10 Rim Wan I _ 6_ :'.6 i°°r'loper eo >ra.n'w1r RX"nnenena rrmmh if m ve I - _ - - - mp ,4L i' wf[I, . l• - \1: !m a S..M1Ia e.mr. Im»rn l4yrvneJ w o/ax 1 {8 } '1$^ GYp..r w6..Rr ..,e fix,. ne II, �. - .^"' GX¢r AErpEx :.•eswas•- of up Oro -IrY r.}x.s•..dr... am. wwrr+e ml.: m.rArac R,m_,oY ai �"f.. _ -:••- l J a 9 mrrAa orwlN.an min_` I n/ � ♦�� OFT VTR HREA1 ', Z-_bAe, Rope-su YAL(I a Pr41 Vc/i me /uN Analogrr.Sad HI oerELna: esrv° JI II. -L''J /1 I _ 1-�;if '1� y'I` 4 _ 4' k -- - --- 55 ; - -- - - - Exr �sX41P Ac-gaE e f ` \v MmAW / toll Aeu FELer r/yTYPE z(� I - eveL a.e JI glass I I 1 i I Alf �s �Iof I �8p I \ c#4 I� e. �I o.s IA V B1e u erhf _ AWIA n N � T\vlfeli�i I > F .eSo° w� II V 10 ,I ewi -ca so _ As gl"i _-..A olk p O w I, 'n PHASE TWl " BLOC FLOOR 88.5 $ A r .pry 14ojI� rrpeg 2 1 - p1Aio- 1 j / More 53 us NNXVR O AT Loss Ile ? 1 - Q I I I� gpp I �1D0 FLOOR 885 e4� z i, I I iI I, �i Nw I Of 1 \ C - H ' ! gym,' L9 A .T r I I I II tl a' N gh,.b rc PN W a} Mm /LLB � ewes T o �I I 11 as sy_ ee•1 r `4 S WLJ.� Ot q, C Q I y I ff I yI/ LLNi ./5"f v LIIC' e rvL5?aA�yTppadF+� 4 , 4C Q e 8 be \ s a 3.� \ NL rW 6 a CHIIONPHASE ONE / i me ✓ -- ,a aRD,INFET let M, AS ° NltnoAI q1 //l A-M J r{a �' �EfMOVe y �'EI rt/- ° ISD NArvx 81 6z90 V _ � Nv.. 9e It ___ _"e5- \i _ _ w _- - - l i I - ��FEg7yp " BASINS p RCA= 5.11 Ac FLOOR = 85.5 ee ew . PLN tEE / HWL= � •� n 833 N R _ si'r ML TWAT sxATe.aY9 y Gvm.rafGctSGL vLueAwRx ---------'? �i -010 DRAINAGE SUMMARY. LEGEND: GROSS SITE AREA = 10.0 Ac - war---- existing contour SCALE - /"S30' NET SITE AREA = 5.2 Ac. aft,�-86"- Dfinish contour gas NET � HISTORIC C = 0.20 •� Is BI pO knish spat elevation DEVELOPED C = 0.643 Is •' % surface flow REQUIRED DETENTION = 1.24 Ac. Ft. �r� DETENTION VOLUME PROVIDED = 1.28 Ac. Ft. ✓fo✓ / \ detention pondfng(ahoded am OA If SITE / SITE IS IN FOX CREEK 843/N storm drain pipe `NOTE' as. water Pipeline asso� MairlAporrce of onsite drainage facilities s- sanitary sewer fir( �3 Z and offift Ehannel shall be the draina - _ _ ge basin boundary responsiN'litlftf the property owners. 4 J ` 72" out Poll curb q (ML��n ` q_ 24" in/all curb \ -A - SO fence I �TJI eL.I SECT"FI�TEResa - --a? In ,pr•. I a an �C •9 /V \ NVwRfop.flaahlr:, CCO fLC' aR a Re\XTN \p°N R .vn<vNe� 3�'` 'fl'SC "YSIT f ST NG V l0 1'. `E J a.a SECTION A -A Er\ �• � L �i ;%,' scw wsaa...r ca.L-asr ll H AT pPAN y�O �` z°.e m° IOM°evlv.WIT" n[An WAIL o ST nnAL s ofWALL mw e NI ea _ ee Y d e irzWNnv AVI IIII ewer LM To .rwN e• olv n ., Arer ' ^ m •_ leaf 'Na n46ix0 V � i. • eT it •:r // _Ear R a 4v wL.-2iKL T ,� FOOPor w 1 I It- AS o \ N \ "' fg - � ♦ ' �E: Y,%/ jT W� •ro r,. era I I.. r , uo'i won won ee..m orm.am gym \ /j j SECTION 8-8 Core) ozq As AsQg c; Vaag '��a // Q / V/ BLOCF DETENTION POND SUMMARY: Q W .Hal. I / (4 p r C(>pr,, s 86.0 I / PoNOB ON BAS/N Ne. 1 00 0 p 5i VOLUME = 113 ci It �J 5 a 1 F �, RELEASE 0 .5 cfs �� On e .`'I /�J' HWL ELEV = 84 ' o j As/ FREEBOARD - 0.5 a^" POND ON BISIN No. 2 Q ,y VOLUME - 0. 10 Ac /t m _. pp.e_ _ _ ✓w '. NOTE' RELEASE - 0.36 ere V, •y v % I HI ELEV 84.50 w O OµLE oli II fit/ /• (y FROM BVRILDINaS V p ppeA„rfpu" (a '4. 1(' / �' / A c H� 1 JRALL FREEBOARD = 0.5' L o BE DIRE TED 1- uew' �, TowARo THE POND ON BASIN No. 5 I \ •J,' ': DETENTION PONDS, VOLUME 0.05 AC ft \/ / (6 K RELEASE - 0.19 Cfs vo HWL ELEV = 8J.30 TWee��-� i� r / FREEBOARD - 0.5' RATS' a , 7t, DRAINAGE BASIN SUMMARY TABLE E- ,�/' WN1 Na. AREA C OETETRION 02 Oloo i Q. �s ,�� Q�\'.' 1 5. It Ac 0.84 49367 CF RELEASE = 0.79 ds 111 vI .��, 2 1.70 Ac 0.48 4284 CF RELEASE = 0.36 CIS uR �i D.'•', 3 7.66 Ac 0.25 0 0.66 cfs 2.44 cfs O `� {r aj ,�T�� �•;T1• • 4 0.66 Ac 0,43 0 0.60 cis 2.2J cis L Yf 5 0.24 Ac 078 2207 CIF RELEASE = V. 19 c/s ZXS 1 6 / - a %Ills �v IS W 40 EROS/ON CONTROL: 7?evised 441 Contractor to provide labor and meet to clean of! ❑ / mud and debris tracked onto paved !reefs. • A /� 7 m �j ".+!°q➢ ° all fe 1 y thecalk F M sfi y b x>T�tNf4 k"An WhrfonyD i F 950LF AE a rf Ci d I Fvrr czn cl 4A i�sr°Ir nnWE�l I ai+e„ +a i, I p� A ���y ` x ^P d d °o 9 s E 9 ' ✓N 11 o nd. I� r IL1 .4•'/o+rAS..�EELC?' 71C1J \\\Z� . BENCHMARK: �s °el,e.+Ne,fH AllnerlM1v pond.WNei. A� OBMM�" "h N.E B.6 ON FIIKE e✓O AT \ I �%�'O/I ° algae file c/eooer of the cdrsfru<hoq NoET of f=fFIc en/otI _ \ •,' ONV AND WHEATON eft DETAILS F ee JILT \ FENCE PNO OF THE SHEET MN9Fp `\�••, eLCVAP.ON= 49SI JTONE IRE -LEANER AN0 LSO ANORe.'OAI oaTROL CONSTRUCTION SINNENCE Arva A JEee TATON 3 Or 9