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HomeMy WebLinkAboutDrainage Reports - 12/06/1996 (2)No Text 1 1 1 1 1 1 1 1 1 1 1 FINAL DRAINAGE & EROSION CONTROL REPORT FOR EAGLE TREE CONDOMINIUMS FORT COLLINS, COLORADO . June 21, 1996 Revised August 6. 1996 PREPARED FOR: CDL Partmership 375 East Horsetooth Road Suite 200 Fort Collins, Colorado 80525 PREPARED BY: Parsons & Associates, Inc. 432 Link Lane Fort Collins, Colorado 80524 (970)221-2400 Project NBR: 96.06 EMF TABLE OF CONTENTS I Introduction II Site Description III Master Drainage IV Existing Drainage Reports V Design Criteria VI Historic Drainage VII Developed Drainage Conditions A. Basin F B. Basin G VIII Erosion Control A. Wind Erosion B. Water Erosion IX Conclusions and Recommendations Appendix A: Provincetowne P.U.D.-Developed Drainage Calculations Appendix B: Eagle Tree Condominiums -Developed Drainage Calculations Appendix C: Erosion Control Calculations I I i I I I I I I 1 [l I I I I FINAL DRAINAGE & EROSION CONTROL REPORT FOR EAGLE TREE CONDONEDUUMS FORT COLLINS, COLORADO Introduction• This drainage report has been prepared along with preliminary engineering drawings to provide design information for the development of 92 multi -family residences along the west side of South Lemay Avenue just south of its intersection with Trilby Road. This report was prepared in conformance with the City of Fort Collins Storm Drainage Design Criteria and Construction Standards, and Fossil creek Drainage Basin -Master Drainageway Planning Study. Site Description: Eagle Tree Condominiums is a parcel of land located at the southwest corner of South Lemay Avenue and Trilby Road (See Figure 1). More specifically the property is located in the northeast comer of Section 13, Township 6 North, Range 69 West of the 6th Principal Meridian, city of Fort Collins, County of Larimer, State of Colorado. The development will consist of 92 multi -family (high density) residential units. The historic land use of this site has been irrigated farm land with an easterly slope of 5% to 7%. A number of infrastructure improvements have been built as part of the Provincetowne P.U.D. South Lemay Avenue was constructed along the eastern boundary of this project and Trilby Road was constructed along the northern boundary. Water, sewer and drainage improvements were installed as part of the construction of Provincetowne P.U.D. The land on the west side of this project is occupied by Redeemer Lutheran Church P.U.D., south is the newly developed Provincetowne P.U.D. 1 1 1 1 1 1 1 i 1 PROJECT SITE F/G(7RE 1 VICINITY MAP NTS I I r LJ r I 1 1 I 11 Master Drainage: Eagle Tree Condominiums is within the Fossil Creek Drainage Basin. The master drainage study for this basin is entitled the Fossil Creek Drainage Basin -Master Drainageway Planning Study and was completed by Simons, Li and Associates for the City of Fort collins in August 1982. As part of this report, various drainage improvement alternatives were analyzed, and alternative 3 was ultimately selected and approved by the Storm Drainage Board. This alternative identified structural methods of improving the Fossil Creek, and identified a number of "on-line" detention areas which could substantially reduce or eliminate the need for detention on some sites. All areas developed within Eagle Tree Condominiums will have on -site detention attenuation, to reduce flows to 100 year historic release rates. Existing Drainage Reports: The historic drainage pattern runs from the southwest to the northeast as overland flow with cumulative flow falling into Fossil Creek. As part of the construction for Lemay Avenue and Trilby Road, drainage crossings and channels were constructed to convey the flow to Fossil Creek. The construction of Province Road and Brittany Drive, as part of the Provincetowne/Portner S.I.D., also provided for a series of storm drains and open channels to improve the conveyance of runoff from this site. A number of drainage reports have been completed for developments within this area. All the drainage reports that detail this area are provided in the Final Drainage and Erosion Control Report for Provincetowne P.U.D. Parson & Associates, Inc. approved by the City in February 1994. 1 I I I I I I I A �l II 1 The Provincetowne/Portner S.I.D. drainage report was completed in December of 1984. This report identified all of the necessary drainage requirements for the Dueck properties. The historic runoff determined from this drainage report was the basis for the design of all road crossings in this area. The Provincetowne/Portner S.I.D. report identifies the need for detention on a tract by tract basis with some detention provided by the large open channels. As the report states "... this report assumes that on -site detention will be provided as tracts are developed throughout the Provincetowne/Portner project, and the drainage facilities included in this S.I.D. have been sized accordingly." From 1984 to 1986, Brittany Drive, Trilby Road and South Lemay Avenue were built in a series of construction projects. The first project, designed in April of 1984, was for the development of the Somerly at Provincetowne P.U.D. which is located in the 13 acres southwest of the Brittany drive and Trilby Road intersection. The drainage report and grading plan called for detention ponds and storm sewers to outlet into a 24" RCP along the east side of Brittany Drive within the proposed Redeemer Lutheran Church site. Off -site drainage channels along Brittany Drive and Trilby Road would collect the runoff and convey the flow to Fossil Creek. Although the Somerly site was never developed the off -site improvements included: Brittany Drive, the storm sewer under Brittany Drive, the water line under Brittany Drive, and the off -site drainage channels. The Final.Drainaae Report for South Lemay Special Improvement District #86 prepared by Engineering Professional, Inc. in July of 1985 used the drainage information developed in the Provincetowne/Portner S.I.D. report to size the drainage improvements. Three culverts under South Lemay Avenue were sized to convey the 100 year developed runoff although, only the 100 year historic event of 73.5 cfs can be released (Sheet 8-Hydrology Calculations; I I i r n IJ I 1 I Provincetowne/Portner S..I.D.). Also constructed during this project was a large drainage channel along the west side of South Lemay Avenue. This channel conveys the runoff from the majority of this area to the intersection of Lemay and Trilby Road. The Final Drainage & Erosion Control Resort for Redeemer Lutheran Church was completed in May of 1992. The drainage for this site is designed to intercept the runoff from the off -site area to the west (basin D-2, from the Provincetowne report, Reference 3). This flow will be conveyed through a 24" RCP, and outlet at the northwest corner of the property into the existing drainage channel along Trilby Road. The runoff from the church site and 0.6 acres of offsite flow to the southwest will be concentrated to an open channel at the northwest corner of the property. This pond was eliminated by the "Addendum to Provincetowne P.U.D. and Redeemer Lutheran P.U.D. Drainage Reports" , August 14, 1995 by Parsons & Associates, Inc. Portions of the calculations for the approved reports can be found in Appendix A of this report. Design Criteria: The Rational formula as identified in The City of Fort Collins Storm Drainage Design Criteria has been used to calculate runoff from this site. The rational method is widely accepted or as a method & predicting runoff from basins of less than 200 acres. Manning's equation was used to identify the capacity of all channels and street gutters. all coefficients, nomographs and design values used in this report were provided for in The City of Fort Collins Storm Drainage Design Criteria. I Historic Drainage: The proposed site was part of the Provincetowne P.U.D. Phase 1 final drainage report. This report detailed historic drainage conditions and modifications, all conclusions of that report have been reviewed and accepted by Fort Collins Stormwater Utility Department. Parcel B was originally proposed as a Multi -family tract and the developed drainage calculations generated are .included in Appendix A. Analysis covered the initial (2 year) and major (100 year) storm events for Tract B, and detailed areas of single family lots draining onto the parcel. The approved Drainage & Erosion Control Plan for Provincetowne P.U.D. is included in this report's back pocket (Sheet 15 of 16). sub -basin F and G are shown as the existing Tract B. Portions of Tract F are detailed as areas of single family lots from the existing Provincetowne P.U.D. that drain into the Multi -family lot - Tract B. 1 1 11 1 Developed Drainaae Conditions: The developed conditions of the proposed multi -family site required the creation of 4 separate on -site sub -basins. These basins are approximations of the developed sub -basins F and G from the Provincetowne P.U.D. drainage study. Basin F• As outlined in the Historic drainage section, off -site spills are routed into the proposed site and are combined with developed runoff from the sub -basin F-1 and F-2. The calculated spills from Basin F for the initial and major storm were 4.4 cfs (2 year) and 16.5 cfs (100 year) per the Provincetowne P.U.D. On -site flows have been decreased slightly due to routing of developed flows around building pads and channelization of on -site streets. Composite "C" coefficients were also calculated, increases in overall landscape area allows for minor changes to the initial estimates. Sub -basin F-O consists of off -site flows from the Provincetowne P.U.D. that will spill onto the site from the southwest. These flows are unchannelized, per design, and will spill directly to the main collection channel along South Lemay Avenue. Additional unchannelized flows will be routed around building Number 4 and spill to the channel just upstream of a new 6' x 12' Precast Box for the entrance drive at Lemay Avenue. Sub -basin F (off -site) and F-1 will be combined in the same manner with unchannelized off -site flows routed around building and garage pads to spill to an inverted crown just north of Buildings 1 through 4. These flows are directed east to a sump inlet over the box culvert at concentration point T. This inlet is sized to handle the 100 year event and allows for clogging at 80% (per city standards). In the event that the inlet becomes completely clogged, spills would be directed around the curb heads and over the wingwalls on the western edge of the box to spill to the detention pond. Basin G• The developed Basin G decreased in size (4.55 ac) from the original Provincetowne P.U.D. basin area of 6.2 acres. Again there has been a slight decrease in concentrated flows due to routing and adjustments to "C" coefficients. Spills will be directed around building in shallow swales and spill to the on -site streets and directed to an area inlet at concentration ®. This inlet is sized to accommodate the 2 year storm. Additional spills will be directed over the back of curb and spill to a shallow channel and the over the top of a small retaining wall to the detention pond. In the event that the inlet is clogged, the weir release at the curb head has been designed to handle the 100 year spills. 11 1 1 1 1 1 1 i 1 1 11 1 i 1 1 1 1 Erosion Control: Wind Erosion: The site is located in an area designated as having moderate wind erosion potential. The existing natural grasses provide adequate ground cover for the site in its natural state and the existing erosion from wind appears to be minimal. The multi -family area will require silt fence, inlet protection and sodding to provide protection during construction. Water Erosion: This site is located in an area designated as having a high potential for erosion due to stormwater runoff. Examples of this can be seen in existing drainage channels on the site. Therefore, straw bales will be placed within the open channels at 100 foot intervals to protect the bed from excess erosion during construction. After construction, the swales will be grass -lined and/or adequate erosion revetment will be put in place where the slopes are steeper than 7.5 percent or the banks instable. 11 I ' Conclusions and Recommendations: After reviewing the existing drainage information available in this area and surveying the ' existing site conditions, we present the following recommendations. 1. Existing swales along the north side of Province Road, the west side of South Lemay Avenue and the south side of Trilby Road will be re -sized and seeded ' where necessary. These channels will be utilized to collect the majority of runoff from this project. 2. No designated floodplain are located on this site. 3. A blanket drainage easement will cover the multi -family residential areas ( F & G ) to allow the runoff to sheet flow to their respective design points. To allow positive drainage away from structures the building pads will be raised with ' minimum 5% slope away from the building. ' 4.. This site is within the Fossil Creek Drainage Basin, and therefore under the jurisdiction of the Fossil Creek Master Drainage Plan. This master drainage plan does not require on -site detention since there is "on-line" detention provided along ' Fossil Creek. The Provincetowne/Portner S.I.D. recommends on -site detention ' and'the 100 year historic flow will be released. Upstream areas draining onto the project will require detention attenuation. Conveyance structures are designed to ' accept and transfer the 100 year historic events from these upstream basins. APPENDIX A I Provincetowne P.U.D. Developed Drainage Calculations [J 1 1 1 1 1 1 a c c a c LL i 1 ( 7 U % I m O r r N CO r N r a OR O/ r N h N U n ClN V N co O) N N 44 V (Ni 0, N -T 0 2 C' \ NCO r Cl)O r r n O m rn O (O N Lo r, Lo m V O r o 0 r (l N (0 OD N L7 OD P� O f� LO •C m e r N r N 0 N N N r N r O lL C II 0 O 1 —r-O 0 n OD r OD (O W co CD m m O OD O O V r m e E N r N co O to O n T N (0 Oj Ln N^ O �{ o V V r N r LO N N N N r r N N co LO H c U m > E rnn rnLn cm corL.(0 OOL.oO1 —rn(o M F E N N co Y W N N V V N O r N M r O V W F U UO V N Lo N tO n V) OD OD a fO OD N (O r O 0 M V OD (0 r p co N O O/ n V N r L0 V n N CV OV N N r r vi NV, V V co N N N tO N 0 o00000 og wss000S 8 ( C C C G O O O C C O O G C C O C G C Nr NLO OO , LO N gOC O LO N O O O O O O J O 1N b/ OD m Lo V CD C N r OD (7 It W CD N (0 07 wr O O O1 0 [O OD E N V r Ol N r OD (0 N r-O N O N O a LO m v CO) N r r V N r N N r r N N N C (O O ONE O O (000 N ((Oy N O0 N 0 0 O LOOD O L00 O OO+D� O LOD O OOD� O m .-. O O O O O fO G C C O O o 0 0 G C O 6 6 0 C 00080 000 80L888 m to N r L0 N LO co LO LO 10 N LO 10 N J s� c, 8 0 O L0 L0 N LO co CO LO N 0 N N O w O O w LO N N V V V N N O (7 V V V N N N O V m G C C C C G C C C C G G C G O C C O V? OV N V Q N O N - O O VV0 W L!N I r r^W I W W W Z Z rZ Z (q E mlLolSM OLLUO �� Coca m Z UOq < UUDO� m U 1 U U C c OL « p m C r O co lD Q 0, N LOM O V OD n m—OaOr% r r rr r r '- r r W N N J p a 0 c m C c U L � U m IL �c c r � a U m m E rn p1 m O O -c — `� V m o O = m U c OL > m C e mO -Li O o .E 0 tl/ E to r � v03 O H O r 7 V 0 + m OI m LL C LL E O r II CiTL f E (0)m o r ► V 0 E E r � E m o � m 0 0 w � w 3 U w m LL O mOr m y r m E c 7 — c t A E C UOtO --iaml N M V LO N O Z 18 1 1 1 1 1 1 1 1 CL C c Q C u C i U O ^y 0) N fh f0 N N Ol 7 N O M W r N P m r` r m C U 3 O I\ Dj N n Oi N IA OI n V1 (0 u1 7 O ^ O CO P, 0 N V O r Q r PI r IO r '- r I w q C C L g OI IT O M R N r N CO Co n CD CO O n< C9 r IO N N q r f0 0) r N r 7 q Q �O C M 0 0CA CO CV < IO R O CO 0 m v in Co < N C c O O .b�. c M .- t` u1 C-I O CO N O f0 CO N O O Of u1 CD c7 m E(D E Cl) O C7 O V CO O r iO r` N 4 6 V N O N 0 m N N Co P -T V r N r IO N r N N r r c U m m c > E fA ^ 07 N N OA co r r` CO OD N O 0) r OI CO Cl) j= EN F NW v m N v e N O r N vi W R OI U N O N N IO N Co CD 01 b y co N f0 CO r N W CO h Cn Iq CD (I co CO O r O m N N N N N N r r 0 N W 't R CO N N N CO N J M C�osS in o 0000No og�d8 8 V5 6 6 0 C C 0* G C o C O C O C 00 C C :5 _ C 0IO CO NIn O N In 0 0 0 N N IT (3 le aOa f0 CO aOa f0 o � O � N IO 0 0 r O OD CO IO N r r Co iE Cl) aDDI rr t`v coo OIAOr ao^O o m E V O Cl)N N 0)r IO r r 0 a N M r O N 1O N N r N r N O N DI r N V N IO 2 c CID OD o o�000 8o8 o�0 � cn o c d d o 0 6 0 o c o 6 0 0 Cx 00to88 000 000808 u) ICI r N N N CO IO u1 10 N CA in w J « C O U U) C4 CD to IO Cn Co O r CD CD m N CA O Cn C9 It N C7 IO N N M C7 !O V CD IO N Co M N ICI E U C G C C C O O C C C O 010.0 C r G C U U N Q CV CO+ /7 C 00 CM N 0) O CIO �Q to Q C6 4 0 n O N v a'fNIO ro uI N t L I r r i I CD N Z r Z z V V U m W� D LL (� — m m? Q O O O z U U U C � OI C* O N N IO N N a t0 r co OI � m G ' r r r r r r r r r N N U 0 0_ r r 1,01 lc'l J L. m E F m m c c U � F L � II U 'c c r m m E rn N (D rn � o 0 w c r c a o r m m U C rn > « C 0 � m w c LL o o E $ 2 E in q=`m� U H o OI 0 CL + C LL 9 rr ►= m E _o r II C f E c o c o p a o s C E m a E o q C j CO 8 v o o m my c E E c c 0 a E w c UO °iaC N C7 V L to O z 2�8 4 Cd A 0 LL L v0 d m V , v 1 0 N O cc�- rr 0 m E E 1° W W F o c O U m E E cm v F , ° O m R Cl) co V co v v v > O Y C .�. m N W V) W J m E ~ d o 0 0 v o v r a ors s s U5 i 0 0 c e LO 90 w J C o a m 8 w b cm N 10 m i m C to Z e U 0 C CI O m C 1Q a N cmo O r a r y DETENTION VOLUME REQUIREMENTS Pape: 100 Year Event II`Y of 8 Pages Project Number. Project We: Dsts: 92.21-KEN PROWlNCETOWNE P.U.D. 23,1un-95 Estimator. G.A.ODOWAL File: V01.100.mi Problem: Determine the total volume of detention required for the proposed development which consists of approximately 75.68 acres. A0 off -site bastra will provide their own detention storage and release only the Historic 100 year event. Given: a) Fully developed conditions b) The historic 100 yew release = 94.9 cis c) Basins Included: A. B, B-1, C, C3, D, E, E-1, F, G, d J d) Mass Diagram Method of Detention Calculation Composite'C'= 1(52.91)(0.45)+(8.20)(0.70)+(7.76)(0.28)+(3.80)(0.95)+(5.01)(0.5MVM.88 = 0.485 CC(A = (0.485)(1.25) 75.68 ac) = 45.88 Time: 100 yr. freq. Time: Acumulated Outfail Volume: Storage Required: mint 0C1A Intent seconds VOL (ft^3) O m 94.9 cis ft ^3 Acft 5 45.88 8.12 300 111,766 28,470 83.296 1.9122 10 45.88 7.15 600 198,829 56,"0 139,80 3.2114 15 45.98 6.00 900 247,757 85,410 162,347 3.7270 20 45.88 5.20 1200 280,297 113,880 172,417 3.9582 30 45.88 4.20 1800 346,880 170,820 176,040 4.0413 40 45.88 3.52 2400 387,803 227,760 159.843 3.6895 50 45.98 3.08 3000 423,940 284,700 139,240 3.1065 60 45.88 2.62 3600 432,750 341,840 91,110 2.0916 90 45.88 1.88 5400 465,784 512,460 - Maximum Volume Required : 176,040 ft^3 or 4.0413 Ac.-Ft 0 0 5,8 POND VOLUME AS -BUILT, As of 05-Aug-96 JOB: PROVINCETOWNE P.U.D. CONTOUR CONTOUR VOLUME TOTAL ELEVATION AREA PER INCR. AT ELEV 4905 5,859.24 SF 11,086.35 11,086.35 4906 16,313.45 SF 20,114.55 31,200.89 4907 23,915.64 SF 27,300.00 58,500.89 4908 30,684.35 SF 33,609.41 92,110.30 4909 36,534.47 SF 39,332.09 131,442.38 4910 42,129.70 SF 44,816.61 176,258.99 4911 47,503.51 SF 0.00 176,258.99 0 SF AREA REQUIRED (AC/FT): TOTAL ACRE FEET: 4.0463 CUBIC FEET: 176,258.99 PARSONS & ASSOCIATES, INC. CONSULTING ENGINEERS ' June 6; 1996 Glen Schlueter Fort Collins Stormwater Utility 235 Matthews Fort Collins, CO '80521 ' RE: Variance request for Detention Pond at Provincetowne P.U.D. ' Dear Glen: This letter is.a request for a variance to City Stormwater Utility standards Section 9.1 the manual references "The banks of any detention pond shall not be steeper than a 4:1 slope to allow access for maintenance vehicles." The current design of the pond has 4:1 slopes; however, future development of the multi -family area and site geometry constraints will require the use of 3:1 side ' slope from the toe of slope to the new high water elevation of 4911.0. The 3:1 slopes will be required adjacent to Lemay Avenue below the pond high water level and along Trilby Road. The enclosed design drawing shows the new slopes in these areas. The submittal of the Multi -family project will include the steeper slopes adjacent to the project along the west and north side of the project. The owner/developer has accepted the maintenance of these slopes and maintenance ' access should not be severely affected because the drainage easements extend to Brittany Drive 1 on the West. ' The pond slopes will be stabilized by grass seed and straw mulch per city standards. Enclosed find the revised grading plan for the pond, pond volume calculations and orifice sizing calculations for this revision. If you have any questions or require additional information, please do not hesitate to call. ' Sincerely, Parsons & Associates, L7J Gary A. Odehnal, RE, Project Engineer GAO/hah Enclosure 0 _. • 432 Link lane Plaza - Ft Conins, Cokwado 80524 . - 19701 221-2400 - PARSONS & CLIENT 1_J9/i/ l I � �L ari J!!!'0I NO. q2., Zl LEA/ Ir-1- ASSOCIATES PROJECT 1 ✓DVihC1A)V1 A— CALCULATIONS FOR ' CONSULTING ENGINEERS FL Collor CuIwsdo 805Z4 MADE By O DATE(q/(Oj CHECKED DATE SHEET_ OF 1 n) 11 I 11 1 LiI t LJ L� POND VOLUME 06-Jun-96 JOB: 92. 21 K E N (Ve'V' a vrr Pan d slow o s�eet 148 1 CONTOUR CONTOUR VOLUME TOTAL ELEVATION AREA PER INCR. AT ELEV 4904 278.58 SF 3,124.87 3,124.87 4905 5,971.16 SF 11,791.76 14,916.63 4906 17,612.36 SF 21,583.53 36,500.16 4907 25,554.69 SF 28,187.52 64,687.68 4908 30,820.35 SF 33,476.15 98,163.82 4909 36,131.95 SF 38,859.49 137,023.31 4910 41,587.02 SF 44,696.73 181,720.04 4911 47,806.43 SF 0.00 181,720.04 0 SF 0.00 181,720.04 0 SF AREA REQUIRED (AC/FT): 4.04 TOTAL ACRE FEET: 4.1717 CUBIC FEET: 181,720.04 APPENDIX B Eagle Tree Condominiums Developed Drainage Calculations ' PARSONS & CLIENT C04 )lb r: c' / JOBNO. 16p' OGZAE ASSOCIATES PROJECT )ECn 4L CALCULATIONS FOR COL,QOSIR ' CONSULTING ENGINEERS r� Q FL Collm Colo 30524 MADE BY � DATE W I CHECKED DATE SHEET OF C 1 11 PARSONS dk CLIENT C--OL r��`� 'Ii JOB NO. 1(12. o(M F/1V ASSOCIATES PROJECT n' _ CALCUL.ATIONSFOR GOM;21VSJ�- C CONSULTING ENGINEERS FL Cow. Colorado 80524 MADE BY ('�AQ DATEAZLI CHECKED DATE SHEET OF I EAGLE TREE CONDOMINIUMS 06-Aug-96 Velocity and Depth Calculations Formulas based on Open Channel Hydraulics by V.T. Chow, Table 2-1 Cross Section A 9' Bottom, 21 side slopes Area = [9+(y)(2)ly = (9+2y)y WP = 9+2y(1+2 ^ 2) ^ 1/z = 9+2y(5) ^ 1/2 Radius = Area/WP = (9+2y)y/9+2y(5) ^ 1/2 Cross Section B "V" Bottom, 50:1 side slopes Area = [(y)(50)ly = 50y^2 WP = 2y(1+50 ^ 2) ^ 1/2 = 2y(2501) ^ 1/2 Radius = Area/WP = 50y ^ 2/2y(2501) ^ 1/2 Froude # = F = V/ (gy) ^ 1/2 Eagle Tree Condominiums 06-Aug-96 MAJOR STORM (100 Year) Velocity and Depth Calculations 1) Overflow Channel from design point 5 Cross Section A S = 0.14 Q-n/1.486•S ^ 1/2 = 2.352474 Q = 21.8 n = 0.06 Q'n/1.486•S^1/2 Depth WP Area AR^2/3 Velocity 2.352474 0.1 9.14 0.92 0.1975 2.352474 0.2 9.40 1.88 0.6395 2.352474 0.3 9.73 2.88 1.2735 2.352474 0.4 10.13 3.92 2.0749 2.352474 0.43 10.26 4.24 2.3451 5.14 fps Top Width: 10.72 Froude # 1.38 2) Inverted Crown of on -site street sections Basin G-1 Cross Section B S = 0.005 Q'n/1.486'S ^ 1/2 = 3.3195 Q = 21.8 n = 0.016 Q'n/1.486•S^1/2 Depth WP Area AR^2/3 Velocity 3.3195 0.1 10.00 0.50 0.0672 3.3195 0.2 20.00 2.00 0.4275 3.3195 0.3 30.01 4.50 1.2622 3.3195 0.4 40.01 8.00 2.7210 3.3195 0.43 43.01 9.25 3.3005 2.36 fps Top Width: 43 Froude # 0.63 3) Inverted Crown of on -site street sections Basin F-1 Cross Section B S = 0.0312 Q'n/1.486•S ^ 1/2 = 0.902164 Q = 14.8 n = 0.016 Q•n/1.486•S ^ 1/2 Depth WP Area AR ^ 2/3 Velocity 0.902164 0.1 10.00 0.50 0.0672 0.902164 0.2 20.00 2.00 0.4275 0.902164 03 30.01 4.50 1.2622 0.902164 0.25 25.00 3.13 0.7757 0.902164 0.27 27.01 3.65 0.9527 4.06 fps Top Width: 27 Froude # 1.38 RPARSONS & ASSOCIATES CONSULTING ENGINEERS FL Coon. Cok..do $0524 r-- 1 11 11 t CLIENT - JOB NO. PROJECT Eagle iroP w+dominiimS CALCULATIONSFOR CQ++Pr 11p•N capa[;+y MADE By H H F DATE 8 196 CNECKEDL7Aa— DATE W�g SHEET_ OF� � � � � � § Cc ) LL c 2c §£ Q ; � ©__ ;©Q g co m;a 7q@ )r Ks� �0f k�� ad0 ;;q ;�/ § J )kE $;; ;22 3A2 ; \/ IT OD R#¥ q@k @ a__ �cm cQN� � 2¥ 000 0 kkk kkk 0 Fa 666 606 000 0 \ °/2 °§§ §§� § |_ Q§§ 2;; ;Q2 & 0 kkk kkk k §\§ Aa o0o eoo o °00 f« 2§ 2 m-. § f§ 2 00§ s q40 q Eso 0 oo 000 000 0 �u $#« #q# ©� 3� 372 § ; z ■ q § J�§ ��% 0(9 2 \ k�0. u5 E J (P § ( 2 g « ) C 2 � � &�2 0 k r k 0 LL �0oe% §2i )J§k■ �§}7ƒ w , Or /\0 �ktE2 ke- 2 ±| 0$§ a a■�2• J%4` r m ��)-Ek /0 §�N00VLO 2 1 1 c Q c LL c u T C a C U o m m 0 0 m h 10 a` N 7 o O N W M ID � m o c C E N ,nt toV n m c0 Or QC N N N N N N N N N N C O O m m f� OR N T I, N E m 'E c of ui �- ui ao r: of _ D C O U m W E ovc omm v,mu� OD E O O O O N N - c7 co IT CO M Ol 001 cmo W 0) W 0 dmi jN R O N N N N N N m In ICDD O (� O O CO O c0c� 0 yD O O O O O 0 0 fD O C C C G O O C O C O S C v O O le o N N N c0D J m .E C f0 N cD N m �- IT E �oi� vivao CM m c O N N O O m O O m N m o� ��g oog 8�g g D) 0 0 0 0 0 0 0 0 0 O C 0 Lo 0 S n n N S m e V) m J N t�i V) .- a M C• S b S N N 6' O l+J V cmo Q U o 0 0 O o 0 0 0 o C N S N N N V .- to N Of C6 O 1 7 O c $ w z w z w z z E LLLLi LLti� C7 C1i co m z U U U c 0) 0 'H C N N co V< N m m m 00. J Q m E a C C C 0 � II c 'm m m E 3 m _ m z m U rn > o m O 5 LL 7 0 0 E o c E m v_ 1 a ci O V IV 0 7 a O) m LL + : lL 9 n m E o p Cr)c o; 0 c w 0 a o 0 mA�Em E o a E c r m 'j= o C V m nm! LL o o v m E c Q c z a E c UO °iCOE N W F IA 0) w O z 1 10 9 1 8 Discharge vs Depth On Grate , 1 7 i b 100 i 5 90 80 70 10 1 60 8 LU 7 Q 40 N 6 1 cc 5 a 3 30 a U. 0 �-: 4 I 1 u 3 Q 20 a I 0 to 2 2 i W \ W C� 10 Q 0 i U. 9 0 \ 8 CL 1 Q7ui Ce 6 .9 \ Q \ •8 Cc to i H 4 W \ .63 i 1 a '5 3 .9 v .4 1 H .8 2 3 1 �� �xh Y 1 0),, A,, 35 so 1 1 1 i 1 1 1 1 i 1 1 1 1 1 1 i 1 1 1 10 9 8 Discharge vs Depth On Grate 7 ,00 90 5 80 70 10 60 4 8 LU 50 7 Q 40 W 6 4A Z a 3 30 ad a S U. O 4 �-: U. I " 20 LU 3 O v Q N � W F- 2 2 cc \ W W 1 O 0 _ \ 10 < U- 0 \ 9- 8 a �.Cn a 7 ., 1 0 � �\ .9� Q 5 laze\ � •8 W •7 Q 4 W \ .6 3 1 � .5 3 .9 v 4 •8 2 J Lk,-4 3340 �1 1, C?Z 5.7 4% ' caoL) fl�� ,�, s��.p z o .5 0 IM Neenah Foundry CompoW �'n� ' PARSONS Ift CLIENT C- LI c jmto�,l2 ,J NO. Ir-1 ASSOCIATES PROJECT �L —T�E 5 CALCULATIONS FOR ' CONSULTING ENGINEERS Co6r` m. � MM MADE BY DATE�2�(p CHECKED DATE SH FL CaEET pF� [_1 1 Ll �I 1 12 ' 600 I 1 500 EXAMPLE ' 10 400 5'. 2' Bo. 0 • 75 cfe 0/6 fS cH/ft 9 300 Inlay file. Met D get IIt 1.75 3.5 200 (2) 1.90 3.6 (3) 2D5 4.1 7 CHART I /1' 6 9 7 6 6 7 6 S S 4 4 J 6 H O 100 O LL a W 80 3 2 a- 60 = _ 5 F S0 ' H U Z 40 W 1.5 w IS. m Z 4 a 50 4Q��' 0 0 S �♦ N � 20/ K m 3 LO ' LL O O. f- / Z _ 9 H 3 / W angle of — 0 Winauell d W Q 10 flare —� WO .8 Cr o c .7' 6 0 ' / 0 p 5 HW WING WALL p SCALE W / 2 a 4 FLARE _ .6 (1) 30' to 75' ' 3 (2) 90'and l3' (3) 0' (ulensic.s .5 2 of Nde.) To use scale (2) or (3) project holiZontall) to scale 11). then use straight inclined line through .4 D and 0 scol s.er reverse as illust'ated. .8 .6 3 4 3 1.0 I.0 .9 .9 7 [—.7 5 �— .5 4 F— 4 I — .S .30 ` .35 t .35 HEADWATER DEPTH ' FOR BOX CULVERTS WITH INLET CONTROL BUAEAu OF W6VC pO4Drr5 J11N. 196► !� 1 Q' � Otis/r� �1Zr 30X I r 011%1� Ro. 5 C--(s K�'Ea . - . . 1 1 I APPENDIX C Erosion Control Calculations 1 1 1 1 1 1 1 TABLE 1 CONSTRUCTION SEQUENCE PROJECT: EAGLE TREE CONDOMINIUMS SEQUENCE FOR 19 96 COMPLETED BY: C.40 11/5 STANDARD FORM C DATE: 8/6/96 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 f997 MONTH MAR. APR. ilAY JUNE ✓ULY DVERLOT GRADING NIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers Vegetative Methods Soil Sealant Other 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 2-15- I 1 7 1 i 1 1 1 1 1 1 1 1 1 1 1 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: ��G�� 4rea, /r(, i - u,,,i h( STANDARD FORM A COMPLETED BY: QdL�^,l DATE: Cn f z l I4c" DEVELOPED SUBBA§IN ERODIBILITY ZONE Asb (ac) Lsb (ft) Ssb M Lb (feet) Sb M PS M Gz° 3 I 3 U eO 3.91 63-0 c:7 3.00 3u0 2-7 c, J 1- 55 5(90 3.Z L 1 I.55 Li 1.n 3,07 g g 1 MARCH 1991 8-14 DESIGN CRITERIA 3/,5 EFFECTIVENESS CALCULATIONS PROJECT: 14i �y �u STANDARD FORM B ,,rr -}�u�� COMPLETED BY: CA ��a, n.� I DATE: Erosion Control C-Factor P-Factor Method Value Value Comment j��{ �e,si �rrlel'S �.0 Q. 50 . G�� � � �'{ �✓e,l �rin-��<� AS 0,0k ' .i l�riKS� k-jw►ks �a.G�unS f•,�t 1,10 To1x+3 F- , /54,au ALA-. MAJOR PS SUB AREA BASIN ($) BASIN (Ac) CALCULATIONS ATIONS 63,0 n[n (� buAsc.ojw, CBG.� G,,--L /Aa70 - OACI A- J44q /5f/rejti C91, s (Pp,-) Q . jqo .f% (M�ila rC,oi)�r.0(9) +(1,0)(.yCL) �(O.(k)(•L(OB/I j5 = .25 W 4dl I?- (�)Cvc��,qs = 6.(92. "r AC. � ►� , y I �� (.00A<. 0.143 �� [ I - ( .43)�.3Co)� xt� - 8�(. 5t - Ok +Ql 3.00o�Y( r(83X MARCH 1991 8-1 S DESIGN CRITERIA 1 1 1 1 1 1 1 i 1 i 1 1 1 i 1 1 1 EFFECTIVENESS CALCULATIONS PROJECT: -� STANDARD FORM B ii-t (t %1"�t �lilT> 1"G�r)ly COMPLETED BY: �iA c)J (\,t DATE: 21 Erosion Control C-Factor P-Factor Method Value Value Comment 07 0�1k) 0-Q0pa 1,0 0,50 SJ iLt "4 rnyTcr y. F rs � 1. 0 ASpW i 'conCnCkL Q . O . o 1�Ct�C !�Ur/K5/ AU1 / >+raN AL ICh �fjc�S+Srq� Q 1.0 P--'k ISI�MS MAJOR PS SUB AREA BASIN ($)pp BASIN (Ac) CALCULATIONS 3,() r, .) r\l WaIkS r &4 At- w4d. C " fuL;�r . 15)�/.0 = 0. 39 �(•90)(• .IcD) (t.o�(�)� so)( ao1= 0.38 3-0 I O A,c- Bon o. Li 5 �� IV III c_ Co • 1 o u l-1 0 + (I_o) CLO] o , 3Z �,r55 0-q0 [I - C 3�Jc•`1���k 100 85- A MARCH 1991 8-15 DESIGN CRITERIA I 5�5 1 11 1 1 1 1 1 1 1 1 11 1 d 1 1 1 7 ENGINEER'S COST ESTIMATE Page: FINAL 1 OF 1 Project Number: Project Tide: Data: 9406-EMF EAGLE TREE CONDOS 24-Jun-96 Estimator: G.A.ODEHNAL File: EGEROCE.WQ1 Item #1: ALTERNATE #1 #2: ALTERNATE #2 Numbe Description of Item Unit Cost* Unit erosion control as designe all disturbed areas seeded Quantity Item Cost Quantity 11tern Cost A EROSION CONTROL Native Seeding w/ 2 Tons of Straw Mulch (Crimped) $650.00 AC 1 $650.00 $0.00 Straw Bale Units (5 bales/unR) $50.00 EA 20 $1,000.00 $0.00 Silt Fence $3.00 LF 900 $2.700.00 $0.00 Native Seeding w/ 2 Tons of $450.00 AC 6.06 $2,727.00 Straw Mulch (Crimped) $4,350.00 $2127.00 SUBTOTAL MULTIPLIER 1.5 1.5 $6,525.00 $4.090.50 TOTAL DEPOSIT TOTAL SECURITY REQ'D. $6,525.00 unit costs are instauea costs. 1 LEGEND MIO BAS151L I. CONTOUR MJO PRMOSEU CONTOUR View BASIN BCVNDMY e- AREA RxsaAna AMP IN ARKS (I MPOSE mEEPm13 (IN (la0 m. ErcHt) AD - DESw POINT oCawAnw (D pA INuan FAMM FIWSIED El EIEvArm -. 9LT PENCE g MAW FINE OWES © INUET IL PROTECTION DIMETFP P E AL MEET) 1 1 I I I 1 I I 1 HIM WATER UNE -y -i Ful ARRMI ® gIWRSFp $TpW ¢MFA w/EFS +® PROPOSED RETIRING WALL I I 1 SEED MIX IRA m .oq WaT. All m T ��� swam w.T'TRS°.s1 �- I s--- N�rtxteuf e �TIII"1. My 2A x roles to n. 06 wowYll MULCH IN. T.n.�.«Am .wwl.l®.«. F MIAMI awes Rest No .a�0 �W I � 1.24 0.45 1 \ I.azn o.Tz�e OR HAY onm use n R lor AWAY ... F.F.�3].50 a�w m� unl .0 �, - ... �a S. la,/uRMAW � yal AA AA imANAMO AT MEAN NOYING I'eNAY 0W THYAW Abel All My FAR OF �S �Ni w w� 5 FE SMSAl R REQUIREMENTS INLo'n AN..+I zy l�"'�C� % � 1. p..�IN .uvo-w za ww.v. xm u+.u.az / `.. ///\\�� 7 'PwrL ay n•.v N,III At x�n N.u.o.- - _ / , J F.F. 1.80 F.F.= 9 DEVELOPED BASIN FLOWS BARN OE9CNATON BONN All lu MIAM I AREA AC a OlN Pm fs I F-D 1 1.41 va 5.0 r F-x 1 1.11 0.e 10 2 CO ND 2.55 2.1 7.5 3 E 114 1.4 x0 f F-1 1.55 10 11.5 A CW o x15 SHE 1411 5 0-1 100 5.7 21.11 a o-x IN 1.5 5.3 a PdaIME9 A.Ss 6.7 11.e a All EARN f0.x5 11.2 426 l w-SITE 16.w 21 BOB O W Aml TCHAN yM NUMB D iv YERAy o>+Nn I (W I x c HAT ONt a:s is YAHA­ a xaa 3 e 112 His O.xJ TJ AOa N _ my RAP n CHANNEL SECTION ar INRy 4�� III oil I aL_misimp_ ,4GAV, IT 8%5 + /57� 2 AN11 F.F._28.15 3 F.F._24." 0 0 MIT 0005 It I ff ONE L411 mj!Oil O_� �! Nos A, n ERIS -1 ram Isom tym \I.1 PAN nCHAPI SECTION L. - -SOUTH LEMAY AVENUE (NOT We «..,.) i WII�« rotll moi I^i«Su, mM M nAl11M al Iwl x. MvC Plw ^ 1�mMry tlli M nMM P M !EZ to m/ W J.IurNl9 oc1F1ry N' FL-Sl �Iy. Je} N AIM I.piN «slm n«P.l� YeP M.IIM N.M Ifi m1411Ww1 wYrla s YY.I.aW ION "Not .5' IN MYo+a rAYA. OIfA. W .Ieb1 .,.W01 Yao14 OY�WFAY� HAYI 1 05• Fula. �IFq by lv�I I e11-OMUM. Tpr M M uFOM Geeing xN S l ManyRYYSR .YtlYRI A. RIM1p..k 1 • �yII ♦ Ya la Yla mM.. WHO a CHANNEL SECTION'Mu ��a�I��1IN♦gFEYla1 n tenth a/.+Fw. M[.) (NOT rO SCALE) b INw.I� ti ;w= WANl.aenlrWl. wl...a ISR_. 11 MWertY .MI M MYq .,MI. a by to IlW1.Y.WSPr♦INR Iel �o« c a�.s� ° � M w ppl .I F.K offal. E iA,rM ul <.mPoroti (NRt M .lo.lon ceettol m.e.0by, . un e. q.� IgNlr ncon.lrueW .alY �a. ry after .mn l m"t n owr mll0lx.e pNolmond 1 o .need luncaon. 4 I.im..a ..mINn4 wlucuaM tnw. on Pw.e "Abi .«Euc.., mini M n M I Ill m a m.��« ne lacmmn .o o. not m oar» uxr rakes=. arm ern Mvloaill Na WI el Mall ",mod Ln (10) Irt In 111 A rta'p„« WIN M amZatl.a le Be y by surface ^maker Imenc. ANY ye e mrVi of Inlnpwalt« :nW�e'o M. Cry "W"Ia PmMdMM baaum9. WrWA y. er dell of rvl ne, n Inantonl City .,l by o Imn, mry real "I My Myarll.a .MIN N cAml lo imm.ewY IH th, wxbr. UMr nl a. III by Inelneoal a HIN."A nb. /A Yy - I GRAPHIC SCALE III R'E IN 0. HS1 Ad 0 30 AO M RIE EA¢: N o eft 1 WHIN HA a FORT COLLINS -1O141AND WATER OISTAC1 UTILITY PLAN APPROVAL APPROVED NARANA DATE _ APPROV D SYSTEMS EUMEER DATE INC. PARSONS ASSOCIAFTt. 492 Link lave Plaze CONSULTING ENGINEERS Co1970 221Or240080524 sv. 96.06-EMF EAGLE TREE CONDOMINIUMS DRAINAGE AND EROSION CONTROL TZeeee, / Deafter, Cemtm: GAO Eatte,: D12'. Ill!!' Dab: 3EPT ID, IBBa $EP I 1 19%