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Drainage Reports - 01/14/2010
City of Ft. Collins Approved Plans + Approved By Date Final Drainage and Erosion Control Report for PRESIDIO APARTMENTS Fort Collins, ColoradoCity of Ft. Collin p AA ved Plans Approved By December 21, 2009Date '74" 10 1PROPE ATY OF FORT COLLINS 33TRITMIS Prepared for: Ken Kiken Milestone Development Group, LLC 1400 16t' Street, 6t' Floor Denver, Colorado 80202-1473 Prepared by: mill (NORTHERN ENGINEERING 200 South College Avenue, Suite 100 Fort Collins, Colorado 80524 Phone: 970.221.4158 Fax: 970.221.4159 www. northernengi neering.com Project Number: 514-001 [I t I [1 H NORTHERN ENGINEERING December 21, 2009 ADDRESS: PHONE 970.221.4158 200 S. College Ave. Suite 100 Northern N Fort Collins, CO 80524 FAX: 970.221.4159 orthernEngineering.com City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 RE: Final Drainage and Erosion Control Report Presidio Apartments Dear Staff: Northern Engineering is pleased to submit this Final Drainage and Erosion Control Report for your review. This report accompanies the Final Plan mylar submittal. Stormwater comments from the Staff Project Review letter dated 11/17/2009 have been addressed. This report has been prepared in accordance to City of Fort Collins Storm Drainage Design Criteria and Construction Standards (SDDCCS), and serves to document the stormwater impacts associated with the proposed Presidio Apartments development. We understand that review by the City is to assure general compliance with standardized criteria contained in the SDDCCS. If you should have any questions as you review this report, please feel free to contact us. Sincerely, -ENGINES NG SERVICES, INC. z7zi %o���� Nicho Haws,'hi LEED AP Project `eager. NORTHERN ENGINEERING Presidio Apartments 11 TABLE OF CONTENTS 1.0 Scope............................................................................................................ 1 2.0 Design Criteria and References ................................... :..................................... 1 ' 3.0 Site Location and Description........................................................................... 1 4.0 Historic Drainage and Major Drainage Basin ...................................................... 2 5.0 6.0 Irrigation Facilities........................................................................................... Floodplain Encroachment................................................................................. 3 3 7.0 Proposed Development.................................................................................... 3 ' 8.0 9.0 Proposed Drainage Plan................................................................................... Proposed Detention and Water Quality.............................................................. 4 5 10.0 Master Drainage............................................................................................. 6 11.0 12.0 Erosion and Sediment Control.......................................................................... Conclusions....................................................................................................8 8 References............................................................................................................... 9 LIST OF TABLES: TABLE 1 — Pond Volume Summary ....................................................................... 5 TABLE 2 — Master Plan Detention Summary .......................................................... 7 ' LIST OF FIGURES: FIGURE 1 — Proposed Site Plan............................................................................. 4 FIGURE 2 — Landscape Enhanced Detention Pond ................................................... 5 FIGURE 3 — Master Drainage Exhibit...................................................................... 7 ' APPENDICES: APPENDIX A — Historic Drainage Calculations APPENDIX B — Proposed Drainage Calculations APPENDIX C — Storm Line Calculations APPENDIX D — SWMM Calculations, Pond Calculations, Water Quality Calculations APPENDIX E — Precision Drive Drainage Exhibit and Calculations ' APPENDIX F — Excerpts from Previous Reports APPENDIX G — Prorated Storm Line A and Prorated Detention/WQ Pond Sizing Calculations APPENDIX H — Erosion Control Cost Estimates and Riprap Calculations MAP POCKET: H1 — Historic Drainage Exhibit ' DR1 — Overall (Developed) Drainage Exhibit 1] Final Drainage and Erosion Control Report ' NORTHERN ENGINEERING RING Presidio 1 1 I 1 1 t 1.0 Scope This Final Drainage Report has been prepared for the proposed Presidio Apartments development project, and is intended to document the associated stormwater impacts. Existing and proposed storm drainage to be addressed includes: w Historic drainage patterns and quantities of flow w Proposed drainage patterns and quantities of flow rE Proposed stormwater infrastructure design w Proposed detention and water quality concepts 2.0 Design Criteria and References Drainage criteria outlined in the City of Fort Collins Storm Drainage Design Criteria and Construction Standards (SDDCCS) has been referenced in this study. The Rational Method has been used to estimate the peak discharge rates for the minor and major storm events. The minor and major rainfall events are considered to be the 2-year and 100-year storms, respectively. Runoff coefficients and rainfall values utilized in the Rational Method computations are consistent with the SDDCCS. The Urban Drainage and Flood Control District's (UDFCD) Urban Storm Drainage Criteria Manual, Volume III has been used for water quality design. Detention criteria are discussed further in Section 9.0. below. 3.0 Site Location and Description Final Drainage and Erosion Control Report 1 NORTHERN ENGINEERING Presidio ' The project site is located in the northeast quarter of Section 4, Township 6 North, Range 68 West of the 6tn Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. The site is ' bounded on the south by Rock Creek Drive, on the west by Lady Moon Drive, on the east by Cinquefoil Lane, and by Precision Drive on the north. ' According to the NRCS Soil Survey, the site consists of Nunn clay loam, which falls into Hydrologic Soil Group C. More site -specific exploration found an overburden layer of sandy lean clay. (See geotechnical investigation reports, by others, for more detailed soils information) ' 4.0 Historic Drainage and Major Drainage Basin ' The project site is roughly 12 acres in size and currently consists of undeveloped land. The site slopes generally from northwest to southeast at slopes ranging from 0.5% to 3.0%. Ground cover consists of native grasses. There is an existing drainage swale running along the west and south ' perimeter of the project site, which is for the purpose of conveying storm runoff from the adjacent Harmony Technology Park to the west (Lady Moon Drive). This swale begins at 24-inch flared -end - section, which daylights near the northwest corner site. Drainage is conveyed south and then east ' within the swale to the southeast corner of the site where the swale ends at a 24-inch flared -end - section. The flared -end -section is tied to the storm drain system for the Brookfield subdivision, located south and east of the project site. The site lies entirely within the McClelland's Creek Major Drainage Basin (Reference 6). The allowable detention unit release rate is 0.5 cfs per acre in the 100-year event. One historic on -site basin, Basin H1, has been defined in the Historic Drainage Exhibit (see back map pocket). Two off - site basins have also been delineated, Basins OS 1 and OS 2, both of which contribute drainage from the north. As previously noted, there is an existing drainage swale running along the west and south perimeter of the project site, which is for the purpose of conveying storm runoff from Lady ' Moon Drive of the adjacent Harmony Technology Park. Based on the Final Drainage Report for Harmony Technology Park Second Filing (Reference 3), the swale conveys a peak 100-year flow of 25 cfs from the adjacent off -site development. The proposed site design will accommodate this 100-year flow rate of 25 cfs. All storm line and pond design calculations have accounted for safe conveyance of this flow. While the stormwater ' facilities (specifically, Storm Line A and the detention pond) have been sized for the total combined flow, Appendix G documents the prorated portion attributed to the on -site flows only, without any oversizing caused from Lady Moon Drive runoff being routed through the site. These comparison calculations are provided solely to facilitate cost -sharing among private parties. The current perimeter swale conveys 25 cfs into the present storm line system for the existing Brookfield subdivision located just south of the proposed site. There is a 54" pipe within Rock Creek Drive, which conveys this flow, along with additional flow from the south and west, to the Brookfield detention pond. The Brookfield detention pond is located approximately 600-feet southeast of the proposed project site. Information on the Brookfield storm line system is provided in Appendix F. 1 Final Drainage and Erosion Control Report 2 I NORTHERN [ H r„ I n F e a I n c Presidio Apartments I I 5.0 Irrigation Facilities There is an existing tailwater ditch that generally parallels the perimeter stormwater swale along Lady Moon and Rock Creek Drives. This ditch will be abandoned; however, a 15" RCP connection will be provided to Storm Line A for seasonal flushing and other private ditch maintenance. Control valves will be located south of Precision Drive and north of STMH A8 to manage flows. 6.0 Floodplain Encroachment The property is not encroached by any current FEMA or City of Fort Collins designated floodplains. 7.0 Proposed Development The proposed development will include construction of 10-building, 240-unit apartment complex, including a clubhouse, pool, and detached garages. A detention/water quality pond is designed for the southeast corner of the site. The majority of all on -site drainage will ultimately be directed into this pond, where water quality and detention requirements will be met prior to release into the existing storm drain system within Rock Creek Drive. Final Drainage and Erosion Control Report 3 NORTHERN EN6INEE RING Presidio FIGURE 1 - Proposed Site Plan 1 1 ' 8.0 Proposed Drainage Plan ' The developed site has been broken into eleven (11) developed drainage basins. Developed stormwater from the site will be conveyed primarily via gutter flow and through an on -site storm drain system into the landscape enhanced detention/water quality pond. Detention and water quality treatment of the adjacent half streets of Rock Creek Drive and Cinquefoil Lane has already been accommodated in existing facilities. Existing sump inlets in Cinquefoil Lane capture and convey flows from Rock Creek Drive and Cinquefoil Lane into the existing storm line system for the Brookfield subdivision. ' All drainage from the right-of-way of Precision Drive, as well as a small on -site basin (Basin 6, 0.35 acres), will be conveyed via a new storm line, which ties into the existing storm system for the Brookfield subdivision. (NOTE: said storm line within Precision Drive shall be constructed by the ' Overall Presidio Developer, not the Apartment Developer). The existing storm system conveys flows into the Brookfield detention/water quality pond. This pond was originally designed to accommodate flows from approximately 10-acres of future development. The Precision Drive right- of-way and assumed basins to the north of Precision Drive (see Future Precision Drive Drainage Basins Exhibit, Appendix E) are consistent with the assumptions made in the design of the Brookfield pond. Runoff volume and peak 100-year flow from the assumed basins to the north of, ' and including, Precision Drive will not exceed quantities assumed in the original design of the Brookfield pond. tl oral Drainage and Erosion Control Report 4 'NORTHERN ENGINEERING Presidio Apartments 9.0 Proposed Detention and Water Quality Based on the allowable detention unit release rate 0.5 cfs per acre in the 100-year event, the 11.8- acre site will be allowed to release a maximum of 5.9 cfs in a 100-year event. In addition, 2.1 acres of the right-of-way of Lady Moon Drive is to be detained within the proposed pond. Based on the allowable release rate of 0.5 cfs per acre, this area adds 1.1 cfs to the allowable release rate, for a total allowable release rate of 7.0 cfs. The required detention storage volume has been calculated in Appendix D. Pond volumes are summarized in Table 1, below. TABLE 1 — Pond Volume Summary On -site Detention/ Required Volume WQ Pond Detention Volume 3.10 ac-ft Water Quality Volume 0.45 ac-ft Total Volume 3.55 ac-ft FIGURE 2 — Landscaped Enhanced Detention Pond Final Drainage and Erosion Control Report 5 NORTHERN ENGINEERING Presidio Apartment ' A water quality capture volume (WQCV) is proposed within the on -site pond to remove sediment and other pollutants from developed runoff. Criteria for a 40-hour, dry extended detention basin (EDB) outlined in the Urban Storm Drainage Criteria Manual, Volume 3 — Best Management Practices (Reference 10) by the Urban Drainage and Flood Control District has been used to design the WQCV. The required water quality volume has been calculated in Appendix D. ' In addition to the traditional WQCV, the Presidio Apartments pond will incorporate other low -impact development strategies to encourage stormwater infiltration, and help mimic the pre -development ' hydrologic cycle. Forebays are designed in general conformance with UDFCD guidelines, and will be located at the two main inflow points into the pond. From there, a meandering low -flow channel will convey stormwater towards the outlet structure. Rather than providing a wet micro pool in this ' location, as recommended by UDFCD, a porous landscape detention (PLD) pool will be provided instead. Not only will the PLD offer increased water quality performance, but it also will mitigate concerns of standing water at the outlet structure. ' Finally, an underdrain ("French drain") system will be provided under all of the aforementioned BMPs. While the underdrain will not have a true gravity outfall, it will further facilitate stormwater ' infiltration, and will help limit areas of stagnant water at the surface level. The pond itself will be graded and landscaped in a "non -engineered" fashion, resulting in a functional and aesthetically pleasing stormwater facility. The gentle grades and diligent measures taken to minimize marshy areas will allow the pond to be used as a multi -use facility. That is, if residents chose to utilize the ' pond bottom for leisure, recreation, or similar activities, the pond will readily accommodate. 10.0 Master Drainage The proposed site is part of a larger Drainage Master Plan that was updated most recently in the report entitled, "Hydrologic Update for the Willowbrook Portion of the McClelland's Creek Master ' Drainage Plan Update" (Reference 6). The above referenced report assumed a pond would be located within the proposed project ' boundary. However, the report assumed a larger drainage area contributing to this pond than what is currently proposed. The Master Drainage Exhibit illustrates the proposed modifications to the master basin boundaries. ' As shown on the Master Drainage Exhibit, additional area is anticipated to be conveyed to Pond 234. 7.3 additional acres from Basin 36 and 5.1 acres from Basin 38 (for a total increase in area of 12.4 acres) will drain into Pond 234. 6.3 acres from Basin 36 will drain into Pond 238. There will be a net increase in drainage area being routed through Pond 234 of 12.4 acres, and a ' net increase in drainage area being routed through Pond 238 of 1.2 acres. As a result of the revised basin delineations and routing, there will be a net decrease in drainage area contributing to Pond 236 of 13.6 acres. t ' Final Drainage and Erosion Control Report 6 n� I NORTHERN ENGINEERING Presidio Apartments FIGURE 3 — Master Drainage Exhibit 4n IN FCRID = 444 __-__4a7.3 ACRES OF BASIN 36 DRAINS TO POND 234 Ilk,.a1 ' 24 401011 6.3 ACRES OF BASIN 36 i / /' �, 5.1 ACRES OF BASIN 38 DRAINS TO POND 238 1 DRAINS TO POND 234 PRESIDIO APARTMENTS' ' SITE WITHIN MASTER :I _ "'' f`—'�.� ^ } lr i n 'nfr 11t' k., 1 e1 136 138 40 PRESIDIO APARTMENTS -- \ I / / / / SITE DETENTION POND / f REMAINS AS POND 236 --;'IN UPDATED MASTER SWMM - In addition to these basin area changes, Pond 230 is assumed to be eliminated, with Basin 30 being routed into Pond 234. Instead, Pond 234 is assumed to receive runoff from the 20 acres represented by Basin 30 and provide additional detention for this area. The resultant changes in pond volumes are summarized in Table 2, below: TABLE 2 — Master Plan Detention Summary Effective Model Proposed Model 100-yr Peak Storage 100-yr Peak Storage Pond No. (Ac-Ft) (Ac-Ft) 234 4.0 14.1 236 5.4 3.8 238 8.6 8.6 As shown in Table 2, there is an increase in Pond 234 volume, and decrease in Pond 236 volume due to the exchange in drainage areas that is proposed. Although there was a small increase in drainage area directly contributing to Pond 238, this pond experiences no change in volume due to the decrease in drainage area contributing to Pond 236, which subsequently drains into Pond 238. Final Drainage and Erosion Control Report 7 NORTHERN ENGINEERING Presidio Apartments ' The most significant change to the original master plan is the additional detention volume proposed in Pond 234 due to the routing of Basin 30 through Pond 234, and due to the changing of areas. ' The landowner of the Overall Presidio Assemblage is aware of this change and is in agreement with this shift in detention. It was desired to minimize detention volume requirements on the Presidio Apartments site by shifting off -site volume into Pond 234. ' 11.0 Erosion and Sediment Control t An Erosion and Sediment Control Plan (along with associated details) is included with the construction drawings. It should be noted; however, that this Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and ' additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. ' It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed or modified in conjunction with construction activities. It is imperative to appropriately reflect the current site conditions at all times. The plan addresses both temporary measures to be implemented during construction, as well as 1 permanent erosion control protection. Best Management Practices (BMPs) from the UDFCD and the City of Fort Collins Erosion Control Reference Manual for Construction Sites will be utilized. Among the measures expected are: silt fencing along the disturbed perimeter, gutter protection in ' the adjacent roadways and inlet protection at the existing and proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures, and designated concrete washout areas shall also be provided by the Contractor. 12.0 Conclusions ' The Presidio Apartments project conforms to previously approved drainage designs for the project site. The proposed stormwater system will adequately mitigate the water quality and peak rate of developed runoff from the site. No adverse stormwater impacts are expected as a result of this ' project. Drainage improvements have been designed in accordance with applicable City of Fort Collins and UDFCD criteria. ' Both the detention storage and water quality treatment methods proposed have been thoroughly thought-out in order to steer away from the "bomb crater" ponds of the past. The final solution is the result of a collaborative and integrated design process, and has the potential to serve as a case study for a functional and aesthetically pleasing suburban pond. The low -impact design approach to stormwater management fits well with the vision of the City of Fort Collins. 1 I H Final Drainage and Erosion Control Report 8 ' I NORTHERN ENGINEERING Presidio Apartm ' References 1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, June 9, 2009 (DRAFT), BHA Design, Inc. with City of Fort Collins Utility ' Services. 2. Erosion Control Reference Manual for Construction Sites, January 1991, City of Fort Collins. 3. Final Drainage and Erosion Control Report for Harmony Technology Park Second Filing, June ' 20, 2001, JR Engineering. 4. Final Drainage Report for Brookfield, December 14, 2001, TST, Inc. ' 5. Geotechnical Investigation, Presidio Apartments, NW Corner of Cinquefoil Lane and Rock Creek Drive, Fort Collins. Colorado, October 20, 2009, CTL Thompson, Inc. ' (CTL Project No. FC05043-120) 6. Hydrologic Update for the Willowbrook Portion of the "East Harmony Portion of the ' McClelland's Creek Master Drainage Plan Update, May 25, 2001, Anderson Consulting Engineers, Inc. t 7. Preliminary Subsurface Exploration Report, Harmony Road Assemblage Mixed Use Development, Fort Collins. Colorado, March 21, 2008, Earth Engineering Consultants (EEC Project No. 1082024) ' 8. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture ' 9. Storm Drainage Design Criteria and Construction Standards, City of Fort Collins, Colorado, Updated April 1999. ', 10. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, Updated June 2001. 1 1 ' Final Drainage and Erosion Control Report 9 j APPENDIX A HISTORIC DRAINAGE CALCULATIONS 1 11 M_ 0 O O O aOR 2 000 E o,000 u E Z o 0 n N C M C d m m m O O O O O p o + n Eo U Q Q In lOCL V Z Cc LO LO m W T N N O N CD N O N n 0 ' NE U AN M C C 3 u LO LO 0 0 OOOi m OO C ,. Oi o0 ` ti V O �p .,,. �1 I� O d 'DO v m N 2E Oo Q m _A N O C CO ' N ` W 2 p i O In V C> Q � m 41 0) O Ol O In O 0) O 1 O N O ` y Y `� `, 0 w O M v" 0 0 0 U p `d m W �Q c N w >. 0 U �'R w A OO 0 �'3In o a m W C M to T � � C3 Y y C H N Q OR,Q6' o cv c m 000 WN N Vy1 ` 0 0 Q N J N o O U a LL m `0 W N O 0) u6 It o w N ti N lfi N N ... ^ w m ZZV O Q O ] C �1 O O G Y y N ` Q LO l0 Q O c d m C N MLO In n m ms y m�U�M N ro a a m N N G ryGry 0 �N.. O A O N w N G 00 m I I I C O .q C u C W Il n 0 d E I E Mo ro 0 4 N � 0 m U Q Z lD > O W T W N m � O ^„ a` L• �n �o �o LL N W N 1; y O ti o I� t0 l0 Z y J O 0a0 J C ~ Q Q Q `Q Z W E z z z > O V 0 0 0 Z c o 0 0 0 O LL > y W m x u 4; 000 o 000 CIO J CF �p coo N d J N Z O E E N e v m a y Q 0 Z m Ci o t0 O 0 6 0 0 9 C C 2 _ C A ¢ {7y`� #� N N N u U N (V N u o 0 0 o o m II II V U p U y E_ N > 1 II O � `g v o m E V~ o U •i '"_' LL v E y N' O m 0 0 .2 li 92C A O H LL N coy W N�p + � w II II II y o 0y2„ da=oo 1. O ' C7 H F = > > O c 0 .q C rn ao io c ~ E a v es U E r`E Weo 0 4 �M~ Z n o a > o T W N m O � Q l a L n N ko 0 U. o > A O N N f ♦ V N o � l0 l0 00000 2 N O J t Q 0 �a� 00 0 `- J W aaa (� ~ E z z z Z > V ��000 0 0 0 O e o LL j W! N Go 0 0 0 c o 0 0 Vl J 1 t _ 0 0 0 O C J ' C N V O0 E m M 00 M 0 ct N O O ; W t0 t0 cs G W o pd 0 0 0 O LL N J A R C ti XF O Y C O CD Ci N = U M M M �1 u _ N II ��y II U O O O U _ ° N N m u U n 3 - 00 O ° _ v C _ 0; LL v E 2 m C LL� m C _ :S 10.1 + +_ N W to � > V m i F- N z, C c r d II x II II y o o;r, a;a=oo IL 0 �'' Y t7 H H > > Ir 11 1 1 1 1 1 1 1 1 1 1 1 i 3 o n N N n C7 ti M to N N I, n N 61 o O O N O U LO cn LL. cn io O u " m w m a o N v N � c C i ri cYi N Ql O y v 0 0 0 C LLw m m m Z V O O O crft LO Lr) Lr) t♦ V N N (\I W o 0 0 Q N co v v c CO r� r� f0 v a y 0m N O 20 u Q M ti O) N In ui '^A v_I W V C A = � O N O m ba C — N o a = 0 0 APPENDIX B PROPOSED DRAINAGE CALCULATIONS H I I I I � N 7 N O 'Z O 0000rn O O O V l O Ln ul CL E n00`00000� 00L Z E 1� N = Y « O 00000 O oO i GU U o E Q y V ago¢ u 0 C N m O 2 !Y C LLJ ILi1 `m °/ in 00 in 00 in 00 in 00 00 �o M 00 N 0 0 0 0 O O O CD W M O 0 M r- 3 m m c m �OON c p 0000 00 H ' w C �n N V T I,O01 M wLnrn<tO io Z d a u � m r n E — v Q q ,i c c Y O (n 2 Q c U 0) O 1 Lo 0 M O 6 0)6 In '" Ln c O U N tw W E N i. r � G � " 0 0 0 0 0 O N N 0 00 00 ;� O m a U o W a` Z A N p 3 �i ram+ y 0 0 0 0 0 O W o Q m \ C m Y C T m W L ` — Q In O E N a Q v mLn M N M Lo MLnoNo C', M I� N Y 0) 00 ^I 00 \ N E M 0 J O O U O O 15 m V Q N Q 00 l0 V Z N 00 V N V 01 m to a ` O -;I: M O N l0 00 Qm 0C W N N M N O n V ¢ O O c 0) Y LAJ Y N 00 m lD LO M-i ON Z Q �O C 'A N 01 Ol 00 J S u - mm o o rnN ° v 00 : a : m d W n sCO o >���>L �' o o N A tO Q U O c y ,-. N M V Ln U s 3 m ,� U c E 0 V c a 2 IJ I 0 'A (V (V Ih U W E ~ E Z Z Z Z Z V) o Z ` O U O a` ^ N � N T m > Q O a` �» o 0 0 0 0 � o o"00000 d d C m N O• N � V ai O O O O O ZN O J Q t 6x o0000 l J Wc fnrne0000 ~'E rim r a� Z > N 0 0 0 0 O O O O O t q O G N N N N W z H d o 0 0 0 ci H J N t xam o 0 o n O -;r H d J Z v �'E ro eo eo ro ui O y Z 0 O 3 ti 0 0 0 0 0 li N Q ♦� v C W c J 0 n 0 0 0 0 v �a d V C� N W Cl 0 N 0 N 0 N 0 N 0 � _ o II II u U m E N � > II m 'o O 3 ; c'r w _ r` O F. U vi G O iZ O Y. 2.. U. U 3 ,_.• LL w ow m m c U.t� f0 ~ 0 N c 'O 00 l0 + fn (j N .-. J f w C U . C U O m e I r w II II r o o m li O m 7 I G a C O .q C u C to 0 01 , Ol C .E •--i .ti .-� N N U `o E i= c c¢aac (/) o m OM ~E zzzzz O y a �o U Q N O N O m > d Y N O O O O O ` 32 � 1 0 0 0 0 0 d Nfn ti o 0 0 0 0 0 2 p .��.. 0 0 0 0 0 J W J E m m 00 0 00 Z E rim m4 O V > O O O O t0 W LL > N O ti o 0 0 0 0 1- i► y J O 00 J H E co co ao eo ui N a p O O O O O Q 2 O = H V y 9 C J t O f 1 C O 'C W o > O O O O O OOL O = C J W r d H y 0 w u m m m m m W u IL�j _ N N II u 00000 O II _ N N M V N v d■ H c �' 3; of m E U\ ° m o p Ci ; '—• LL w E N N m o C w > LL ._ = 3 W r V = 3 b N + N 6p1 m "' J 01 t C U U O 'y •0 �I r v II II v o o d .-� N M V 10 1i O �'` C7 H F > > a I 1 1 1 1 1 1 1 F� o O Ln , r 00 co �o M l0 ti N w M N N 00 O a O O .L Q U C iCI M O H u m ` C o 01 N N Q1 N l0 a' O d C C y= O O Cll d v N N N N C 0 0 0 C 0 07 t• � O O O O 00 W U ti CD \ V LOL 00 00 00 U-)00 00 to W o 0 0 0 0 CL C W T�Ew0M 0) E ��� �� W c ��� 4 vi F= M. rl Ln r� M ZT E N N N M N� ti ti� N ti `O ftftft a ar,�o m'��M MLnd o N �o O � W. Q UM N N M N O Lu O .y. A N M V In WLA O0 4 'p -r N M in a p APPENDIX C STORM LINE CALCULATIONS r I _ m O Q T S V- O Q N LO N O N � C J O Z v N CC N T N O � N Q J Z 4! N � v m Q m x N ru � a o n x � n Q N m N C C N O a U O Storm Sewer Summary Report Page I 1 [1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (In) (ft) (ft) (ft) (°/a) (ft) (ft) (ft) (ft) No. 1 12 67.60 42 c 21.3 4894.08 4894.19 0.515 4897.58 4897.66 0.52 4898.17 End 2 PA-2 67.20 42 c 91.9 4894.39 4894.85 0.500 4898.19' 4898.53' 0.11 4898.65 1 3 24 67.20 42 c 31.9 4895.05 4895.21 0.501 4898.65` 4898.77' 0.57 4899.34 2 4 46 35.10 36 c 166.2 4895.41 4896.24 0.500 4899.71' 4900.11' 0.29 4900.39 3 5 612 33.10 36 c 195.2 4896.44 4897.41 0.497 4900.44' 4900.85' 0.26 4901.10 4 6 1213 33.10 36 c 62.0 4897.61 4897.92 0.500 4901.10' 4901.23' 0.17 4901.41 5 7 1314 26.90 30 c 148.9 4898.12 4898.87 0.504 4901.41' 4901.95' 0.35 4902.30 6 8 1416 25.00 24 c 114.8 4899.07 4900.50 1.246 4902.30' 4903.50' 0.15 4903.65 7 9 PA-9 25.00 24 c 14.1 4900.50 4900.53 0.212 4903.65' 4903.79' 0.98 4904.78 8 10 1415 1.90 15 c 46.1 4899.07 4899.30 0.499 4902.73' 4902.77' 0.04 4902.80 7 11 67 2.00 15 c 66.3 4896.44 4896.77 0.498 4900.74' 4900.79' 0.04 4900.83 4 12 78 2.00 15 c 60.7 4896.97 4897.27 0.494 4900.83' 4900.88' 0.04 4900.92 11 13 89 1.00 15 c 68.0 4897.47 4897.81 0.500 4900.95' 4900.97' 0.01 4900.98 12 14 911 1.00 15 c 78.3 4898.01 4898.41 0.511 4900.98' 4900.99' 0.01 4901.00 13 15 810 1.00 15 c 80.8 4897.47 4897.87 0.495 4900.95' 4900.97' 0.01 4900.98 12 16 45 32.50 30 c 18.9 4895.41 4895.50 0.476 4899.42' 4899.52' 0.51 4900.03 3 Project File: stmA 7.9.09.stm Number of lines: 16 Run Date: 09-25-2009 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; `Surcharged (HGL above crown). Hydratlow storm sewers 2005 11 [1 LP �I C N Z' LO .T- u N co 1 c0 0) O O O O O N 2.2 O O O O O O O O O O O O O O O O Y rr tD 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 N n d O o O o o O o o .= o 0 N N 0SO W W v o v cD n Y C d W— O O M O r O M O 7 O O N O O O O O LO N 0 O O C C O O C O o m d tV 0J a OO Mm 0C WO NNCOa OO ONO nG g O NC O o OOO o d Q O OOO CO � O O CO O �Ci .� r. N N O CD O N M O O r n co v a a n N co N O N O N O N (1 [9 N CO co 0 M N N N co O O O O o O O O N st CD NO0NN 0 WJy> N N o o O O N O0) o O o 9cc v a 0 v v v v m a CO 10 CD 00 0 $o 0 0 0 0 0 0 0 v, E j q rn q m m rn 0) U) ao OD m m m M d w cm v It v ui is r r o 0 0 0 `o CL W m �" N N n n n m M M M M M M N CD co N O O O N N N N N N 0) � .d. M Z O O N N0J N N NN0i C4 o N MN�� ON) m c7 m N N N — N J (POnvp71 mNM^n N 0) Nn M NOO Cl) 8N0NWW0NN 0O W a v v v 0i It v v a v v v 'C > 7 LO CR N N ON) CnD c00 cv lD M, ^v N CD ? m N > N m w 0) n O) I� O CD M O O O O O) 0) cC 0) 1� 0) n 0) m O) n 0) N W C d v v a v v v v v v v v v v v v v d M Of T N N O O N M n o M cq m J N I M CDD M N ` M a O CD O w W O O n O CO CD �c0p c7 CD M N y O p N c8V N N cNc�� O M O 0 0 N O N O CO O p O O O O CD O 0 )O 0 M � CCR N cq � MMO M T W co MOO O CD O O O OWmd OOOO O v v O) 0) W O) 0) W D) 0) O) v a It v v v v a v v v v It � to x o 0 co W �o)' o 90 0 0 0 0 0 0 0 d Cl) 0 O) 0) 0) m0) n CD (7 CO w CO v cD W CD 0) N N M <o C�' NM M m M E d r.-: (d ro v v v 6 n r r o o O (c d m C 1° d r W N N N N N cD n o n O n O 0I V - v M N M N M N M N M N M N T c of Cl) of r: n � v Cl)ri M � .- r r r r v G .+ a d o N o N o N o O o O o O o N o O o O N N N N N N N N N N N N o N M .N Cl) M Cl)al cl) cm N .- N J > If0), cN 0 n 7 a COD. DNA M � CO W ONJ ONE VN .-. S N n O) co O) 'm W 0) O) O 0 O O N O co o N O O O 0 CD oop O O O O O) 0 v v v v a a v v v v a a W a a v v �> o m o v cc N o LO o rn v o a v > rn �i oNi rn m w m g �) m m Q m rn v v v v v v 0) v v v C) v v v v Oi v 0 O 0 0 0 0 0 0 o O O o O C0 O O p pp O N of M M N N N O O v N c0 cD oN') N N M W N C_ d y cm a C4 M co M roi N N N N N r lq N O M U. d N C J r N Cl) v N co n OD O) r cy � v U) ( Q d 3 I I r 1 1 I= 0 ^ �y1 O Ir rn 0 0 N N N O N T c J O 7N O Z LC1 co LO Iz O m s U N O d Storm Sewer Summary Report Page 1 11 I C I Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No. 1 12 43.06 30 c 102.0 4892.70 4893.21 0.500 4895.20' 4896.32' 0.00 4896.32 End 2 35 8.00 18 c 131.3 4893.41 4894.07 0.502 4897.20' 4897.96' 0.00 4897.96 1 3 57 7.00 18 c 13.2 4894.27 4894.33 0.456 4898.03' 4898.09' 0.00 4898.09 2 4 78 3.50 15 c 235.7 4894.53 4895.71 0.501 4898.21' 4898.90' 0.00 4898.90 3 5 89 1.90 15 c 32.3 4895.91 4896.07 0.494 4898.99' 4899.02' 0.00 4899.02 4 6 914 1.00 15 c 97.0 4896.27 4896.76 0.505 4899.05' 4899.07' 0.00 4899.07 5 7 1415 1.00 15 c 84.1 4896.96 4897.38 0.499 4899.07' 4899.09' 0.00 4899.09 6 8 913 1.00 15 c 29.3 4896.27 4896.42 0.512 4899.05' 4899.05' 0.00 4899.05 5 9 716 3.50 15 c 54.8 4894.53 4894.80 0.493 4898.21' 4898.37' 0.00 4898.37 3 10 1617 1.00 15 c 61.3 4895.00 4895.31 0.506 4898.49' 4898.50' 0.00 4898,50 9 11 56 1.00 15 c 62.8 4894.27 4894.58 0.494 4898.27' 4898.28' 0.00 4898.28 2 12 34 35.00 24 c 111.3 4893.41 4893.97 0.503 4896.32' 4898.99' 0.00 4898.99 1 Project File: stmB 7.9.09.stm Number of lines: 12 Run Date: 09-25-2009 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; 'Surcharged (HGL above crown). Hydraflow Storm Sewers 2005 a n 1 11 11 IN O E W J 75 w Lm ,T CV N N r. O O O O O O CD CD O 0 _ �' O O O O O O O 0 O o O O CD O O O O O O O O O O 0 Y o O o 0 0 0 0 pO o 0 o O O O O O O O O O o O O O U co N r m O N NW c9 O O O n O cr7 N N n N C C) z cWO O O O fW0 N Y W— O O O O CD O O O O 0 N Ch U Q y o L cm 0 0 0 0 O (V 0 M O cm O O O O O O O O O C N p rn o a r v v a c o a N G .� Of W if7 N W O N O N O N O Of N N O N O W l7 Q r 0 0 O 0 O' O O O N J> N N �a CO O O O tO N p0� N OpNp1 W M v Orf N N p0� O O N O�� 0 0 0 N W O co a v m � L W ccl N a� O O O O O O N C O C O O O O O O 0 N r EW > n rn � a a ao m c p N '� O) nn nn M c9 0 co 0 M 0 0 `Q) p H n n N N N N N N N d v z Z _ CL y O N O IA O 117 N N N N N N N N N N N N N N N N o O O N J> N Cl) co D1 Of O O W N O r O O) O N O n co O N W N Of W (J N ^ CC) f- w 0m 0 m Oi W CD CD cG v co W v v a e W N O c07 r O n m a N m W4 N Onc+�i 0 ONE N N 0 m � ONE � Of C^ d m W W W W W W W W W CD W N N N W 0 O r C9 W M W N O c � N N N 9 N N OWi a 1n 2 N O O O O N O O Cl) r O O O O O O o C C N co LO N p0 CO O O O O t' N N M rn N O Oi O 0 Oi N co co W d v a OWi v co a v v v a OO v � L V mM N O O O O r O O 00f O C7 O O O O O O O O W' `r° coN W m m 0 `2 0 0 E > W V) W v aD Q c7 cV r C; O O CV C J O r ` c O' O) n Cl) N N Cl) Co N N N n C •� V - M O L p, N O N O N O U� N N N N N N N N N N N N N N 1O N 0 O G .... C%j r r —OO — N J > NN Cl) N W Of r n N d d ONE N N N O 0 T N WT we N cp Of v v a v v t> o n a r N U� O) C4 W Of r N 0 ON n lo: c m N� WNmNCDW CD7p CO CO 0O O) NE — a v V c a o Oi O g 0 0 0 0 0 0 0 0 0 n m ao of r of E m V% M co w 0 0 r Ln U) .N- LO LO N LL c N J r N Cl) V N W n W CD r CL 1 1_] I O vm � � � o N O o (/1 N C J O Z E z a� U N O a Storm Sewer Summary Report Page 1 I 1 1 1 1 I Line No. Line ID Flow rate (efs) Line size (in) Line length (ft) Invert EL Dn (ft) Invert EL Up (ft) Line slope ('/o) HGL down (ft) HGL up (ft) Minor loss (ft) HGL Junct (ft) Dns line No. 1 7.00 24 c 40.2 4889.74 4890.02 0.696 4890.59 4890.96 n/a 4890.96 End Project File: New.stm Number of lines: 1 Run Date: 10-05-2009 NOTES: c = cir, e = ellip; b = box; Return period = 100 Yrs. Hydraflow Storm Sewers 2005 I L 1 1 IN ow—i In 0 1.2 75 O N .0 a! O tt C Of O m of N W O O ii at L Q) � m 0 0 v, o 0 v c W d C _ O a) M > L O E a1 > Li (D y: c 7 c a) a : Z � O J > N (7 ar ^ o v r 0 c w m - c C _ J � N n 0 J > 0 W yco a > we v C E N > h Un m 'n C al co 3 A 0 L O. al � C �dx 0) x a) -- m a �d m - � t E a Q c N V v n m U N_ Z .0 U c_ coN � m IL at C m a z j D 0 � 1J11 o N O 0 co J O Z N 0 C ! Q C � 0 U N O I Storm Sewer Summary Report page 1 I 1 [1 I [1 11 [I 1 E 1 u 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (it) (ft) (°/,) (ft) (ft) (ft) (ft) No. 1 12 70.00 48 c 580.0 90.83 93.15 0.400 96.03* 97.41* 0.36 97.77 End 2 23 55.00 48 c 38.0 93.15 93.30 0.395 97.95* 98.01 * 0.22 98.23 1 3 34 45.00 42 c 323.0 93.30 94.59 0.399 98.23* 98.88* 0.05 98.93 2 4 45 35.00 36 c 79.0 94.59 94.91 0.405 98.93* 99.15* 0.29 99.43 3 5 56 20.00 30 c 21.0 94.91 94.99 0.381 99.56* 99.61* 0.04 99.65 4 6 67 5.00 18 c 34.0 94.99 95.13 0.412 99.78* 99.86* 0.06 99.92 5 Project File: Storm -Precision Dr.stm Number of lines: 6 Run Date: 10-02-2009 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; *Surcharged (HGL above crown). Hydraflow Storm Sewers 2005 i I 1 I 1 1N 0 C 0).Z' co Cl)N O N O O J 0) Y p n n uoi p O O O O C O O) T Of coO_ O CV C O N O V . W C C O o 0 0 W L m_ cO n o N U) N CD N r- N T o c o 0 0 0 0 IT N G_ Q y N NNN O O O O O 0 J W N v EOD O NN N N WN OD N N 0) N pOO�i N m N i M 0 M N .N-. L `� C O O O O O O N U� M (OO• N O N C 0 V V a d r N b N ro n rn O C%j r o ."'�. Oi r� v Z r 8 8US 8 V M CO N J W m N N N N W 9 t0fi � N r _ C d N N W y J O Lo O M 0 cm O O O N � N A co ^ 8 n M N O% 3E N N N N N 0 0 0 0 0 0 J > 0 U N N m N N m co MOOf 0)) m N N 7 d V) CO N r O O O O j ,� Un pOpp (7 pOpp c. Off O N A v O v v <t V N W C m r O' m N co O O N (NO q v rz GfA 0 I\ G L N O O 40j O 100 0 V (h cM N J > S d x O N N N O L7 r O) M 0 m Of O N r > N m O M O) O O� 0 C O C CI " 0 Cl) a s a CD Of Of U N 0 0 0 0 o a a m 0 0 0 0 0 e 0 In V M N to p cn N a a O M M wti LL d C N •O .j N c7 V• N O a` E `o N 0 X I INLET IN A SUMP OR SAG LOCATION Project PRESIDIO Inlet ID =- INLET P6 '. .�---Lo (C)-----,r HLub H-Nett Wp � W IG1 Ld I 11 I Fj I I 1 1 Warning 5 Warning 6 I Design Inforntafflon(Input) Type of Intel Type = Denver No. 16 Combination Local Depression (additional to continuous gutter depression's' from'O-AIIoW) a,r= 2.00 Inches Number of Unit Inlets (Grate or Curb Opening) No = 2 Grate Information Length of a Unit Grate L. (G) = 3.00 feet Width of a Unit Grata W. = 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A 1. = 0.15 Clogging Factor for a Single Grate (typical value 0.50) Ci (G) = 0.50 Grate Weir CoefBdent (typical value 3.00) C. A = 3.00 Grate Orifice Coefficient (typical value 0,67) C. (G) = 0.67 Curb Opening Information Length of a Unit Curb Opening b (C) = 3.00 feet Height of Vertical Curb Opening in Inches H,,. - 6.50 Inches Height of Curb Orifice Throat In Inches Hh = 5.25 Inches Angle of Throat (am USDCM Figure ST5) Theta = 0.0 degrees Side Width for Depression Pan (typically the gutter width of 1 led) Wp = 1.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) ci (C) = 0.10 Curb Opening Weir Coefficient (typical value 2.30-3.00) Cv, (C) = 2.30 Curb Opening Orifice Coefficient(typical value 0.67) C. (C) = 0.67 Resultina Gutter Flow Depth for Grate Inlet Capacity Ina Sumo Clogging Coefficient for Multiple Units Cost - 1.50 Clogging Factor for Multiple Units clog =. 0.38 Grote As a Weir Flow Depth at Local Depression without Clogging (20 cis grate, 0 cis curb) dW11.09 Inches Flow Depth (Curb Opening Only) without Clogging (0 ds grate, 20 cis curb) d=,>,,, O.00dnches Flow Depth at Local Depression with Clogging (20 cis grate, 0 cis curb) d„ 13.41.1inches Flow Depth (Curb Opening Only) with Clogging (0 cis grate, 20 de curb) cl , ='.._"{ .;. 27.48.inches Grate As an Orifice Flow Depth at Local Depression without Clogging (6.85 cis grate, 13.15 cis curb) dd _' 10.44. Inches Flow Depth at Local Depression with Clogging (5.07 cis grate. 14.93 ds curb) cl . _. ..14.78' Inches Resulting Gutter Flow Depth Outside of Local Depression d'o"==.1276 Inches Resulting Gutter Flow Booth for Curb Openina Inlet Capacity In a Sum Clogging Coe6ident for Multiple Units Cod - 1.25- Clogging Factor for Multiple Units Clog =. 6,06 Curb as a Weir, Grate as an Orifice Flaw Depth at Local Depression without Clogging (6.75 ds grate, 13.25 cis curb) dr = 9.811 inches Flow Depth at Local Depression with Clogging (4.59 cis grate, 15.41 cis curb) d„ _ -11.36 Inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (6.85 cis grate, 13.15 cis curb) d,; _. ;i •I:.. 10.44: inches Flow Depth at Local Depression with Clogging (5.07 ds grete, 14.93 cis curb) d„ = :. 14.78 Inches Resulting Gutter Flow Depth Outside of Local Depression 12.78:Inchas Resultant t Conditions Total Inlet Length L= . 6.0 feet Total Inlet Interception Capacity (Design Discharge born O-Peak) O, _ 20.0cis Resultant Gutter Flow Depth (based on sheet 0-Allow, geometry) d = IZ76 Inches Resultant Street Flow Spread (based on sheet "low geometry) T = feet > T•Max Resultant Flow Depth at Maximum Allowable Spread dspareo =:.-:'`. !. ^`4:92 Inches Warning 6: Gutter flow depth Is greater than the 9 inches allowed for the MAJOR STORM (see sheet'o-Allove) Warning 6: Flow spread exceeds maximum street crown distance. Flow depth at crown is 4.3 inches. IInletp6.lds, Inlet In Sump 10151'2OD9, 1:24 PM LJ' 1 �J I 1 I [] I I 11 20 is- is 17 1s 15 14 13 12 a, 11 . a W 10 N 41 L U C 9 L a G g 7 • • 6 • • • • • • "0" 5 4- 3- 2- 1 0 0 2 4 6 8 10 12 14 16 18 20 O (Cfs) —e—Grelewetr �Oonb.Odll — Comb.OMl Flow Depth On.) Weir Flow Depth (in.) Orll. Flow Depth(In.) — Cwb Opercng Orly • Reported Design X Reported Design Flow Depth On.) Flow Depth (in) Flow Spread (h.) IdVetp6.ks, Wet In Sump 101WOO9, 1:24 PM 0 Intercepted Grate Weir DFlow Comb. OdU DWeir Comb. Oril! ❑Orif. Curb Opening Only Reported Design Reported Depth (in.) Flow Depth (in.) Flow Depth (in.) ❑Flow Depth (in.) ❑Flow Depth (in.) DesignDFlow Spread (8.) 000:: -'..:'0.00 0.00 000 :0.00 .: 0.00 0.50 i.: 128 0 60 .0:16 0 00 0:16 :.: 0.13 1.00 .' 1.88 :.: :. 000 :,.i .., ...:0.52 .000 '.:. ...,.:: 0.52 - `'::'0.42 1.50 .. ..2.49.022 'r.. 1.12'. 0.52-: 1.12. �0.90 2.00 2.99 -0 32 `:. - L36 1.00 .1.36 ' 1.50 2.50 , `-8:44 0.57 -1.36 - �1.48 1:48 3.00 :: - 3.80 0.82 ::..- -.:.:1.36 - 1.84 .1.84 .. - _. ,.3.50 3.50 . 4.15 :? 1.02 :'f' ..1.48 .. - :2.32 -....... " 2.32 5.50 4.00. .-. `4.65- 1 33 1:48 ... 2.68 2.68 .. 7:00 4.56 5.01 : 1.63 1.80 3.04 3.04 `'..8.50 . 5.00 1B8 ,.'-. :'.1.72 i340-.3.40_":10.00 .5.50" 5.61 218 .'.' .1.84:.•3.76' .:':11.W 6.00 .. �' : - ., 5.86 :: 249 '. :::1.96 ., 412 .r.:4.12 : !:°: 13.00 :8:50 '•.:.'.. 6.32 ti 274 :..:�:, . '.`.. 220 4:48 : 7.00 '}:._ ._ ..6.57 ..`:: 2.99 `-`: .. 2.32 7.50 '.: 6.w 329 ... 2.,M :. '. 5.08 : :4,96 ".. 16.49 8.06 7.07 3 54 '2.68 5.44 .. 5.16 : ` 17.34 850 '..:.. 727 385 .: 2.92 5.68 5.34 �18.10 9.00 410 �.. 3.18 ... : 5.92 5.51. :.: 18.78 9.50 ....' ''. ' 7.68 ,.r 440 ;`.: `;' "3.40•'• 628 �. .. .. .. 5.73.:.:19.70 10.00 ',' 7.88 4.65 ,-` 8:64 : 6.52 5.89 20.38 . 1050 ...' :,"8.13 490 ".3.88 6.86 6.09 �� �� �� 21.22 11.00:`. ,..:. 828 .' 5.16. :.4:12 712 .'. ;.. 6.26.. .. 21.92 . 6.48 - 5.41 4.48 7 36 ::. ; 6.42 [ .. 22.60 . .. 12.00 8:73 ` 5.68 ! 4:72 .:. 7.96 ..:: 6.71 :--...23.78 12.50 .:.. 8.89 -': 591 ."7.07. -:":�25.28 13.00 %...: 8.09 ...............,. - 6.16 ..:.`.:, ., �5,32 .'._"964 :.: .�. _. ..7.25- ..: .L. `.:25.04 1350 ;..'::::.. .924 .;:. 642 .:''.j - .:::.-5.68 i:'10.60 .J' - '7.39 .. :::26.81 14.06 .: � ' .. ` ' 9.44 .: 8 0 6:04 L.:..:. ` 11.44 .. .'.. 7.54 : ...'r .. 2724 1450::.: , .8.53 _. .. `:' 687 .' ::=..6.40,.. 12.52 -.. 7.65. ... .', 27.72 1500:•,: 9.79. .. 7.12 13.48 .- 7.80 28.35 15.50 9.94 .- .r 7.37,,14.56 - 7.94 -: .:.... 28.91 . 16.00.:.i 10.15 .- 7.58::.7.72 - .! .1564-:29.68 ..10.30Z.83 .. :.8.20:``:16.72 .:-3.33 30.58 .10.45 ;-' g 03 1 .:. +,_.... 8.80 17.92 " ' - -8.80 : ,::::31:00 -17.50 10.85 .. 828 '.:. --.9.40 :-1900 - .; '9:40'<-31:00 18.00 ':., :-:10:75 -:;: 848 ::- .-10.12 :2032 .'': 240.12. .::?:31.80 1850 -..10'95.:-10:72 .. : 21.52....: 10.72. - ;'31.00 1900-" 11.10 8.94 11.32 :. 22.84 :11.32..3T.00 1950 ', ---1125 919 .2416. 12.04 -31.00 20.00 ' 11.41 9 39 ..: 12:76 25.48 : - ..12.78 .. . 31.00 Walp6.)ds, inlet In Sump 10/512009, 1:24 PM INLET IN A SUMP OR SAG LOCATION I project = :PRESIDID. Inlet lD=. INLET P7 ,�-Lo (C)-ter H Curb ' FFVed W lG) Lo I 1 I I I ' Warning I Dealan Information nut Type of Inlet Type= Denver No. 16 Combination Local Depression (additional to continuous gutter depresslon'a' lmm'O-AIIowl ae - 2.00 Inches Number or Unit Inlets (Grate or Curb Opening) No = 1 Grate Informedan Length of a Unit Grate L. (G) = 3.00 fast Width of a Unit Grate W. _ 1.73 fast Area Opening Ratio for a Grata (typical values 0.15-0.90) A.ro = Dili Clogging Factor for a Single Grate (typlcal value 0.50) Cr (G) _ ` 0.50 Grate Weir Coefficient (typical value 3.00) C. (G) - ago Grate Orlflce Coefficient (typical value 0.67) C. (G) _ 0.67 Curb Opening Information Length of a Unit Curb Opening L. (C) = 3.00 feet Height of Vertical Curb Opening in Inches H, = 6.50 Inches Height of Curb Orifice Throat In Inches f" = 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.0 degrees Side Width for Depression Pan (typically the gutter width of 1 feet) Wy - . 1.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) C1 (C) _ . 0.10 Curb Opening Weir Coefficient (typical value 2.30-3.00) C= (C) _ - 2.30 Cum Opening Orifice Coefficient (typical value 0.67) C. (C) _ 0.67 Resulting Gutter Flow Depth for Grata Inlet Capacity in a Sumo Clogging Coefficient for Multiple Units Coei1t00. Clogging Factor for Multiple Units Clog =: 0.50 Using Cum Opening Only Instead of Grate as a Weir Flow Depth at Local Depression without Clogging (5 cis grate, 0 cis cum) dr = .:.. .. 7.01 Inches Flow Depth (Cum Opening Only) without Clogging (0 cis grate, 5 cis cum) d s,r,=.: ..D.00 Inches Flow Depth at Local Depression with Clogging (5 cis grate, 0 cis cum) d,==.1'.'- ` `;; -9'.58' lnches Flow Depth (Cum Opening Only) with Clogging (0 cis grate, 5 cis cum) d,,,pa=`..::. ... ., ::8.16 Inches Orate As an Orifice Flow Depth at Local Depression without Clogging (2.05 cis grate, 2.95 cis cum) d 5 D4 inches Flow Depth at Local Depression with Clogging (1.24 cis grate, 3.76 cis cum) d 5.35'inehes Resulting Gutter Flow Depth Outside of Local Depression d.a.==.; j `6.16 inches Resulting Gutter Flow Depth for Cum Opening Inlet Capacity in a Sumo Clogging Coefficient for Multiple Units Coe,..1.00 Clogging Factor for Multiple Units Clog =._ :" 0:10 Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (2.05 cis grate, 2.95 cis cum) d: 1-�' 5.04 inches Flax Depth at Local Depression with Clogging (1.24 cfsgrate, 3.76 cis cum) d=, _.,�; ,,; ";...2 8.35. inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (2.01 cis grate, 2.99 cis cum) da-�'.4:80 Inches Flow Depth at Local Depression with Clogging (1.22 cis grate, 3.78 cis cum) da =>' _ (;;6.12 Inches Resulting Gutter Flow Depth Outside of Local Depression d.c„n ''4.35 Inches Resultant Street Conditions Total Inlet Length L 3.0 feet Total Inlet Interception Capacity (Design Discharge from O-Peak) O. _ . 5.0 cis Resultant Gutter Flow Depth (based on sheet 0-Allow geometry) d = :.. 5.07 inches Resultant Street Flow Spread (based on sheet 0-Allow geometry) T . feet Resultant Flow Depth at Maximum Allowable Spread ds>Reo = `: .`"; 0.00 Inches IWarning 6: Flow spread Is greater than the 16 test allowed for the MINOR STORM (sae sheat'O-Allowl ,i Inletp7.)ds, Wet In Sump 1015/2009, 1:25 PM .1 11 1 11 i 11 1 1 20 19 18 17 16 15 14 13 12 m LL. 11 a w 10 L U C 9 a g6 7 • 6 • 5 4 3 2 1 0 0 2 4 6 8 10 12 14 16 18 20 0 (Cfs) —6 Grua Weir 0 Coffb.ONI — Cow. OMI Fbw Depth (in) Welr Flow Depth (in.) Odt. Flow Depth (in.) —� Curb Opening Onty • Reported Design—x—Repored Design Fbw Depth (in.) Flow Depth (in.) Flow Spread (if.) ' Inletp7.)Os, Inlet In Sump 10152009, 125 PM 1 1 1 1 1 1 1 1 1 i 1 1 1 1• 1 O Intercepted Grate Weir OFlow Depth (in) Comb. OdfJ OWeir Flow Depth (in.) Comb, OdfJ 00df. Flow Depth (in.) Curb Opening Only OFlow Depth (in.) Reported Design ❑Flow Depth (in.) ReportDes g ❑ed FIow Spread (e.) 000 '� .rO.00 000 0.00 000 000 '.: 0.00 0.50 .1 138 0 00 : ':: 0.86 '. > 0.00 0.71 1.00 ... :. 2.84 0.32 :, ::-:._1.36 0.64 1.36 1.50 150 ..: '-3.54 ..:. - - 0.72 . 1.48 1.48 1.48 - 2.00 2.00 .4.30 ... : 128 .. . 1.60 .: .220 .. 2.20 5.00 250 .1 .,.:. .5.01 .:.':. 1.79 . ....- 1.84.. ..2BO .:: •:.. 280 . :.".-'7.50 3.00 r 5.61 ., 2.33. 220 .: 3.52 s.3.52 10.50 3.50 1121 2.84 2S6 40D �J+: ; 4.00 12.50 4:00 6.67 3.39 ?. 3:04 �'.' 4.60 :' 4.60 .15.00 . 4.66 -,. .::7.17 �. 3.85 -. - ° 3.52 : 520 .' `::' 5:18 : 17.43 . 5.00: : ,�'7.56 435 :,.: `. ;:4.12 :. 6.18 .,.1: 5.671 19.46 5.50'..:r 8.03 480':.'-' -.4:72 .. 712 ': 6.141 21.42 6.00 531 : 5.44 . 6.50 8.73.. ..-. 571 '..:, 5. 6.16 :::10.80 ...'. ... .,: 7.13 .:". 25.54 .... 7.00 ..'' "`.'8:08...'.:. 6.16.--7.00. (::'1204 .- ..t. ::.'7.53.. :: i:2721 .. 7.50'.:9.44 ..::r>. 862 ?... ..;.:'8.08 .."..'1480-:. '.` `. 8.08 .29.50 9.74 702 .,__ 9.40`9.40; 31:00 8.50...: ,'J6.05 747 90.72 :)1880 .: '10.72: :. 3L00 .9.00' .' 10.40 788 •. ,.`.12.18 :.: `.2212 ::.12:16 ., 31.00 9.50 ... 10.70 -:.: 82e..'..... • 13i72 '' :: :.2489:;... "13.72 :..;"'91.00 MOD_, :. � 11.60 .. 666 .... �i..: ::; 15.40 2776 .� , 15:40 i. �..,�i31.00 10.50 .. ': 11.31 804 '17.20 :;w6lt r :-17.20 ,• '. ,31.00 11.00 " 11.61 .. .. 9.44 19.00 : 3400:.19.00 ` '.::31.00 11.50 :'.' .... 11.91 9.79 20.80 3736 .120.80 : 31.00 1200 �'.' > J221 - 10.20 . <22.84 .. 40.96 22.84 ` .. .. 31.00 - 12.60 ;.:: :12:46 .... ... 10.55 : ..' 24.86:.'. : „44.56 .'24.e8 .' .... 31.00 . 1300 :.:, .' : --... 1.12.72 ':..'. :. 16.95 .':'27.04 : r '.' . '48.28 ' .. 27.04 .. .. ': 31.00 -. 13.50'., ,.;..13.07 .-... 1131 .:_;-,::2920 ;.:::. 5224 ...:,::. ...'.:29.20 :. .31.00 . 14.00 56.32..'-. 31.60 '...�, 31.00 14.50 ., 13.52 :.:.1201 .., ;.: 34.60 .:,.;60.64 ..:� 34:00-: .. i..... 31.00 15.00 '.13.83 . 1236 36.40 <6496 -. - 36.40 r :` '31:00 15501..:. 14.08 :_..". 1267 ...."..: -::: 39.04 ...::6952 1?'• -39.04- :.:: a31.00 16.00 .;; ' ; 14.38 13.02 .'.::.:.. 41.68 '::. 7420 . 41.68 : ": 31.00 16.50 l'.' 14.63 13.37 - . 44.44 - '79.00 :.-.44.44 r ` 31.00 17.00 . ::.... : 14.63 .. ... 13.72 -. 47.20 _ .... 84.04 _. .: - 47.20 ' 31.60 17.50 (:::. 15.09 ,. " ... ".. 14.03 - :` ..... ',:.50.08 ::.;-.8920 :.:: ' .. , : 50.08 :.... 31.00 18.00 :.:..':. :. .15.34 :: :'. 14.38 :.. ,i.:.53.06 ,: '<944853.08. -i.31.00 - 18.56. • .: 15:59 '.--:'. 14 68 .' ` -'. 56.20 -:L 99 BB`:.31.00 19.00 %':15.70 1503 ` ".:58.32 ::.105.52 -. 59.32 .'..: 31.00 . 19.501. .,- 16.04 '. ",;- 15 34 '.`.: ' .62.56 "-:111 16•:.62:56 .: `::.-'.31.00 20.00:--: 1629 1564 i65.92 ': 11704 65.92-!31'.00 Irdetp7.rds, Inlet in Sump 10/5/2009, 1:25 PM APPENDIX D SWMM CALCULATIONS, POND CALCULATIONS, WATER QUALITY CALCULATIONS i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ,4 4�AFA AnA A1 (� IN FCRID = 444 CFS 15 y1f0 4tt ' , 1 `j 30 ''i 11 ® NORTH 0 500 1000 ( IN FEET ) inch = 500 ft _ 4001 6.3 ACRES OF BASIN 36 DRAINS TO POND 238 PRESIDIO APARTMENTS SITE WITHIN MASTER BASIN 36 / ' 26 1 / Ni P�1j\1 I \`\ 34 RO � ' 7.3 ACRES OF BASIN 36 4 '\ DRAINS TO POND 234 ow L`, o ; ON �ali��ll'I 5.1 ACRES OF BASIN 38 DRAINS TO POND 234 jj11 ` ,� I1, � NIX v 138 s `, ,,�0 //�//,� ////,✓/.ram �14 2 �I / PRESIDIO APARTMENTS, SITE DETENTION POND /`� /%' REMAINS AS POND 236 --'' + �� /IN UPDATED MASTER X / SWMM 5,e00,-1 L it, PRESIDIO MASTER DRAINAGE EXHIBIT NORTHERN ENGINEERING Drown by. ATC Date Drown: 6.26.09 1 1 0 1 7 u J t ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF ♦ EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINERERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) TAPE OR DISK ASSIGNMENTS JIN(2) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JIM(10) 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERS= PROGRAM CALLED "* ENTRY MADE TO RUNOFF MODEL •'- EAST HARMONY PORTION.OF MCCLELLANDS BASIN: DEV. COND. W/IMP. 100-YR EVENT FILE: EH100DI.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99 NUMBER OF TIME STEPS 120 INTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .81 .78 .75 .73 .71 .69 .67 .00 EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. COND. W/IMP. 300-YR EVENT FILE: EHIOODI. DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99 SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 1 112 1944.0 3.8 93.1 .0190 .016 .250 .100 .300 3 103 762.0 2.0 81.0 .0230 .016 .250 .100 .300 4 111 302.0 .5 5.0 .0070 .016 .250 .100 .300 5 500 509.0 1.8 5.0 .0070 .016 .250 .100 6 105 1260.0 3.4 54.0 .0190 .016 .250 .100 .300 7 106 507.0 1.3 94.0 .0230 .016 .250 .100 .300 8 107 614.0 1.4 93.0 .0240 .016 .250 .100 .300 9 100 2238.0 2.7 86.0 .0080 .016 .250 .100 .300 10 104 425.0 2.9 99.0 .D280 .016 .250 .100 .300 11 104 533.0 8.1 5.0 .0060 .016 .250 .100 .300 12 120 876.0 2.3 47.0 .0110 .016 .250 .100 .300 13 110 721.0 1.5 37.0 .0020 .016 .250 .100 .300 14 111 634.0 .9 19.0 .0120 .016 .250 .100 - .300 15 500 963.0 2.2 61.0 .0060 .016 .250 .100 .300 20 220 6761.0 23.3 85.0 .0050 .016 .250 .100 .300 22 202 12232.0 42.1 85.0 .0050 .016 .250 .100 .300 24 204 7489.0 25.8 85.0 .0050 .016 .250 .100 .300 26 228 7736.0 26.6 85.0 .0050 .DI6 .250 .100 .300 28 228 581.0 2.0 85.0 .0050 .016 .250 .100 .300 30 234 8143.0 28.0 85.0 .0050 .016 .250 .100 .300 32 232 1452.0 5.0 85.0 .0050 .016 .250 .100 .300 34 234 9409.0 32.4 85.0 .0050 .016 .250 .100 .300 36 236 4792.0 16.5 85.0 .0050 .016 .250 .100 .300 38 230 12487.0 43.0 85.0 .0050 .016 .250 .100 .300 f7flu.%t of a IiPDAT�T INFILTRATION RATE(IN/HR) GAGE MAXIMUM MINIMUM DECAY RATE NO .51 .50 .00180 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .52 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00280 1 .51 .50 .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 ' 40 240 3339.0 15.3 50.0 .0050 .016 .250 .100 .300 .52 .50 .00180 1 44 144 5616.0 19.3 5.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 46 146 4222.0 14.5 5.0 .0050 .016 .250 .100 .300 .51 .50 .00160 1 47 148 1458.0 5.0 5.0 .0050 .026 .250 .100 .300 .51 .50 .00180 1 48 224 1359.0 4.7 20.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 50 305 1873.0 6.5 5.0 .0050 .016 .250 .100 .300 .51 .50 .00160 1 ' 52 306 2367.0 8.2 5.0 .0050 .026 .250 .100 .300 .51 .50 .00180 1 54 154 1803.0 6.2 5.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 56 229 9246.0 31.8 10.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 300 600 8470.0 38.9 58.0 .0120 .016 .250 .100 .300 .52 .SO .00180 1 101 605 8595.0 39.5 53.0 .0120 .016 .251 .100 .300 .51 .50 .00110 1 102 602 5670.0 26.0 52.0 .0140 .016 .250 .100 .300 .51 .50 .00180 1 ' TOTAL NUMBER OF SUBCATCHMENTS, 36 TOTAL TRIBUTARY AREA (ACRES), 495.48 ' EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. COND. W/IMP. 100-YR EVENT FILE: EHIOODI.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99 •" CONTINUITY CHECK FOR SUBCATCHMEMT ROITTING IN UDSWM2-PC MODEL ••• WATERSHED AREA (ACRES) 495.480 TOTAL RAINFALL (INCHES) 3.669 ' TOTAL INFILTRATION (INCHES) .478 TOTAL WATERSHED OUTFLOW (INCHES) 3.058 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .133 ' ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL- .000 EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. COND. W/IMP. 100-YR EVENT ' FILE:E11100DI.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER HOF NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH UK ' NUMBER CONNECTION (FT) 222 102 0 1 CHANNEL 25.0 (FT) 600. (FT/FT) L 50.0 R 50.0 N (FT) 102 500 0 5 PIPE 3.0 62. .0190 .0090 .0 .0 .016 .013 5.00 D 3.00 0 OVERFLOW 15.0 62. .0090 50.0 50.0 .035 5.00 105 111 0 5 PIPE 3.0 545. .0050 .0 .0 .013 3.00 0 OVERFLOW 20.0 111 102 0 5 PIPE 3.0 545. 512. .0050 .0080 50.0 .0 50.0 .0 .016 .013 5.00 3.00 0 ' OVERFLOW 20.0 690. .0059 50.0 50.0 .016 5.00 104 500 0 1 CHANNEL 4.0 398. .0080 4.0 4.0 .035 5.00 0 100 500 0 1 CHANNEL 4.0 870. .0100 4.0 4.0 .035 5.00 0 106 107 0 5 PIPE 1.5 118. .0180 .0 .0 .013 1.50 0 OVERFLOW 20.0 107 104 0 5 PIPE 2.5 118. 240. .0280 .0030 50.0 .0 50.0 .0 .016 .013 5.00 2.50 0 ' OVERFLOW 20.0 240. .0030 50.0 50.0 .016 5.00 103 111 0 1 CHANNEL 60.0 300. .0150 50.0 50.0 .016 5.00 0 110 105 0 5 PIPE 1.3 208. .0200 .0 .0 .013 1.25 0 OVERFLOW 20.0 208. .0200 50.0 50.0 .016 5.00 120 104 0 5 PIPE 1.8 OVERFLOW 20.0 361. 361. .0040 .0040 .0 50.0 .0 50.0 .013 .026 1.75 0 5.00 ' 500 400 3 2 PIPE .1 1000. .0250 .0 .0 .013 .20 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 17.4 20.0 17.4 220 420 3 2 PIPE .1 10. .0250 .0 .0 .011 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 11.6 10.0 21.6 ' 420 124 0 4 CHANNEL 1.0 835. .0027 2.0 2.0 .035 3.00 0 OVERFLOW 15.0 835. .0027 50.0 50.0 .060 5.00 400 122 0 1 CHANNEL 5.0 550. .0040 4.0 4.0 .035 3.00 0 202 122 3 2 PIPE .1 20. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 21.6 10.0 21.6 122 124 0 4 CHANNEL 5.0 2200. .0040 4.0 4.0 .035 3.00 0 OVERFLOW 15.0 1200. .0040 50.0 50.0 .060 6.00 204 124 3 2 PIPE .1 10. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 12.9 5.0 124 300 0 4 CHANNEL 5.0 2.9 900 1 900. .0040 4.0 4.0 .035 3.00 0 ' OVERFLOW 15.0 900. .0040 50.0 50.0 .060 6.00 240 300 3 2 PIPE .1 10. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 7.7 10.0 7.7 228 300 3 2 PIPE .1 10. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .1 14.4 10.0 14.4 300128 0 3 .0 1. .0010 .0 .0 .001 10.00 0 128 136 0 5 PIPE 4.5 850. .0040 .0 .0 .013 4.50 0 OVERFLOW .0 850. .0040 50.0 50.0 .040 6.00 ' 236 136 3 2 PIPE .1 10. .0250 .0 .0 .013 .10 0 ' RESERVOIR STORAGE IN ACRE -PERT VS SPILLWAY OUTFLOW .0 .0 .1 .1 4.2 7.3 136 238 0 5 PIPE 4.5 1128. .0079 .0 .0 .013 4.50 0 OVERFLOW .0 Ills. .0079 50.0 50.0 .040 6.00 238 303 0 5 PIPE 4.5 607. .0217 .0 .0 .013 4.50 0 OVERFLOW .0 607. .0217 50.0 50.0 .040 6.00 ' 142 138 0 5 PIPE 2.5 437. .0025 .0 .0 .013 2.50 0 OVERFLOW .0 437. .0025 50.0 50.0 .040 5.00 303 223 0 3 .0 1. .0010 .0 .0 .001 10.00 0 223 304 0 1 CHANNEL 28.0 403. .0027 .8 .6 .025 9.70 0 304 224 0 3 .0 1. .0010 .0 .0 .001 10.00 0 224 305 0 1 CHANNEL 20.0 1490. .0017 .8 .5 .D25 9.00 0 ' 305 225 0 3 .0 1. .0010 .0 .0 .001 10.00 0 225 306 0. 1 CHANNEL 23.5 940. .0017 .7 .8 .025 12.10 0 144 224 0 1 CHANNEL 5.0 1200. .0040 4.0 4.0 .035 3.00 0 146 148 0 1 CHANNEL 3.0 400. .0040 4.0 4.0 .060 3.00 0 148 306 0 5 PIPE 3.0 517. .0015 .0 .0 3.00 0 ' 306 227 OVERFLOW .0 0 3 .0 517. 1. .0015 .0010 50.0 .0 50.0 .0 .013 .040 .001 6.00 10.00 0 227 229 0 1 CHANNEL 26.0 1000. .0017 .6 1.1 .025 11.70 0 229 308 0 1 CHANNEL 22.5 1250. .0017 .8 .7 .025 14.70 0 154 306 0 1 CHANNEL 3.0 700. .0040 4.0 4.0 .060 3.00 0 230 130 3 2 PIPE .1 10. .0250 .0 .0 0 RESERVOIR STORAGE IN ACRE -PEEL' VS SPILLWAY OUTFLOW .013 .10 ' .0 .0 .1 14.0 10.0 14.0 232 301 3 2 PIPE .1 10. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 2.5 10.0 2.5 110 301 0 4 CHANNEL 3.0 OVERFLOW 13.0 700. 700. .0040 .0040 4.0 50.0 4.0 50.0 .035 .060 3.00 5.00 0 510 301 4 3 .1 1. .0010 .0 .0 .001 .10 -1 TIME IN MRS VS INFLOW IN CPS .0 444.0 .1 444.0 9.9 444.0 10.0 444.0 301 221 0 3 1.0 1. .0010 .0 .0 .001 10.00 0 ' 221 302 222 302 222 303 0 1 CHANNEL 16.0 0 3 1.0 0 1270. 1. .0017 .0010 .8 .0 .5 .0 .025 .001 11.20 10.00 0 0 238 138 1 CHANNEL 23.0 3 2 PIPE .1 1360. 30. .0017 .0250 .8 .0 .5 .0 .025 .013 7.50 .lD 0 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 21.5 20.0 21.5 234 302 3 2 PIPE .1 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 10. .025D .0 .0 .013 .10 0 .0 .0 .1 .1 14.5 24.0 600 700 0 4 CHANNEL .0 940. .0071 50.0 50.0. 016 .40 0 OVERFLOW 30.0 940. .0071 10.0 20.0 .020 5.00 SOS 701 0 4 CHANNEL .0 920. .0035 50.0 50.0 .016 .40 0 602 702 OVERFLOW 40.0 0 4 CHANNEL .0 920. 640. .0035 .OD58 10.0 50.0 10.0 50.0 .020 .016 5.00 .40 0 ' OVERFLOW 30.0 640. .0058 10.0 10.0 .020 5.00 603 148 0 5 PIPE 3.0 1200. .0026 .0 .0 .013 3.00 0 OVERFLOW .0 1200. .0026 5D.0 50.0 .016 5.00 402 603 0 3 .0 1. .0010 .0 .0 .001 10.00 0 700 142 6 2 PIPE .0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW 1. .0010 .0 .0 .001 .00 0 ' .0 .0 .6 9.0 .7 12.0 1.7 15.0 6.6 16.0 7.1 19.4 701 402 7 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 5.0 1.1 6.0 2.2 7.0 3.9 8.0 6.4 9.0 702 402 8.3 9.8 14 2 PIPS .0 1. .0010 .0 .0 .001 .00 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .6 .2 9.1 .4 13.0 .7 14.0 .9 15.0 1.1 16.0 1.4 17.0 1.8 18.0 2.1 19.0 2.4 20.0 2.8 21.0 3.3 22.0 3.9 23.0 ' ' TOTAL NUMBER OF GUTTERS/PIPES, 58 EAST HARMONY PORTION OF MCCLELL.ANDS BASIN: DEV. COND. W/IMP. 100-YR EVENT FILE: EH100DI.DAT PREPARED FOR CITY OF PT COLLINS ICON ENGINEERING, INC. 7/28/99 tARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 100 102 0 112 0 0 0 0 0 0 0 0 0 Ill 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2.7 12.0 ' 103 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 2.0 104 107 120 0 0 0 0 0 0 0 0 30 11 0 0 0 0 0 0 0 0 16.1 105 110 0 0 0 0 0 0 0 0 0 6 0 , 0 0 0 0 0 0 0 0 4.8 106 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 1.3 107 110 106 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 13 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2.8 1.5 ' 111 105 103 0 0 0 0 0 0 0 0 4 14 0 0 0 0 0 0 0 0 8.2 112 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 3.8 120 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 2.3 122 400 202 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 76.9 124 420 122 204 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 225.9 128 300 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 169.9 ' 130 230 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 136 128 236 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 186.4 138 136 142 238 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 268.3 142 700 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38.9 ' 144 0 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 19.3 146 0 0 0 0 0 0 ' 148 196 603 0 0 0 0 154 0 0 0 0 0 0 202 0 0 0 0 0 0 204 0 0 0 0 0 0 220 0 0 0 0 0 0 ' 221 301 0 0 0 0 0 222 302 0 0 0 0 0 223 303 0 0 0 0 0 224 304 144 0 0 0 0 225 305 0 0 0 0 0 - 227 30 0 0 0 0 0 ' 228 0 0 0 0 0 0 0 � 229 227 0 0 0 0 0 230 0 0 0 0 0 0 232 0 0 0 0 0 0 234 0 0 0 0 0 0 236 0 0 0 0 0 0 1 ' 238 o 0 o a o o i 240 0 0 0 0 0 0 1 300 124 240 228 0 0 0 1 301 232 130 510 0 0 0 1 302 221 234 0 0 0 0 1 30222 0 0 0 0 1 ' 304 223 223 0 0 0 0 0 1 305 224 0 0 0 0 0 I 306 225 148 154 0 0 0 1 400 Soo 0 0 0 0 0 I 402 701 702 0 0 0 0420 I 0 0 0 0 0 I Soo 500 102 304 100 0 102 0 0 I 510 0 0 0 0 0 0 I 600 0 0 0 0 0 0 1 602 0 0 0 0 0 0 I 603 402 0 0 0 0 0 I 05 0 0 0 0 0 0 1 700 600 0 0 0 0 0 1 701 605 0 0 0 0 0 1 702 602 0 0 0 0 0 1 THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 138 223 1 1 1 46 0 0 0 0 0 0 0 0 0 14.5 47 0 0 0 0 0 0 0 0 0 85.1 54 0 0 0 0 0 0 0 0 0 6.2 22 0 0 0 0 0 0 0 0 0 42.1 24 0 0 0 0 0 0 0 0 0 25.8 20 0 0 0 0 0 0 0 0 0 23.3 0 0 0 0 0 0 0 0 0 0 5.0 0 0 0 0 0 0 0 0 0 0 65.4 0 0 0 0 0 0 0 0 0 0 333.8 48 0 0 0 0 0 0 0 0 0 357.8 0 0 0 0 0 0 0 0 0 0 364.2 0 0 0 0 0 0 0 0 0 0 463.6 26 28 0 0 0 0 0 0 0 0 28.6 56 0 0 0 0 0 0 0 0 0 495.5 0 0 0 0 0 0 0 0 0 0 .0 32 0 0 0 0 0 0 0 0 0 5.0 30 34 0 0 0 0 0 0 0 0 60.4 36 0 0 0 0 0 0 0 0 0 16.5 38 0 0 0 a 0 0 0 0 0 43.0 40 0 0 0 0 0 0 0 0 0 15.3 0 0 0 0 0 0 0 0 0 0 169.9 0 0 0 0 0 0 0 0 0 0 5.0 0 0 0 0 0 0 0 0 0 0 65.4 0 0 0 0 0 0 0 0 0 0 333.8 0 0 0 0 0 0 0 0 0 0 333.8 50 0 0 0 0 0 0 0 0 0 364.2 52 0 0 0 0 0 0 0 0 0 463.6 0 0 0 0 0 0 0 0 0 0 34.7 0 0 0 0 0 0 0 0 0 0 95.5 0 0 0 0 0 0 0 0 0 0 23.3 5 15 0 0 0 0 0 0 0 0 34.7 0 0 0 0 0 0 0 0 0 0 .0 100 0 0 0 0 0 0 0 0 0 38.9 102 0 0 0 0 0 0 0 0 0 26.0 0 0 0 0 0 0 0 0 0 0 65.5 101 0 0 0 0 0 0 0 0 0 39.5 0 0 0 0 0 0 0 0 0 0 38.9 0 0 0 0 0 0 0 0 0 0 39.5 0 0 0 0 0 0 0 0 0 0 26.0 EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. COND. R/IMP. 100-YR EVENT FILE: EH100DI.DAT PREPARED FOR CITY OF PT COLLINS ICON ENGINEERING, INC. 7/28/99 ••. PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS ... ''• NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAR STAGE ELEMENT:TYPE (CPS) (FT) 100:1 21.4 .9 102:5 74.5 3.2 103:1 17.2 .1 104:1 66.5 1.7 105:5 29.6 1.7 106:5 12.0 1.1 107:5 21.8 2.0 110:5 7.1 .8 112:5 50.3 2.1 112:1 33.6 .2 120:5 14.3 1.9 122:4 39.0 1.4 124:4 63.5 1.8 128:5 85.6 2.7 130:4 .0 .0 136:5 92.3 2.3 138:5 133.1 2.1 142:5 19.3 1.9 144:1 51.6 1.6 146:1 43.1 2.1 148:5 73.6 4.0 154:1 15.8 1.4 202:2 21.6 .1 204:2 12.9 .1 220:2 11.6 .1 221:1 446.5 4.5 222:1 469.9 3.7 223:1 603.0 3.8 224:1 649.1 4.9 225:1 662.5 4.4 227:1 766.8 4.5 228:2 14.4 .1 229:1 827.6 5.2 230:2 .0 .0 232:2 2.5 .1 234:2 23.4 .1 236:2 6.7 .1 238:2 21.5 .1 STORAGE TIME (AC -FT) (HR/MIN) 8.4:D 5.2:D 4.7:D 5.7:D 1. O:D 14. 1:D 3.8:D 35. 40. 35. 40. 35. 35. 35. 35. 40. 35. 35. 30. 30. 35. 0. 5. 0. 0. 45. 40. 55. 45. 0. 0. 0. 40. S. 5. 55. 55. 55. 0. 55. 0. 0. 5. S. 0. * -"_ f eEsl Pao n£„fz sh-rL (P-1F> Z 36 ) 1417 l'1C,ei45S 10 PO4t) Zia CB¢�ok FF64A>Yoah I ' 240:2 7.7 .1 2.5:D 2 0. 300:3 85.6 (DIRECT FLAW) 2 0. 301:3 446.5 (DIRECT FLAW) 3 30. 302:3 469.9 (DIRECT FLOW) 2 S. 303:3 602.9 (DIRECT FLOW) 2 5. 304:3 603.0 (DIRECT FLOW) 2 S. ' 305:3 664.9 (DIRECT FLOW) 0 50. 306:3 769.1 (DIRECT FLAW) 0 50. 308:3 827.6 (DIRECT FLOW) 0 55. 400:1 17.4 1.0 0 50. 402:3 31.9 (DIRECT FLAW) 1 35. 420:4 11.6 1.5 1 15. ' 500:2 17.4 .1 5.2:D 2 S. 510:3 444.0 (DIRECT FLOW) 0 5. 600:4 262.0 .9 0 35. 602:4 158.6 .8 0 35. 603:5 31.9 2.3 1 35. 605:4 230.4 1.0 0 35. ' 700:2 19.3 .0 7.1:D 2 0. 701:2 9.7 .0 8.2:D 2 25. 702:2 22.6 .0 3.6:D 1 15. tENDPROGRAM PROGRAM CALLED 1 1 [1 1 11 EFftarw& FILENAME: EH100DIU.OUT WILLOW BROOK UPDATE TO THE EAST HARMONY PORTION OF MCCLELLANDS CREEK MASTER DRAINAGE PLAN UPDATE - SWMM MODEL OUTPUT - MASTER PLAN CONDITIONS ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF • EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970 UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF SNGI'NEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) TAPE OR DISK ASSIGNMENTS BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) JIN(1) JIN(2) JIM(3) JIM(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JINGO) 2 1 0 0 0 a 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(a) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT M NSCRAT(2) NSCRAT M NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED ••` ENTRY NAME TO RUNOFF MODEL -*- EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. COND. W/IMP. 100-YR EVERT FILE: EH100DI.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/26/99 NUMBER OF TIME STEPS 120 INTEGRATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.40 1.22 1.06 1.00 .95 .91 .87 .84 .82 .78 .73 .71 .69 .67 .00 EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. COND. W/IMP. 100-YR EVENT FILE: EH200DI.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/9, SUBAREA GUTTER WIDTH NUMBER OR MANHOLE (FT) -2 0 .0 1 212 1944.0 3 103 762.0 4 111 302.0 5 Soo 509.0 6 IDS 1260.0 7 106 507.0 8 107 614.0 9 100 2238.0 10 104 42S.0 11 204 533.0 12 120 876.0 13 210 721.0 14 111 634.0 15 Soo 963.0 20 220 6761.0 22 202 12232.0 24 204 7489.0 26 226 7736.0 28 228 581.0 30 230 8143.0 32 232 1452.0 34 234 5908.0 36 236 7818.0 38 238 12487.0 AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) (AC) IMPERV. (PT/PT) IMPERV. PERV. IMPERV. PERV. .0 .0 .0300 .016 .250 .100 .300 3.8 93.1 .0190 .016 .250 .100 .300 2.0 61.0 .0230 .016 .250 .100 .300 .5 5.0 .0070 .016 .250 .100 .300 1.8 5.0 .0070 .016 .250 .100 .300 3.4 54.0 .0130 .016 .250 .100 .300 1.3 94.0 .0230 .016 .250 .100 .300 1.4 93.0 .0240 .016 .250 .100 .300 2.7 86.0 .0080 .016 .250 .100 .300 2.9 99.0 .0280 .016 .250 .100 .300 8.1 5.0 .0060 .026 .250 .100 .300 2.3 47.0 .0110 .016 .250 .100 .300 1.5 37.0 .0020 .026 .250 .100 .300 .9 19.0 .0120 .016 .250 .100 .300 2.2 61.0 .0060 .016 .250 .100 .300 23.3 85.0 .0050 .016 .250 .100 .300 42.1 85.0 .0050 .016 .250 .100 .300 25.8 85.0 .0050 .016 .250 .100 .300 26.6 85.0 .0050 .016 .250 .100 .300 2.0 85.0 .0050 .026 .250 .100 .300 28.0 95.0 .0050 .016 .250 .100 .300 5.0 85.0 .00SO .026 .250 .100 .300 20.0 85.0 .0050 .016 .250 .200 .300 26.9 85.0 .0050 .016 .250 .100 .300 43.0 85.0 .00SO .016 .250 .100 .300 1.46 .75 INFILTRATION RATE(IN/HR) GAGE MAXIMUM MINIMUM DECAY RATE NO .51 .50 .00180 .Si .SO .00180 1 .51 .SO .00160 1 .51 .SO .00100 1 .51 .SO .00180 1 .Si .50 .00180 1 .51 .SD .00180 1 .51 .50 .00180 1 .51 .SO .00180 1 .51 .50 .00180 1 .51 .50 .00180 1 .91 .50 .00180 1 .51 .SO .00180 1 .51 .SD .00180 1 .Si .50 .00180 1 .51 .50 .00180 1 .51 .SO .00180 1 .51 .50 .00160 f .51 .50 .00180 1 .51 .SO .00180 1 .51 .50 .00180 1 .51 .SO .00280 1 .51 .SO .00180 1 .51 .SO .00280 1 .51 .SO .00180 1 40 240 3339.0 15.3 50.0 44 144 5616.0 19.3 5.0 46 146 4222.0 14.5 5.0 47 148 1458.0 5.0 5.0 48 224 1359.0 4.7 20.0 50 305 1073.0 6.5 5.0 52 306 2367.0 8.2 5.0 54 154 1803.0 6.2 5.0 56 229 9246.0 32.8 10.0 100 600 8470.0 38.9 58.0 101 605 9595.0 39.5 53.0 102 602 5670.0 26.0 52.0 TOTAL NUMBER OF SUSCATCHMENTS, 36 TOTAL TRIBUTARY AREA (ACRES), 493.50 .0050 .016 .250 .100 .300 .S1 .SO .00100 1 .0050 .016 .250 .100 .300 .52 .SO .00160 1 .0050 .016 .250 .100 .300 .51 .SO .00180 1 .0050 .016 .250 .100 .300 .51 .50 .00180 1 .0050 .016 .250 ,300 .300 .51 .50 .00180 1 .0050 .016 .250 .100 .300 .51 .SO .00180 1 .0050 .016 .250 .200 .300 ..51 .SO .00180 1 .0050 .016 .250 .100 .300 .51 .50 .00180 1 .0050 .016 .250 .100 .300 .51 .SO .00180 1 .0220 .016 .250 .100 .300 .51 .50 .00180 1 .0120 .016 .250 .100 .300 .51 .SO .00280 1 .D140 .016 .250 .100 .300 .51 .50 .00180 1 EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. COND. W/IMP. 100-YR EVENT FILE: EH100DI. GAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99 ••. CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL --- WATERSHED AREA (ACRES) 493.500 TOTAL RAINFALL (INCHES) 3.669 TOTAL INFILTRATION (INCHES) .480 TOTAL WATERSHED OUTFLOW (INCHES) 3.057 TOTAL SURFACE ENRAGE AT END OF STROM (INCHES) .133 ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. COND. WIMP. 100-YR EVENT FILE: RH100DI. DAT PREPARED FOR CITY OF FT COLLINS ICON EENGINEERING, INC. 7/28/99 GUTTER GUTTER NUMBER CONNECTIO 112 102 102 500 105 111 111 202 104 500 IGO 500 106 107 107 104 103 111 110 305 120 304 500 400 220 420 420 124 400 122 202 122 122 224 204 124 124 300 240 300 220 300 300 120 128 136 236 136 WIDTH INVERT SIDE SLOPES OVERHANK/SURCHARGE NDP NP OR DIAN LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK N (FT) (FT) (FT/FT) L R N (FT) 0 1 CHANNEL 25.0 600. .0190 50.0 50.0 .016 5.00. 0 0 5 PIPS 3.0 62. .0090 .0 .0 .013 3.00 0 OVERFLOW 15.0 62. .0090 50.0 50.0 .035 5.00 0 5 PIPS 3.0 545. .0050 .0 .0 .013 3.00 0 OVERFLOW 20.0 545. .0050 50.0 50.0 .016 5.00 0 5 PIPE 3.0 512. .0080 .0 .0 .023 3.00 0 OVERFLOW 20.0 690. .0059 50.0 50.0 .016 5.00 0 1 CHANNEL 4.0 396. .0080 4.0 4.0 .035 5.00 0 0 1 CHANNEL 4.0 870. .0100 4.0 4.0 .035 5.00 0 0 5 PIPS 1.5 118. .0180 .0 .0 .013 1.50 0 OVERFLOW 20.0 318. .0180 50.0 50.0 .016 5.00 0 5 PIPE 2.5 240. .0030 .0 .0 .013 2.50 0 OVERFLOW 20.0 240. .0030 50.0 50.0 .016 5.00 0 1 CHANNEL 60.0 300. .0150 50.0 50.0' .016 5.00 0 0 5 PIPS 1.3 208. .0200 .0 .0 .013 2.25 0 OVERFLOW 20.0 208. .0200 50.0 50.0 .016 5.00 0 5 PIPE 1.8 361. .0040 .0 .0 .013 1.75 0 OVERFLOW 20.0 361. .0040 50.0 50.0 .016 5.00 ] 2 PIPE .1 1000. .0250 .0 .0 .013 .20 0 AHSHRVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTPLOW .0 .0 .1 17.4 10.0 17.4 3 2 PIPE .1 10. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 11.6 10.0 11.6 0 4 CHANNEL 1.0 835. .0027 2.0 2.0 .035 3.00 0 OVERFLOW 15.0 835. .0027 .50.0 50.0 .060 5.00 0 1 CHANNEL 5.0 550. .0040 4.0 4.0 .035 3.00 0 3 2 PIPS .1 10. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 21.6 10.0 21.6 0 4 CHANNEL 5.0 1200. .0040 4.0 4.0 .035 3.00 0 OVERFLOW 15.0 1200. .0040 50.0 50.0 .060 6.00 3 2 PIPE .1 20. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .1 12.9 20.0 12.9 0 4 CHANNEL 5.0 900. .0040 4.0 4.0 .035 3.00 0 OVERFLOW 15.0 900. .0040 50.0 50.0 .060 6.00 3 2 PIPE .1 10. .025D .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE -FRET VS SPILLWAY OUTFLOW .0 .0 .1 7.7 10.0 7.7 ' 3 2 PIPE .1 10. .0250 .0 .0 .023 .20 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 14.4 10.0 14.4 0 3 .0 1. .0010 .0 .0 .002 10.00 0 0 5 PIPE 4.5 850. .0040 .0 .0 .013 4.50 0 OVERFLOW .0 $SO. .0040 50.0 50.0 .040 6.00 3 2 PIPE .1 10. .0250 .0 .0 .023 .10 0 `A 11 I I I 1 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 13.5 10.0 13.5 136 138 0 5 PIPE 4.5 1218. .0079 .0 .0 GVERFLON .0 1118. .0079 50.0 50.0 .013 .040 4.50 0 6.00 138 303 0 5 PIPE 4.5 601. .0217 .0 .0 .013 4.50 OVERFLOW .0 607. .0217 50.0 50.0 .040 0 6.00 142 138 0 5 PIPE 2.5 437. .0025 .0 .0 .023 2.50 OVERFLOW .0 437. .0025 50.0 50.0 .040 p 5.00 303 223 0 3 .0 1. .0020, .0 .0 .001 10.00 223 304 0 1 CHANNEL 28.0 403. .0017 .8 .6 .025 0 9.70 304 224 0 3 .0 1. .0010 .0 .0 .001 p 10.00 224 30S 0 1 CHANNEL 20.0 1490. .0017 .8 .5 .025 0 9.00 305 -225 0 3 .0 1. .0010 .0 .0 .001 0 10.00 225 306 0 1 CHANNEL 23.5 940. .0017 .7 .8 .025 p 12.10 244 224 0 1 CHANNEL 5.0 1200. .0040 4.0 4.0 .035 0 3.00 0 146 148 0 1 CHANNEL 3.0 400. .0040 4.0 4.0 .060 3.00 148 306 0 5 PIPE 3.0 517. .0015 .0 .0 .013 0 3.00 OVERFLOW .0 517. .0015 50.0 50.0 .040 0 6.00 306 227 0 3 .0 1. .0010 .0 .0 .001 10.00 0 227 229 0 1 CHANNEL 26.0 1000. .0017 .6 1.1 .025 11.70 0 229 308 0 1 CHANNEL 22.5 1250. .0017 .8 .7 .025 14.70 0 154 306 0 1 CHANNEL 3.0 700. .0040 4.0 4.0 .060 3.00 0 230 130 3 2 PIPE .1 10. .D250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 14.0 10.0 14.0 232 301 3 2 PIPE .1 10. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 3.5 10.0 2.5 130 301 0 4 CHANNEL 3.0 700. .0040 4.0 4.0 .035 3.00 0 OVERFLOW 13.0 700. .0040 50.0 50.0 .060 5.00 510 301 4 3 .1 1. .0010 .0 .0 .001 .10 -1 TIME IN MRS VS INFLOW IN CPS .0 444.0 .1 444.0 9.9 444.0 10.0 444.0 301 221 0 3 1.0 1. .0010 .0 .0 .001 10.00 0 221 302 0 1 CHANNEL 16.0 1270. .0017 .8 .S .025 12.20 0 302 222 0 3 2.0 1. .0010 .0 .0 .001 10.00 0 222 303 0 1 CHANNEL 23.0 1360. .0017 .8 .5 .025 7.50 0 238 138 3 2 PIPE '.1 10. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 21.5 10.0 21.5 234 302 3 2 PIPE .1 10. .0250 - .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 10.0 10.0 10.0 600 700 0 4 CHANNEL .0 940. .0071 50.0 50.0 .016 .40 0 OVERFLOW 30.0 940. .0071 20.0 10.0 .020 5.00 605 701 0 4 CHANNEL .0 920. .0035 50.0 50.0 .016 .40 0 ' OVERFLOW 40.0 920. .0035 10.0 10.0 .020 5.00 602 702 0 4 CHANNEL .0 540. .0058 50.0 50.0 .016 .40 0 OVERFLOW 30.0 .0058 10.0 10.0 .020 5.00 603 148 0S PIPE 3.0 120 .0026 .0 .0 .013 3.00 0 OVERFLOW .0 20 .OD26 50.0 50.0 .016 5.00 402 603 0 3 .0 1. .0010 .0 .0 .001 10.00 0 -700 142 6 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 9.0 .7 12.0 1.7 15.0 6.6 18.0 7.1 19.4 701 402 7 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 S.0 1.1 6.0 2.2 1.0 3.9 8.0 6.4 9.0 8.3 9.8 702 402 14 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .0 .6 .2 9.1 .4 13.0 .7 14.0 .9 15.0 1.2 16.0 1.4 17.0 1.0 18.0 2.1 19.0 2.4 20.0 2.B 21.0 3.3 22.0 3.9 23.0 TOTAL NUMBER OF GUTTERS/PIPES, SB MAST HARMONY PORTION OF MCCLELLUIDS BASIN: DEV. COND, W/IMP. 100-YR EVENT FILE: ENI OODI. DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99 ARRANGEMENT OF SUBCAT094ENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 300 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 2.7 102 112 111 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.0 103 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 2.0 104 107 120 0 0 0 0 0 0 0 0 10 11 0 0 0 0 0 0 0 0 16.1 105 110 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 4.8 106 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 1.3 107 106 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 2.8 110 0 0 0 0 0 0 0 0 a 0 13 0 0 0 0 0 0 0 0 0 I.5 111 10S 103 0 0 0 0 0 0 0 0 4 14 0 0 0 0 0 0 0 0 8.2 112 0 0 a 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 3.0 120 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 2.3 .122 400 202 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0- 76.9 124 420 222 204 0 0 0 0 0 0 0 0 0 0 0 0 0 D 0 0 0 125.9 128 300 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 169.9 130 230 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28.0 136 128 236 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 196.8 138 136 142 238 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 278.7 142 700 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38.9 144 0 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 29.3 ' 3 146 0 0 0 0 0 0 0 0 0 0 46 6 0 0 0 0 0 0 0 0 14.5 148 146 603 0 0 0 0 0 0 0 0 47 0 0 0 0 0 0 0 0 0 05.1 154 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 6.2 202 0 0 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 42.1 204 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 25.8 220 0 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0 0 0 0 0 23.3 221 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 33.0 222 302 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 53.0 223 303 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 331.8 224 304 144 0 0 0 0 0 0 0 0 48 0 0 0 0 0 0 0 0 0 355.8 22S 305 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 362.2 227 306 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 461.7 228 0 0 0 0 0 0 0 0 0 0 26 28 0 0 0 0 0 0 0 0 28.6 229 227 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 493.5 230 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 28.0 232 0 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 5.0 234 0 0 0 0 0 0 0 0 0 0 34 0 0 0 0 0 0 0 0 0 20.0 236 0 0 0 0 0 0 0 0 0 0 36 0 0 0 0 0 0 0 0 0 26.9 238 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 0 0 0 0 0 43.0 240 0 0 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 15.3 300 124 240 226 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 169.9 301 232 130 510 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 33.0 302 221 234 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 53.0 303 238 222 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 331.8 304 223 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 331.8 30S 224 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 362.2 306 225 148 154 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 462.7 400 Soo 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 34.7 402 702 702 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.5 420 220 0 0 0 0 0 0 0 0 0 0 0 0 0 '0 0 0 0 0 0 23.3 S00 202 104 100 0 0 0 0 0 0 0 5 15 0 0 0 0 0 0 0 0 34.7 510 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 600 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 38.9 602 0 0 0 0 0 0 0 0 0 0 102 0 0 0 0 0 0 0 0 0 26.0 603 402 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.5 605 0 0 0 0 0 0 0 0 0 0 101 0 0 0 0 0 0 0 0 0 39.5 700 $00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38.9 702 60S 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39.5 702 602 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 26.0 NONCONVERGENCE IN GUTTER DURING TIME STEP 86 AT CONVEYANCE ELEMENT 240 NONCONVERGENCE IN GUTTER DURING TIME STEP 93 AT CONVEYANCE ELEMENT 204 NONCONVERGENCE IN GUTTER DURING TIME STEP 94 AT CONVEYANCE ELEMENT 220 THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. 102 103 104 105 106 107 110 111 112 120 220 136 138 142 148 202 204 220 223 228 230 232 234 236 238. 240 SOO 602 700 701 702 1 EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. COND. W/IMP. 100-YR EVENT FILEsEH100DI.DAT PREPARED FOR CITY OF FT COLLINS ICON ENGINEERING, INC. 7/28/99 ••• PEAR FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS "- CONVEYANCE PEAR STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) 100 21.4 .9 0 35. 102 90.7 3.4 0 35. 103 19.5 .1 0 35. 104 71.2 2.7 0 35. 105 37.7 2.0 0 35. 106 15.4 1.5 0 35. 107 26.5 2.6 0 35. 110 9.5 1.1 0 35. 111 60.5 2.5 0 35. 112 36.6 .2 0 35. 120 14.0 1.9 0 35. 122 39.0 1.4 1 25, 124 63.5 1.8 1 30. 128 85.6 2.7 1 35. 130 14.0 1.0 1 0. 136 99.1 2.4 1 35. 138 239.9 2.2 2 0. 142 19.3 1.9 2 0. 144 51.6 1.6 0 45. 146 43.1 2.1 0 40. 148 73.7 4.0 0 55. 154 15.8 1.4 0 45. 202 21.6 .1 8.4 2 0. 204 12.9 .1 6.2 2 0_ 220 21.6 .1 4.7 2 0. 221 460.5 4.6 1 0. 222 470.5 3.7 1 S. 223 610.5 3.0 2 S. 224 667.6 5.0 0 50. 225 682.0 4.5 0 50. 227 785.7 4.6 0 50. 228 14.4 .1 5.7 2 0. 229 854.0 5.3 0 50. 230 14.0 .1 5.6 2 0. 232 2.5 ,1 1.0 2 0. 234 10.0 .1 4.0 2 0. 236 13.5 .1 5.4 2 D. 238 21.5 .1 8.6 2 0. 240 7.7 .1 2.5 2 0. 300 85.6 (DIRECT FLAW) 2 30. 301 904.5 (DIRECT FLAW) 1 S. 302 470.5 (DIRECT FLAW) 3 20. 303 610.5 (DIRECT FLAW) 2 0. 304 610.5 (DIRECT FLAW) 2 S. 305 681.2 (DIRECT FLAW) 0 50. 226 787.9 (DIRECT FLOW) 0 50. 308 _ F54-3 (DIRECT FLOW) 0 50. 400 17.4 1.0 0 50. 402 32.0 (DIRECT PLOW) 1 35. 420 11.6 1.5 1 15. 500 17.4 .1 5.2 2 0. 510 888.0 (DIRECT FLAW) D S. 600 262.0 .9 0 35. 602 174.9 .8 0 35. 603 32.0 2.3 1 35. 605 230.4 1.0 0 35. 700 19.3 .0 7.1 2 0. 701 9.7 .0 6.2 2 15. 702 22.6 .0 3.6 1 15. EWDPROGRAM PROGRAM CALLED 11 I [I 1 n� I NORTHERN ENGINEERING Presidio 1 1 1 1 WATER QUALITY POND DESIGN CALCULATIONS POND 1 Project: Presidio - Apartment Site By: ATC Date: 9.25.09 REQUIRED STORAGE & OUTLET WORKS: BASIN AREA = 12.340 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 85.00 <-- INPUT from imperviouscalcs BASIN IMPERVIOUSNESS RATIO = 0.8500 <-- CALCULATED WQCV (watershed inches) = 0.362 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.447 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WQ Depth (ft) = 3.000 <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (in 2) = 0.660 <-- CALCULATED from Figure EDB-3 CIRCULAR PERFORATION SIZI Final Drainage and Erosion Control Report dia (in) = 7/8 <-- INPUT from Figure 5 n = 1 <-- INPUT from Figure 5 t (in) = 1/4 <-- INPUT from Figure 5 number of rows = 9 <-- CALCULATED from WQ Depth and row spacing NORTHERN ENGi NEERI NG Presidio Apartments 1 1 �j F— L 1 1 POND RATING CURVE PROJECT: 514-001 DATE: 9/25/09 BY: ATC STAGE (FT) DEPTH (FT) SURFACE AREA OF CONTOUR (SF) STORAGE (AC -FT) 4888.00 0.00 155 0.000 4889.00 1.00 207 0.004 4890.00 2.00 288 0.010 4891.00 3.00 2824 0.046 4892.00 4.00 8774 0.179 4893.00 5.00 14949 0.437 4894.00 6.00 18219 0.817 4895.00 7.00 20863 1.265 4896.00 8.00 23610 1.775 4897.00 9.00 26461 2.350 4898.00 10.00 29420 2.991 4899.00 11.00 32505 3.701 Final Drainage and Erosion Control Report ' ) NORTHERN ENGINEERING Presidio 11 1 1 1 I� J ORIFICE RATING CURVE DETENTION POND 100-yr Orifice PROJECT: 514-001 DATE: 12/2/09 BY: ATC ORIFICE RATING Orifice Dia (in) Orifice Area (sf) Orifice invert (ft) Orifice Coefficient 8.50 0.3941 4890.12 0.65 Stage (ft) Outlet Release (cfs) 4890.12 0.0 4891.00 0.0 4891.50 0.0 4892.00 0.0 4892.50 2.9 4893.00 3.3 4893.50 3.6 4894.00 3.9 4894.50 4.1 4895.00 4.4 4895.50 4.6 4896.00 4.8 4896.50 5.0 4897.00 5.3 4897.50 5.4 4898.00 5.6 4898.50 5.8 4899.00 6.0 Final Drainage and Erosion Control Report dal Weir Performance Curve: Date: 9/25/09 By: ATC Governing Equation: The trapezoidal weir is a broad -crested weir governed by the following equation:• (I)JHb * where Q= discharge (cfs) Q= C L+ 0.8H tan where C w= weir coefficient 2 * where L = crest length (ft) * where H = head on weir (ft) * where b = 1.5 For 4:1 side slopes, q = 151.9276' so that tan (q/2) = 4 Input Parameters: Top of Weir Elevation (ft): 0.00 Crest Elevation (ft): 1.00 Length of Crest (ft): 40 Weir Coefficient: 2.60 Depth vs. Flow: Depth Above Crest (ft) Elevation (ft) Emergency Overflow Weir Discharge (cfs) 0.00 1.00 0 0.10 1.10 3 0.20 1.20 9 0.30 1.30 17 0.40 1.40 27 0.50 1.50 38 0.60 1.60 51 0.70 1.70 64 0.80 1.80 79 0.90 1.90 95 1.00 2.00 112 APPENDIX E PRECISION DRIVE DRAINAGE EXHIBIT AND CALCULATIONS \ c I I \ \ D \ / I y \ x * a X ♦ I / ♦ l I I'II r j (I ��`��`( �7111v^ ♦ ♦ / I III �I �I Il s�\����()` Ill 3 3.03 0.64 �� I \ ` i= ` _ I I i (` I Inn QII / � IEn I cn T— / / ♦ r L --�— -- e°w �, I IIIIIIIII`,,� a 12 111 I I;AIl 11 u';,I% ,"M 10® ■� p11 1 A'� ST— ®NORTH 0 150 300 ( IN FEET ) 1 inch = 150 ft ® Il.urbilili ®III!Itl?!I! h?i I I-- ---- _ - ---r ` /® o ral PRESIDIO FUTURE PRECISION DRIVE DRAINAGE BASINS NORTHERN ENGINEERING Drawn by. ATC Date Drown: 7.15.09 Wo N d N O 0000 C t0 a�'Z OOOOrn LO ° w Lo 00 «iLomO 00 00 00 io M 00 Z E u _ 0 C L� � m 7 C u' °i �— cS a 2 u 0 000000 0 0 0 Lo O O Ci gO O o t .;- 46 .. J NIU S "Eu V akoa 0 8 ca C a II Cc m d V LO � LO In 00 M CT `m T w N o 00 O 00 O 00 O 00 O l0 O 00 O \ E U LLJ M O u p V 9b v a 3 m W y vi O OV N N J 9 00 N n V l0 n n 00 O N 0) LO O V Z p1 O O ~ O q _ Uo LO M V O t0 v A J ti n 2 N a E m d a A m Q N 2 c LO 0 LO Lo Lo p pp N NLO Q = Ol 01 Lc") ' C'j i `fa 00000 O N o O C; a H U o= c 2 U �a A A > H °3 ` " 00000 O m c � = m W 0 a A a m \ C C T 0 01 LO CL t ` T Q y �. N m M M Lo w N N M O m r,�Mrl m 00 — N ,..,, Oi Q N 0 M O U N O �p p C O H Q 00 V n 00 N Ol m V M O N l0 00 QN N m N N M N O v � p Q E o c.i Q � � M O 00 M a ` aw n�m�LO p0) w Q p u m C N 'm r\ OOm N �--i C) Oi 0) 00 t0 J J N c m N V W C 00 L U A T N t° 00 U U a N m m Q U C7 tr C "' N M V In .--i m Uy o 1 1 H 11' t 1 0 C F •E N '+ N N m d F C Q Q Q Q Q E z z z z z 2 w m U Q a 0 a Q o a` � ^„ O O O 00 u O o 0 0 0 ` w O O O O O li > N m y O y ti o 0 0 0 0 0 2 ,— y 0 0 0 0 0 O J Q t.. C J W= mrnaoOm E I+i m Z~ > c� ^y O O O O V O O O O y O W d � y 0 0 0 0 1� o .. `� T y J 1 N x0 00 y d J Z _0, r- v ~ E o6 o6 oo �Lq oo Iri Q � y 0 LL y O � V C W c i+ ^ O 0> J tom^ CD 0 to 0 y 0 u� 0 If1 0 N .. W � W u d W u N N N N N u u N N , u 00 0 0 0 O II II u _ N N M u m O H I C/i O LL LL � 0 � .-� N M V n 0; ,_., i w Q m w p m co c LL m 0 _ H LL t7 N -p r o0 N b + W (0 m.--� d J H y U O C w II II II y o o;., d mvinLL li 0 F" O H C` > > m 0 .q u O d E � N o O v E z z z z z 2 O y a L 0 U Q d T Q d O N G m > S k u� 0 0 0 0 0 O O O O O C 0 0 0 0 0 0 LL � N N y ^p O O O O O 2 O y J Q t �p •X 0 0 0 0 0 C W J V mrneoocv Z ~E ri �i niv� O ci > �• y 0 0 0 0 I� O O O O to O W LL >d Vl � f9 ti u O O O o I� o • N O J J N t.' �E m m O eo 0o 06 0o c ui y 2 O a� o 0 0 0 0 V y LL 9 C N J O ` = W O O O O O O y A W c y= N N W V u N 0 0 0 0 0 0 C� U c U d E ¢ * ~a L ; H C A U ; O o m L ° LL ° LL .-i N m 'IT �n Eo d N co o C LL v > ; 3 N + U r w II II II y o o« li O �'` Y49d o F F > > Ir Ea 3 O N . r 1 r I 00 C V 00 I� N N l0 v I O O O G ry JT (M N N 00 Ol v U. 4 4 Ln M O a` to Zi d m m p G •Z% o '' o O N N It 61 N l0 V 0 a.0 O- C Lift �00000) Lf) O LO N 00 2 C C N N N N C I\ 0 0 0 0 0 LO f• o O O O O 00 V j L J (� rr .-� 'r rr p C u Lr)LnLOIn00 00 00 00 00 �q W 0 0 0 0 0 C Lai =go o rn�rn O E 4 N N LA0 O Lnr�M G N Oj� m O N Q N u i� d M M O lf) N "o t0 O � a v N N (M N O LAJ O y N M � U-) WLA m 4 C � 'p N M �t l!') a c APPENDIX F EXCERPTS FROM PREVIOUS REPORTS I 1 1 1 1 EXCERPTS FROM FINAL DRAINAGE REPORT FOR HARMONY TECHNOLOGY PARK SECOND FILING 1 1 1 1 1 1 1 1 i 1 1 1 1 OFFSITE FLOW ROUTING AND SWALE CALCULATIONS JR Engineering 2620 E. Prospect Rd., Ste. 190 Fort Collins, CO 80525 RATIONAL METHOD PEAK RUNOFF (City of Fort Collins,100-Yr Storm) 'LOCATION: Harmony Technology Park - Hewlett Packard - Streets PROJECT NO: 39265.00 COMPUTATIONS BY: M. West DATE: ' 12/6/00 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVER TOTAL Des:. P.olrit Area Design. A (ac) C Cf tc (min) i (inrnr) Q (100) (afs) from Design Point Q (100) (cfs) 0(100)tot (cfs) 901 101 0.60 0.94 6.5 9.08 5.17 5.17 302 102 0.75 1.00 6.1 9.22 6.94 6.94 303 103 1.23 0.95 10.3 7.66 9.00 326 & 327 0.18 9.18 304 104 0.82 0.94 10.4 7.64 5.94 5.94 305,:.. 105 0.93 0.70 9.8 7.84 5.09 303, 307, 308 1.05 6.14 G:;308... 106 1.01 0.93 8.8 8.16 7.70 304 0.19 7.89 107 0.50 0.88 6.8 8.92 3.92 309 0.14 4.06 ;:308 108 0.29 0.97 5.0 9.95 2.84 310 0.17 3.01 309 109 0.29 1.00 5.5 9.51 2.79 311 0.50 3.29 "._310; 110 0.30 0.98 5.0 9.95 2.92 312 0.54 3.46 31I 'I'll 0.67 0.61 9.0 8.07 3.31 3.31 ="312 ; 112 0.65 0.98 8.2 0.37 5.35 5.35 77 313 ; 113 0.74 0.92 8.0 8.46 5.74 5.74 314.... 114 0.45 0.60 7.8 8.52 2.31 2.31 115 0.70 0.67 9.6 7.89 3.73 318, 328 & 329 1.51 5.24 313 116 0.42 0.89 6.5 9.03 3.39 317 0.74 4.13 317. r 117 0.43 0.80 6.4 9.09 3.16 319 0.89 4.05 118 0.65 0.61 7.1 8.81 3.52 321 1.32 4.84 319 ' 119 0.84 0.94 7.6 8.61 6.78 6.78 7777507777 120 0.68 0.92 6.7 8.98 5.62 5.62 321 : " 121 0.50 0.99 5.0 9.95 4.94 320 0.58 5.52 323; 123 0.93 0.86 10.1 7.73 6.18 6.18 32q 124 1.53 0.60 8.1 8.41 7.71 7.71 305 125 0.41 0.97 5.6 9.46 3.77 3.77 126 0.30 0.73 5.0 9.95 2.16 2.16 327' .. 127 0.26 0.65 5.4 9.57 1.59 1.59 328. 128 0.27 0.72 5.0 9.95 1.95 1.95 329 , . 129 0.14 0.95 5.0 9.95 1.33 1.33 Q=CiA Q = peak discharge (Cfs) C = runoff coefficient i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 84.682 / (10+ tc)o.re�s Cross Section Cross Section for Triangular Channel Project Description Project File untitled.fm2 Worksheet Swale b Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.032 Channel Slope 0.9300 % Depth 1.51 ft Left Side Slope 4.000000 H : V Right Side Slope 4.000000 H : V Discharge 33.08 cfs 1.51 ft 1 V N H 1 NTS (OB/18/Ot FlowMaster v5.15 i'I_1i•cn.n..... RT nR7nA l9n.11 755=1666 Paoe l of 1 ' EXCERPTS FROM FINAL DRAINAGE REPORT FOR BROOKFIELD ' OFFSITE FLOW ROUTING AND STORM LINE CALCULATIONS 11 1 1 I 1 is{:;:;<•ii::::::•:.:-.. ::'.'.'•': •• p. Qom n m a�m�n�,Noa�"�maamam h a O O b 'p O m M on ut a maa•a o o 'n fn a c.oma c7` m N C ,,,� O !` N N ,•„ fV �•,� of < fV st h a; vj wi N N O aG a 7 m V N N m n m N rn H Q „� N ;•,',j'•,•:�:'O}'•:'/•.d� V N O O M tN` M ...+. n V.+ n V V1 a V1 M O N M C M N a r b N fy 'n a b b Vb m(T �a a, O P1 O f M C O GN T C C Gamn '•'''•:•:•.f'•;'�' ;':y;:.Q•;. add V1 a m v�aao;aaaaaaaaafl dm0%radmfrmmfrmaw%0 V1 V1 h m H V1 Vf Vt V1 h V1 a m h ao b v1 aavo Vf v1 t` .N. �aaaaaaaa v1 V1 N V1 vt O u•i rt n Ma V1 p as fraf�oeidfraG0;fr fra ooa i.U::: �:•:•i?i?i:•:•ir 'Yltil• b W ? 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Tom'.... .................... .................... .................... .................... .................... O C; -; O O O ................ ••.•: .. N O �^ N N V b m a ^+ N N N N N b N b N O M .•+ M a O V1 N a M Q M O �p <r VN1 w V O tnn Vb1 p IO ~ b '; '.'.'; ;:sG' d 6 aol m � m OMq aal aMO � GC omq � G1 i0 R1 U �J A r A A C A � A '� � A m A •• •.• 00 •..:.:.Id1. A AA O QA .................. .'.. d W U q O I M, Building Envelope of — — — OT- 14 9"F ;J Nap 4-A �m "Way f9ij J:, Building 11 Building 1 11 Envelope 1: 1 11 Envelope L - - - - - - L JI .r. [-4. . . Building "t 1. P9 10 , Envelope 30 3 0 - - - --- - - - - ulid no 'velope lt!i 7 "a a max -- -------- - lil Idingr lop, 1�j i . 1I Belding ilding 31 -3E KEY MAP 1. All MCP PIPE SHALL BE CLASS' X , ALL JON7S SHALL HAW PRESSURE SEALS J. ALL STORM SLIVER SihAtt SE INSPECTED BY THE CITY OF FORT COLLINS. I. CONCRETE ENCASEMENT 6&C AV* or STORM SEWER JOINT SHALL SE 10-FEET EACH 57DLC OF ANY WATERLINE CROSSING NYTH STORM SEWER A60W THE WATERLINE S. AREA INjJ75 SHALL BE AMCOR TYPE '16" VALLEY INLET OR tFOUIVALLNr k CHECKED By'. CHECKED BY: CHECKED BY. . N.M.O. IS[. INC. Consufting Engb.cm ren 2W2�57 788-071 .1 OV12101 260F46 C-3 1912 ' 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 USER:TST Inc Consulting Engineers .............. ............................... ON DATA 09-11-2001 AT TIME 16:12:24 VERSION=07-17-1995 ' *** PROJECT TITLE :Brookfield ST-3 *** 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 1.00 0.00 0.00 0.00 135.39 4891.80 ----------------- 4891.80 OK 2.00 564.57 659.63 0.24 135.39 4897.10 4891.19 OK 3.00 550.80 638.92 0.25 135.39 4896.68 4891.73 OK 4.00 537.03 618.35 0.25 135.39 4896.30 4892.60 OK 5.00 55.08 2145.42 0.10 5.27 4897.62 4893.81 OK 6.00 13.77 359.45 0.38 5.27 4897.62 4893.89 OK 22.00 27.54 2717.35 0.08 2.19 4898.19 4895.13 OK 23.00 13.77 1119.15 0.16 2.19 4898.19 4895.39 OK 7.00 468.18 536.90 0.28 131.64 4895.71 4893.70 OK 8.00 27.54 300.93 0.44 12.07 4895.32 4894.42 OK 9.00 13.77 118.73 0.88 12.07 4895.32 4894.48 OK 10.00 165.24 180.13 0.65 106.60 4895.66 4894.61 OK 11.00 27.54 281.15 0.46 12.71 4895.44 4895.32 OK 12.00 13.77 110.54 0.92 12.71 4895.44 4895.39 OK 13.00 27.54 281.15 0.46 12.71 4895.44 4895.26 OK 14.00 13.77 110.54 0.92 12.71 4895.44 4895.32 OK 15.00, 96.39 129.99 0.82 79.10 4897.58 4896.03 OK 16.00 27.54 416.79 0.34 9.41 4897.33 4896.65 OK 17.00 13.77 166.69 0.68 9.41 4897.33 4896.77 OK 18.00 55.08 69.23 1.28 70.70 4897.33 4896.75 OK 19.00 13.77 5.00 5.13 70.70 4897.33 4896.96 OK 20.00 27.54 46.83 1.67 45.90 4898.00 4897.57 OK 21.00 23.77 13.53 3.33 45.90 4898.00 4897.73 OK 24.00 261.63 2502.64 0.08 22.19 4896.25 4894.99 OK 25.00 96.39 1447.97 0.13 12.54 4897.61 4895.92 OK 26.00 13.77 112.62 0.91 12.54 4897.61 4895.98 OK 27.00 68.85 1249.33 0.15 10.05 4898.22 4896.31 OK 28.00 27.54 2717.35 0.08 2.19 4898.13 4896.63 OK 29.00 13.77 1119.15 0.16 2.19 4898.13 4896.64 OK 30.00 27.54 526.61 0.29 7.86 4898.56 4897.16 OK 31.00 13.77 212.16 0.57 7.86 4898.56 4897.24 OK 32.00 151.47 3606.05 0.06 9.65 4896.84 4896.59 OK 33.00 27.54 1686.90 0.12 3.18 4897.04 4896.94 OK 34.00 13.77 692.53 0.23 3.18 4897.04 4896.97 OK 35.00 110.16 4000.25 0.06 6.47 4897.96 4897.38 OK 36.00 27.54 4853.21 0.05 1.39 4898.27 4897.61 OK 37.00 13.77 2003.42 0.10 1.39 4898.27 4897.62 OK 38.00 68.85 2997.49 0.07 5.07 4898.23 4897.74 OK 39.00 55.08 2254.17 0.09 5.07 4900.07 4898.24 OK 40.00 13.77 378.09 0.37 5.07 4900.07 4898.31 OK 41.00 27.54 2717.35 0.08 2.19 4900.37 4898.65 OK 42.00 13.77 1119.15 0.16 2.19 4900.37 4898.66 OK OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION Si I LI �I C 1 1 1 1 *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .85 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) 12.00 2.00 1.00 ROUND ------------- 52.00 --------------------- 54.00 60.00 0.00 23.00 3.00 2.00 ROUND 55.76 60.00 60.00 0.00 34.00 4.00 3.00 ROUND 55.76 60.00 60.00 0.00 45.00 5.00 4.00 ROUND 13.48 15.00 15.00 0.00 56.00 6.00 5.00 ROUND 13.48 15.00 15.00 0.00 522.00 22.00 5.00 ROUND 9.27 15.00 15.00 0.00 2223.00 23.00 22.00 ROUND 9.27 15.00 15.00 0.00 47.00 7.00 4.00 ROUND 55.17 60.00 60.00 0.00 78.00 8.00 7.00 ROUND 18.97 21.00 24.00 0.00 89.00 9.00 8.00 ROUND 18.97 21.00 24.00 0.00 710.00 10.00 7.00 ARCH 47.24 48.00 43.00 68.00 1011.00 11.00 10.00 ROUND 19.34 21.00 24.00 0.00 1112.00 12.00 11.00 ROUND 19.34 21.00 24.00 0.00 1013.00 13.00 10.00 ROUND 19.34 21.00 24.00 0.00 1314.00 14.00 13.00 ROUND 19.34 21.00 24.00 0.00 1015.00 15.00 10.00 ARCH 45.58 48.00 38.00 60.00 1516.00 16.00 15.00 ROUND 17.28 18.00 18.00 0.00 1617.00 17.00 16.00 ROUND 17.28 18.00 18.00 0.00 1518.00 18.00 15.00 ROUND 39.90 42.00 42.00 0.00 1819.00 19.00 18.00 ROUND 39.90 42.00 42.00 0.00 1820.00 20.00 18.00 ROUND 33.93 36.00 36.00 0.00 2021.00 21.00 20.00 ROUND 33.93 36.00 36.00 0.00 724.00 24.60 7.00 ROUND 22.09 24.00 24.00 0.00 2425.00 25.00 24.00 ROUND 20.31 21.00 24.00 0.00 2526.00 26.00 25.00 ROUND 20.31 21.00 24.00 0.00 2527.00 27.00 25.00 ROUND 18.69 21.00 21.00 0.00 2728.00 28.00 27.00 ROUND 10.55 15.00 15.00 0.00 2829.00 29.00 28.00 ROUND 10.55 15.00 15.00 0.00 2730.00 30.00 27.00 ROUND 17.04 18.00 18.00 0.00 3031.00 31.00 30.00 ROUND 17.04 18.00 18.00 0.00 2432.00 32.00 24.00 ROUND 19.19 21.00 24.00 0.00 3233.00 33.00 32.00. ROUND 11.50 15.00 15.00 0.00 3334.00 34.00 33.00 ROUND 11.50 15.00 15.00 0.00 3235.00 35.00 32.00 ROUND 16.52 18.00 18.00 0.00 3536.00 36.00 35.00 ROUND 9.28 15.00 15.00 0.00 3637.00 37.00 36.00 ROUND 9.28 15.00 15.00 0.00 3538.00 38.00 35.00 ROUND 15.08 18.00 15.00 0.00 3839.00 39.00 38.00 ROUND 12.03 15.00 15.00 0.00 3940.00 40.00 39.00 ROUND 12.03 15.00 15.00 0.00 3941.00 41.00 39.00 ROUND 10.55 15.00 15.00 0.00 4142.00 42.00 41.00 ROUND 10.55 15.00 15.00 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, EXISITNG SIZE WAS USED ------------------------------------------- SEWER DESIGN FLOW NORMAL NORMML --------------------------- CRITIC CRITIC FULL FROUDE COMMENT ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. ' Si NUMBER CFS CFS ------------------------------------------------------------------------------- FEET FPS FEET FPS FPS ' 12.0 23.0 135.4 135.4 198.9 165.2 3.03 3.44 10.90 9.39 3.33 3.33 9.76 9.76 6.90 6.90 1.20 0.94 V-OK 34.0 135.4 165.2 3.44 9.39 3.33 9.76 6.90 0.94 V-OK V-OK 45.0 5.3 7.0 0.81 6.29 0.93 5.38 4.29 1.33 V-OK ' 56.0 522.0 5.3 2.2 7.0 7.9 0.81 0.45 6.29 5.52 0.93 0.61 5.38 3.66 4.29 1.33 V-OK 1.78 1.69 V-OK 2223.0 2.2 7.9 0.45 5.52 0.61 3.66 1.78 1.69 V-OK 47.0 131.6 165.2 3.37 9.34 3.28 9.65 6.70 0.95 V-OK 78.0 12.1 22.7 1.04 7.34 1.24 5.88 3.84 1.42 V-OK ' 89.0 12.1 22.7 1.04 7.34 1.24 5.88 3.84 1.42 V-OK 710.0 106.6 164.3 2.71 10.41 3.01 9.23 6.35 1.22 V-OK 1011.0 12.7 22.7 1.07 7.43 1.28 5.99 4.05 1.41 V-OK 1112.0 12.7 22.7 1.07 7.43 1.28 5.99 4.05 1.41 V-OK 1013.0 12.7 22.7 1.07 7.43 1.28 5.99 4.05 1.41 V-OK 1314.0 12.7 22.7 1.07 7.43 1.28 5.99 4.05 1.41 V-OK 1015.0 79.1 96.2 2.82 8.21 2.67 8.71 6.04 0.91 V-OK 1 1516.0 9 4 10.5 1.11 6.74 1.18 6.29 5.32 1.15 V-OK 1617.0 9.4 10.5 1.11 6.74 1.18 6.29 5.32 1.15 V-OK 1518.0 70.7 81.3 2.52 9.52 2.64 9.10 7.35 1.09 V-OK ' 1819.0 1820.0 70.7 45.9 81.3 53.9 2.52 2.13 9.52 8.57 2.64 2.21 9.10 8.23 7.35 6.49 1.09 1.08 V-OK V-OK 2021.0 45.9 53.9 2.13 8.57 2.21 8.23 6.49 1.08 V-OK 724.0 22.2 27.8 1.35 9.82 1.67 7.91 7.06 1.58 V-OK ' 2425.0 2526.0 12.5 12.5 19.6 19.6 1.16 1.16 6.63 6.63 1.27 1.27 5.96 5.96 3.99 3.99 1.19 1.19 V-OK 2527.0 10.1 13.8 1.11 6.25 1.18 5.83 4.18 1.13 V-OK V-OK 2728.0 2.2 5.6 0.54 4.29 0.61 3.66 1.78 1.18 V-OK 2829.0 2.2 5.6 0.54 4.29 0.61 3.66 1.78 1.18 V-OK ' 2730.0 7.9 9.1 1.07 5.81 1.06 5.88 4.45 1.02 V-OK 3031.0 7.9 9.1 1.07 5.81 1.06 5.88 4.45 1.02 V-OK 2432.0 9.6 17.6 1.06 5.73 1.11 5.37 3.07 1.10 V-OK 3233.0 3.2 6.5 0.62 5.25 0.72 4.36 2.59 1.33 V-OK ' 3334.0 3.2 6.5 0.62 5.25 0.72 4.36 2.59 1.33 V-OK 3235.0 6.5 8.2 1.01 5.12 0.98 5.28 3.66 0.95 V-OK 3536.0 1.4 5.0 0.45 3.49 0.49 3.12 1.13 1.07 V-OK ' 3637.0 1.4 5.0 0.45 3.49 0.49 3.12 1.13 1.07 V-OK 3538.0 5.1 5.0 1.25 4.13 0.89 5.46 4.13 0.00 V-OK 3839.0 5.1 9.2 0.66 7.66 0.89 5.46 4.13 1.85 V-OK 3940.0 5.1 9.2 0.66 7.66 0.89 5.46• 4.13 1.85 V-OK ' 3941.0 2.2 5.6 0.54 4.29 0.61 3.66 1.78 1.18 V-OK 4142.0 2.2 5.6 0.54 4.29 0.61 3.66 1.78 1.18 V-OK FROUDE NUMBER=0 INDICATES THAT A PRESSURED FLOW OCCURS 1 ------------------------------------------------------------ ---------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ' ID NUMBER ----------- -------%-------(FT) UPSTREAM DNSTREAM UPSTREAM (FT) (FT) ------------------------------------------ DNSTREAM (FT) 12.00 0.58 4886.26 4885.91 5.84 0.89 NO 23.00 34.00 0.40 0.40 4887.09 4887.56 4886.46 4887.29 4.59 3.74 5.64 4.40 OK OK 45.00 1.18 4891.56 4891.00 4.81 4.05 OK 56.00 1.18 4891.57 4891.56 4.80 4.81 OK 522.00 1.50 4894.52 4891.76 2.42 4.61 OK 1 2223.00 1.50 4894.53 4894.51 2.41 2.43, OK 47.00 0.40 4888.04 4887.56 2.67 3.74 OK 78.00 1.00 4891.39 4891.33 1.93 2.38 OK 89.00 1.00 4891.40 4891.39 1.92 1.93 OK 710.00 0.60 1011.00 1.00 4889.99 4889.68 2.67 OK 1112.00 1.00 4891.25 4891.26 4890.99 2.19 OK 1013.00 1.00 4891.05 4891.25 4890.99 2.18 2.39 2.67 2.67 OK 1314.00 1015.00 1.00 0.40 4891. 6 4891.05 2 38 2.50 OK OK (4891.S5 4889.99 3.16 2.34 ' 1516.00 1617.00 1.00 1.00 4-891.if 4891.81 4891.74 4.02 4.03 OK OK 4891.80 1518.00 0.65 4891.62 4891.43 2.21 OK 1819.00 0.65 4891.63 4891.62 2.65 2.21 OK 1820.00 0.65 4892.33 4891.82 2.67 2.21 OK ' 2021.00 0.65 4892.34 4892.33 2.66 2.51 OK 724.00 2425.00 1.50 4892.11 4890.02 2.69 OK OK 2526.00 0.75 0.75 4892.66 4892.31 2.95 1.94 OK ' 2527.00 0.75 4892.67 4893.62 4892.66 2.94 2.95 OK 2728.00 0:75 4894.95 4892.87 4894.32 2.85 2.99OK 2829.00 0.75 4894.96 4894.95 1.93 1 92 2.65 OK ' 2730.00 3031.00 0.75 4894.60 4893.82 2 46 .93 2 .46 OK OK 2432.00 0.75 0.60 4894.61 4892.84 4894.60 2.45 2. OK ' 3233.00 3334.00 1.00 1.00 4894.40 4894.41 4892.11 4893.54 4894.40 2.00 1.39 2. 14 2.05 OK OK 3235.00 1.38 . OK 3536.00 0.60 0.60 4894.52 4895.04 4893.34 200 OK ' 3637.00 3538.00 0.60 0.60 4895.05 4894.99 4894.66 4895.04 1.98 1.97 2.05 1.98 OK OK 3839.00 4894.73 1.99 1.98 3940.00 2.00 4895.93 4895.19 2.89 1 79 OK OK 3941.00 2.00 0.75 4895.94 4897.52 4895.92 2.88 90 2.69 OK ' 4142.00 0.75 4897.53 4896.13 4897.52 1.60 2. OK OK MEANS BURIED DEPTH 1.59 IS GREATER THAN REQUIRED SOIL 0 COVER OFEET OF 1 t*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS --------- SEWER ID NUMBER ------------------- SEWER SURCHARGED LENGTH LENGTH ---------------------- CROWN ELEVATION WATER ELEVATION FLOW FEET UPSTREAM FEET DNSTREAM UPSTREAM DNST REAM FEET CONDITION ------- FEET FEET FEET 12.00 23.00 60.50 157.63 --------------- 49.10 0.00 4891.26 4890.91 4891.19 ---------- 4891.80 ,7UMp 34.00 68.78 0.00 4892.09 4892.56 4891.46 4891.73 4891.19 SUBCR 45.00 47.21 47.'21 4892.81 4892.29 4892.25 4892.60 4893.81 4891.73 SUBCR ' 56.00 522.00 1.00 183.99 1.00 75.19 4892.82 4892.81 4893.89 4892.60 4893.81 PRSS'ED PRSS'ED 2223.00 1.00 0.00 4895.77 4895.78 4893.01 4895.13 4893.81 JUMP 47.00 78.00 118.91 5.67 118.91 5.67 4893.04 4895.76 4892.56 4895.39 4893.70 4895.13 4892.60 JUMP PRSS'ED 89.00 4893.39 4893.33 4894.42 4893.70 710.00 1.00 50.67 1.00 4893.40 4893.39 4894.48 4894.42 PRSS'ED PRSS'ED ' 1011.00 1112.00 25.67 1.00 50.67 25.67 4893.57 4893.25. 4893.27 4892.99 4894.61 4895.32 4893.70 4894.61 PRSS'ED PRSS'ED 1.00 4893.26 4893.25 4895.39 1013.00 5.67 5.67 4893.05 4892.99 4895.32 PRSS'ED 1314.00 1015.00 1.00 315;11 1.00 4893.06 4893.05 4895.26 4894.61 4895.26 PRSS'ED PRSS'ED 1516.00 5.67 315.11 5.67 4894.42 4893.16 E89�66.03 4894.61 PRSS'ED�T 1617.00 1.00 1.00 4893.30 4893.31 4893.24;l:'. 4893.30 1518.00 28.67 28.67 4895.12 4894.93 4896.77 4896.65 PRSS'ED 1 1819.00 1.00 1.00 4895.13 4895.12 4896.75 4896.03 PRSS'ED 4896.96 4896.75 PRSS'ED fT-3 11 1 1 11 1 1 I 1 1820.00 79.00 79.00 4895.33 4894.82 4897.57 4896.75 PRSS'ED 2021.00 1.00 1.00 4895:34 4895.33 4897.73 4897.57 PRSS'ED 724.00 139.27 139.27 4894.11 4892.02 4894.99 4893.70 PRSS'ED 2425.00 47.21 47.21 4894.66 4894.31 4095.92 4894.99 PRSS'ED 2526.00 1.00 1.00 4894.67 4894.66 4895.98 4895.92 PRSS'ED 2527.00 100.17 100.17 4895.37 4894.62 4896.31 4895.92 PRSS'ED 2728.00 84.49 84.49 4896.20 4895.57 4896.63 4896.31 PRSS'ED 2829.00 1.00 1.00 4896.21 4896.20 4896.64 4896.63 PRSS'ED 2730.00 104.08 104.08 4896.10 4895.32 4897.16 4896.31 PRSS'ED 3031.00 1.00 1.00 4896.11 4896.10 4897.24 4897.16 PRSS'ED 2432.00 121.17 121.17 4894.84 4894.11 4896.59 4894.99 PRSS'ED 3233.00 3334.00 85.93 85.93 4895.65 4894.79 4896.94 4896.59 PRSS'ED 3235.00 1.00 197.42 1.00 197.42 4895.66 4895.65 4896.97 4896.94 PRSS'ED 3536.00 63.50 63.50 4896.02 4894.84 4897.38 4896.59 PRSS'ED 3637.00 1.00 4896.29 4895.91 4897.61 4897.38 PRSS'ED 3538.00 44.20 1.00 4896.30 4896.29 4897.62 4897.61 PRSS'ED 3839.00 37.21 44.20 4896.24 4895.98 4897.74 4897.38 PRSS'ED 3940.00 1.00 37.21 4897.18 4896.44 4898.24 4897.74 PRSS'ED, 3941.00 184.74 1.00 168.89 4897.19 4898.77 4897.17 4898.31 4898.24 PRSS'ED 4142.00 1.00 0.00 4898.78 4897.38 4898.77 4898.65 4898.66 4898.24 JUMP 4898.65 JUMP PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS UPST ------------------------------------------------- MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. --------------------------- ELEV FT FT K CORP LOSS FT K CORP LOSS FT ID FT 12.0 2.00 4891.93 0.13 1.00 ------------------------------------ 0.00 0.00 0.00 1.00 4891.80 23.0 3.00 4892.64 0.37 0.46 0.34 0.00 0.00 2.00 4891.93 34.0 4.00 4893.50 0.11 1.01 0.75 0.00 0.00 3.00 4892.64 45.0 5.00 4894.10 0.31 1.01 0.29 0.00 0.00 4.00 4893.50 56.0 6.00 4894.18 0.01 0.25 0.07 0.00 0.00 5.00 4894.10 522.0 22.00 4895.34 1.24 0.05 0.00 0.00 0.00 5.00 4894.10 2223.0 23.00 4895.44 0.08 0.25 0.01 0.00 0.00 22.00 4895.34 47.0 7.00 4894.40 0.30 0.05 0.03 0.25 0.56 4.00 4893.50 78.0 89.0 8.00 9.00 4894.65 0.02 1.01 0.23 0.00 0.00 7.00 4894.40 710.0 10.00 4894.71 4895.24 0.00 0.21 0.25 1.01 0.06 0.00 0.00 8.00 4894.65 1011.0 11.00 4895.57 0.08 1.01 0.63 0.26 0.00 0.00 0.00 0.00 7.00 10.00 4894.40 1112.0 12.00 4895.64 0.00 0.25 0.06 0.00 0.00 11.00 4895.24 4895.57 1013.0 13.00 4895.51 0.02 1.01 0.26 0.00 0.00 10.00 4895.24 1314.0 14.00 4895.58 0.00 0.25 0.06 0.00 0.00 13.00 4895.51 1015.0 15.00 4896.60 0.85 0.05 0.03 0.25 0.48 10.00 4895.24 1516.0 16.00 4897.09 0.04 1.01 0.44 0.00 0.00 15.00 4896.60 1617.0 1518.0 17.00 18.00 4697.21 0.01 0.25 0.11 0.00 0.00 16.00 4897.09 1819.0 19.00 4897.59 4897.80 0.14 1.01 0.85 0.00 0.00 15.00 4896.60 1820.0 20.00 4898.22 0.00 0.37 0.25 0.40 0.21 0.26 0.00 0.00 18.00 4097.59 2021.0 21.00 4898.39 0.00 0.25 0.16 0.00 0.00 0.00 0.00 18.00 4897.59 724.0 24.00 4895.77 1.33 0.05 0.04 0.00 0.00 20.00 7.00 4898.22 4894.40 2425.0 25.00 4896.16 0.14 1.01 0.25 0.00 0.00 24.00 4895.77 2526.0 2527.0 26.00 4896.23 0.00 0.25 0.06 0.00 0.00 25.00 4896.16 2728.0 27.00 28.00 4896.58 4896.68 0.40 0.05 0.01 0.00 0.00 25.00 4896.16 2829.0 29.00 4896.69 0.10 0.00 0.05 0.25 0.00 0.01 0.00 0.00 27.00 4896.58 2730.0 30.00 4897.47 0.58 1.01 0.31 0.00 0.00 0.00 28.00 4896.68 3031.0 31.00 4897.55 0.01 0.25 0.08 0.00 0.00 27.00 4896.58 0.00 30.00 4897.47 s_ 2432.0 32.00 4896.73 0.22 0.05 0.01 0.25 0.74 24.00 4895.77 3233.0 3334.0 33.00 34.00 4897.05 4897.07 0.21 1.01 0.11 0.00 0.00 32.00 4896.73 3235.0 35.00 4897.58 0.00 0.25 0.75 0.05 0.03 0.01 0.00 0.25 0.00 0.09 33.00 32.00 4897.05 4896.73 3536.0 36.00 4897.63 0.03 1.01 0.02 0.00 0.00 35.00 4897.58 3637.0 3538.0 37.00 38.00 4897.64 0.00 0.25 0.00 0.00 0.00 36.00 4897.63 3839.0 39.00 4898.01 4898.50 0.27 0.05 0.23 0.01 0.25 0.14 35.00 4897.58 3940.0 40.00*4898.58 1.01 0.01 0.25 0.27 0.07 0.00 0.00 0.00 0.00 38.00 4898..01 3941.0 41.00 4898.70 0.19 0.05 0.00 0.00 0.00 39.00 39.00 4898.50 4898.50 ' 4142.0 42.00 4898.71 0.00 0.25 0.01 0.00 0.00 41.00 4898.70 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD ' FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FRICTION LOSS WAS ESTIMATED BY FT WOULD BE INTRODUCED UNLESS LATERAL K=O. BACKWATER CURVE COMPUTATIONS. I 1 11 1 1 1 APPENDIX G PRORATED STORM LINE A AND PRORATED DETENTION/WQ POND SIZING CALCULATIONS I I I I I I I I I q I I I � § ] © i @ k § ; & � � a = ) § ) K � � ] - ■ % a . � ) ` § � � § = J � ) § ] ■ % Q , 2 - � ! ! m � E g � � �� � \ $ . /� Lo ) ,. ; 40 ��� oz ; bi iTL / . � Storm Sewer Summary Report page 1 1 1 t 1 I n 1 1 1 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns No. rate size length EL Dn EL Up slope down up loss Junct line (cfs) (in) (ft) (ft) (ft) 0/o) (ft) (ft) (ft) (ft) No. 1 12 42.60 36 c 21.3 4894.08 4894.19 0.515 4896.16 4896.30 0.67 4896.97 End 2 PA-2 42.20 36 c 91.9 4894.39 4894.85 0.500 4897.12 4897.30 0.11 4897.41 1 3 24 42.20 36 c 31.9 4895.05 4895.21 0.501 4897.58 4897.63 0.56 4898.19 2 4 46 10.10 18 c 166.2 4895.41 4896.24 0.500 4898.42' 4899.73' 0.38 4900.11 3 5 612 8.10 18 c 195.2 4896.44 4897.41 0.497 4900.29' 4901.28' 0.24 4901.53 4 6 1213 8.10 18 c 62.0 4897.61 4897.92 0.500 4901.53' 4901.84' 0.17 4902.01 5 7 1314 1.90 15 c 148.9 4898.12 4898.87 0.504 4902.30` 4902.41' 0.03 4902.44 6 8 1416 0.01 15 c 114.8 4899.07 4900.50 1.246 4902.47' 4902.47' 0.00 4902.47 7 9 PA-9 0.01 15 c 14.1 4900.50 4900.53 0.212 4902.47' 4902.47' 0.00 4902.47 8 10 1415 1.90 15 c 46.1 4899.07 4899.30 0.499 4902.44' 4902.47' 0.04 4902.51 7 11 67 2.00 15 c 66.3 4896.44 4896.77 0.498 4900.58' 4900.63` 0.04 4900.67 4 12 78 2.00 15 c 60.7 4896.97 4897.27 0.494 4900.67' 4900.72' 0.04 4900.76 11 13 89 1.00 15 c 68.0 4897.47 4897.81 0.500 4900.80' 4900.81' 0.01 4900.82 12 14 911 1.00 15 c 78.3 4898.01 4898.41 0.511 4900.82' 4900.84' 0.01 4900.85 13 15 810 1.00 15 c 80.8 4897.47 4897.87 0.495 4900.60' 4900.81' 0.01 4900.82 12 16 45 32.50 30 c 18.9 4895.41 4895.50 0.476 4898.25' 4898.35' 0.51 4898.86 3 Project File: stmA-prorate-9.29.09.stm Number of lines: 16 Run Date: 09-29-2009 NOTES: c = c1r; e = ellip; b = box; Return period =100 Yrs. ; 'Surcharged (HGL above crown). Hydraflow Sturm Sewers 2005 1 1 1 [1 [l 1 1 r0 • L J J d go /cc V cc am c 0 W O N N O O O 7 O O o O O O O O O O O O w O O O O O O O O O O O Y n LO O W W O W O O O O O O O W r n n n in n r o 0 0 0 0 o O n N p NO 0) Cl)O OC, O Or OC YtN) W— O O d) L U dam^ O O r W m m O a m e W O OO N ON 00 0 onO OW oW oNO oN oOO6OOOC p .� 0) tea{ N CWD O O n O O n aND aN0 N NO N y o v C� (7 n 1n N O O O O o O O O O 1fI o O o 0 0 0 o o O O O C O O C O J COe) O 0 N c0 N 4 R 'nV In tnD � OD � � O w d x m rn m o0 0 No 0$ g o 0 g 9 � v m m w O O O O O O O O o o o C o o O W E o o rn n umi um) Oq o o u0), o 0 0 OR co m d co W co 0 v v .- 0 0 0 0 0 0 - CL CD rz N N N N N N ^ n N N co) a E r 2 6 r N v N � O N O q O N 0W N N N N W N N N N N 0 N wW N N O O N J� 0 C7. 0 C7 N CO n N CD v 7 a � ncLq V' m^ W 0) n W n W 0 W O O N O N O N O N O o O 0 0 0 0 o W W m W W m M O M m m O W O W O W O 0) W m v v v It v It v IT a v vv v v v v v 7 DOD N N rl Cq N UA M n N CD < m N m rn �i L N N w d O m cd is n a. n W c m" W W m W W m m m m m co o 0) o m rn co rn co rn co m rn CD rn m m m - v a v a v v v a v v It IT v v v v m r cr) m m co W 4 0 W r N n o m m q N m co °' cND It m coo m n CD cr w m O m W O N 0 CD n O n O v n O O O O v n N W N W O N O N O N W m a m N t7 n W 0 O O O O O O O O O W O O O 0 O 0 6 0 o O o 0 0 0 o C J n N w (NO N M v Vn' wn OD co m N m^ T 0) Cl) O O o 0 O O O 0 O O 0 O O o O O W CDv a v v a v O v v v v v v v v v w ca co m Ur 0 Cii o 0 0 o 0 o cmo 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 fD T W N W W O o o LO M M N N N N E N n U� W cn cn (q cq W W W W OD co co in v v r 0 c r - .- 0 0 0 0 d C _ N N cq ((�� . nn 0 M co 0n m(0 M f� ^ N N N N N N N N N N N t to Co CO r r r r r r r r � r r � O r a v co O C9 n m O O O O m O W O N W N W N W N O N O N W N O N W N O W 0 N N N C� W N W N W C7 O n n v W n O N O W J r r W v N LO M <t v Nt In W m co W N d m m m 0 0 0 0 0 0 0 0 0 e d� v v v 0 v v v v v v a v 0 v 0 v m a y r o Cl o a 4 r CD N r n O O N n O rn m n IT 0 n v C oi N >mx �i m 0) m m m rn o rn m m m m m m °) d v v v v v v v v v v v v a v v v m `o OCL O NN0) m V V NV O O MOOOON O Q CD CD O G N N N N C m N F5 M � m W r W � O W m T W O W O .- O O co d j r N C7 v LO W n m O) O— r N I - LO CD 2 d No Text 1 I in f ; �o�l pe o rya ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY METCALF ♦ EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 2985, JULY 1985) TAPE OR DISK ASSIGNMENTS JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JIN(IO) 2 1 0 0 0 0 0 0 0 0 JOUT(2) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED •.. ENTRY MADE TO RUNOFF MODEL *-- EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. COND. W/IMP. 100-YR EVENT FILE :PE.DAT PROPOSED EFFECTIVE MODEL BY NORTHERN ENGINEERINC 7/1/2009 NUMBER OF TIME STEPS 120 INTEGRATION TIME INTERVAL (MINUTES) 5.00 11.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 1.00 1.14 1.33 2.23 2.84 5.49 9.95 4.12 2.48 1.46 1.22 1.06 1.00 .95 .91 .87 .84 .81 .78 .75 .73 .71 .69 .67 .00 EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. COND. W/IMP. 100-YR EVENT FILE:PE.DAT PROPOSED EFFECTIVE MODEL BY NORTHERN ENGINEERINC 7/1/2009 SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO -2 0 .0 .0 .0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 112 1944.0 3.8 93.1 .0190 .016 .250 .100 .300 .51 .50 .00180 1 3 103 762.0 2.0 81.0 .0230 .016 .250 .100 .300 .51 .50 .00180 1 4 111 302.0 .5 5.0 .0070 .016 .250 .200 .300 .51 .50 .00180 1 5 500 509.0 1.8 5.0 .0070 .016 .250 .100 .300 .51 .50 .00180 1 6 105 1260.0 3.4 54.0 .0190 .016 .250 .100 .300 .51 .50 .00ISD 1 7 106 507.0 1.3 94.0 .0230 .016 .250 .100 .300 .51 .50 .00280 1 8 107 614.0 1.4 93.0 .0240 .016 .250 .100 .300 .51 .50 .00280 1 9 100 2238.0 2.7 86.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 10 104 425.0 2.9 99.0 .0280 .016 .250 .100 .300 .51 .50 .00180 1 11 104 533.0 8.1 5.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 12 120 876.0 2.3 47.0 .0130 .016 .250 .100 .300 .51 .50 .00180 1 13 110 721.0 1.5 37.0 .0020 .01fi .250 .100 .300 .51 .50 .00180 1 14 111 634.0 .9 19.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 15 500 963.0 2.2 61.0 .0060 .016 .250 .100 .300 .51 .50 .00180 1 20 220 6761.0 23.3 85.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 22 202 12232.0 42.1 85.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 24 204 7489.0 25.8 85.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 26 226 7736.0 26.6 65.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 28 228 582.0 2.0 85.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 30 234 8143.0 28.0 85.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 32 232 1452.0 5.0 85.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 34 234 9409.0 32.4 85.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 36 236 4792.0 11.6 85.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 38 238 12487.0 43.0 85.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 ' 40 240 3339.0 15.3 50.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 44 144 5626.0 19.3 5.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 46 146 4222.0 14.5 5.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 47 148 1458.0 5.0 5.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 48 224 1359.0 4.7 20.0 .0050 .016 .250 .100 .300 .51 .50 1 50 305 1873.0 6.5 5.0 .0050 .016 .250 .100 .300 .51 .50 .00180 .00180 1 ' 52 306 2367.0 8.2 5.0 .0050 .016 .250 .300 .300 .51 .50 .00180 1 54 154 1803.0 6.2 5.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 56 229 9246.0 31.8 10.0 .0050 .016 .250 .100 .300 .51 .50 .00180 1 100 600 8470.0 38.9 58.0 .0120 .016 .250 .100 .300 .51 .50 .00180 1 101 605 8595.0 39.5 53.0 ' .0120 .016 .250 .100 1 102 602 5670.0 26.0 52.0 .0140 .016 .250 .100 .300 .300 .51 .51 .50 .50 .00180 .00100 1 ' TOTAL NUMBER OF SUBCATaOUNTS, 36 TOTAL TRIBUTARY AREA (ACRES), 490.78 ' EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. COND. W/IMP. 200-YR EVENT FILE:PE.DAT PROPOSED EFFECTIVE MODEL BY NORTHERN ENGINEERINC 7/1/2009 *** CONTINUITY CHECK FOR SUBCATCHMSMT ROUTING IN UDSWM2-PC MODEL WATERSHED AREA (ACRES) 490.780 TOTAL RAINFALL (INCHES) 3.669 ' TOTAL INFILTRATION (INCHES) .481 TOTAL WATERSHED OUTFLOW (INCHES) 3.055 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .133 ' ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. COND. W/IMP. 100-YR EVENT ' FILE:PE.DAT PROPOSED EFFECTIVE MODEL BY NORTHERN ENGINEERINC 7/1/2009 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE. RORIZ TO VERT MANNING DEPTH JK NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 112 102 0 1 CHANNEL 25.0 600. .0190 50.0 50.0 .016 5.00 0 102 500 0 5 PIPE 3.0 62. .0090 .0 .0 .013 3.00 0 OVERFLOW 15.0 62. .0090 50.0 50.0 .035 5.00 105 111 0 5 PIPE 3.0 545. .0050 .0 .0 .013 3.00 0 OVERFLOW 20.0 545. .0050 50.0 50.0 .026 5.00 ' 111 102 0 5 PIPE 3.0 512. .0080 .0 .0 .013 3.00 0 OVERFLOW 20.0 690. .0059 50.0 50.0 .016 5.00 104 500 0 1 CHANNEL 4.0 398. .0080 4.0 4.0 .035 5.00 0 100 500 0 1 CHANNEL 4.0 870. .0100 4.0 4.0 .035 5.00 0 106 107 0 5 PIPE 1.5 118. .0180 .0 .0 .013 1.50 0 OVERFLOW 20.0 118. .0180 50.0 50.0 .016 5.00 ' 107 104 0 5 PIPE 2.5 240. .0030 .0 .0 .013 2.50 0 OVERFLOW 20.0 240. .0030 50.0 50.0 .016 5.00 103 111 0 1 CHANNEL 60.0 300. .0250 50.0 50.0 .016 5.00 0 310 105 0 5 PIPE 1.3 208. .0200 .0 .0 .013 1.25 0 OVERFLOW 20.0 208. .0200 50.0 50.0 .016 5.00 120 104 0 5 PIPE 1.8 361. .0040 .0 .0 .013 1.75 0 ' OVERFLOW 20.0 361. .0040 50.0 50.0 .016 5.00 500 400 3 2 PIPE .1 1000. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .100 17.4 10.000 17.4 220 420 3 2 PIPE .1 10. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .100 11.6 10.000 11.6 ' 420 124 0 4 CHANNEL 1.0 835. .0027 2.0 2.0 .035 3.00 0 OVERFLOW 15.0 835. .0027 50.0 50.0 .060 5.00 400 122 0 1 CHANNEL 5.0 550. .0040 4.0 4.0 .035 3.00 0 202 122 3 2 PIPE .1 20. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .100 21.6 20.000 21.6 ' 222 124 0 4 CHANNEL 5.0 1200. .0040 4.0 4.0 .035 3.00 0 OVERFLOW 15.0 1200. .0040 50.0 50.0 .060 6.00 204 124 3 2 PIPE .1 10. .0250 .0 .0 .013 .IG 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTPLOW .000 .0 .100 12.9 10.000 12.9 ' 124 300 0 4 CHANNEL 5.0 900. .0040 4.0 4.0 .035 3.00 0 OVERFLOW 15.0 900. .0040 50.0 50.0 .060 6.00 240 300 3 2 PIPE .1 20. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .100 7.7 10.000 7.7 , 228 300 3 2 PIPE .1 10. .0250 .0 .0 .013 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .200 14.4 10.000 14.4 300 128 0 3 .0 1. .0010 .0 .0 .001 10.00 0 228 136 0 5 PIPE 4.5 850. .0040 .0 .0 .013 4.50 0 OVERFLOW .0 850. .0040 50.0 50.0 .040 6.00 ' 236 136 3 2 PIPE .1 10. .0250 .0 .0 .013 .10 0 I RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .100 .1 3.200 7.0 136 138 0 5 PIPE 4.5 1118. .0079 .0 .0 .013 4.50 0 OVERFLOW .0 1118. .0079 50.0 50.0 .040 6.00 138 303 0 5 PIPE OVERFLOW 4.5 .0 607. 607. .0217 .0217 .0 50.0 .0 50.0 .013 .040 4.50 6.00 0 ' 142 138 0 5 PIPE 2.5 437. .0025 .0 .0 .013 2.50 0 OVERFLOW .0 437. .0025 50.0 50.0 .040 5.00 303 223 0 3 .0 1. .0010 .0 .0 .001 10.00 0 223 304 0 1 CHANNEL 28.0 403. .0017 .8 .6 .025 9.70 0 ' 304 224 305 224 305 225 0 3 0 1 CHANNEL .0 20.0 1. 2490. .0010 .0017 .O .8 .0 .5 .001 .025 10.00 9.00 0 0 0 3 .0 1. .0010 .0 .0 .001 10.00 0 225 306 0 1 CHANNEL 23.5 940. .0017 .7 .8 .025 12.10 0 144 224 0 1 CHANNEL 5.0 1200. .0040 4.0 4.0 .035 3.00 0 146 148 0 1 CHANNEL 3.0 400. .0040 4.0 4.0 .060 3.00 0 148 306 0 5 PIPE 3.0 517. .0015 .0 .0 .013 3.00 0 OVERFLOW .0 517. .0015 50.0 50.0 .D40 6.00 306 227 0 3 .0 1. .0010 .0 .0 .001 10.00 0 227 229 0 1 CHANNEL 26.0 1000. .0017 .6 1.1 .025 11.70 0 229 308 0 1 CHANNEL 22'5 1250. .0017 .8 .7 .025 14.70 0 154 306 0 1 CHANNEL 3.0 700. .0040 4.0 4.0 .060 3.00 0 230 230 3 2 PIPE .1 10. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .100 14.0 10.000 14.0 232 301 3 2 PIPE .1 10. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .100 2.5 10.000 2.5 130 301 0 4 CHANNEL 3.0 700. .0040 4.0 4.0 .035 3.00 0 OVERFLOW 13.0 700. .0040 50.0 50.0 .060 5.00 510 302 4 3 .1 1. .0010 .0 .0 .001 .10 -1 TIME IN MRS VS INFLOW IN CPS .000 444.0 .100 444.0 9.900 444.0 9.990 444.0 301 221 0 3 1.0 1. .0010 .0 .0 .001 10.00 0 221 302 0 1 CHANNEL 16.0 1270. .0017 .8 .5 .023 11.20 0 302 222 0 3 1.0 1. .0010 .0 .0 .001 10.00 0 222 303 0 1 CHANNEL 23.0 1360. .0017 .8 .5 .025 7.50 0 233 138 3 2 PIPE .1 10. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .100 21.5 10.000 21.5 234 302 3 2 PIPE .1 10. .0250 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .100 .1 14.500 24.0 600 700 0 4 CHANNEL .0 940. .0071 50.0 50.0 .026 .40 0 OVERFLOW 30.0 940. .0071 10.0 10.0 .020 5.00 605 701 0 4 CHANNEL .0 920. .0035 50.0 50.0 .016 .40 0 OVERFLOW 40.0 920. .0035 10.0 10.0 .020 5.00 ' 602 702 0 4 CHANNEL .0 640. .0058 50.0 50.0 .026 .40 0 OVERFLOW 30.0 640. .0058 10.0 30.0 .020 5.00 603 148 0 5 PIPE 3.0 1200. .0026 .0 .0 .013 3.00 0 OVERFLOW .0 1200. .0026 50.0 50.0 .016 5.00 402 603 0 3 .0 1. .0010 .0 .0 .001 10.00 0 700 142 6 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .560 9.0 .730 12.0 1.720 15.0 6.600 18.0 7.120 19.4 701 402 7 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .560 5.0 1.060 6.0 2.220 7.0 3.900 8.0 6.380 9.0 8.280 9.8 ' 702 402 14 2 PIPE .0 1. .0010 .0 .0 .001 .00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .000 .0 .040 .6 .220 9.1 .420 13.0 .660 14.0 .890 15.0 1.130 16.0 1.440 17.0 1.750 18.0 2.070 19.0 2.420 20.0 2.790 21.0 3.260 22.0 3.930 23.0 ' TOTAL NUMBER OF GUTTERS/PIPES, 58 EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. CORD. W/IMP. 100-YR EVENT FILE:PE.DAT PROPOSED EFFECTIVE MODEL BY NORTHERN ENGINEERINC 7/1/2009 ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPS TRIBUTARY SUBAREA D.A.(AC) 100 0 0 0 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 2.7 ' 102 112 111 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.0 103 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 2.0 104 107 120 0 0 0 0 0 0 0 0 10 11 0 0 0 0 0 0 0 0 16.1 105 110 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 4.8 106 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 1.3 107 206 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 0 0 2.8 ' 210 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 1.5 111 105 103 0 0 0 0 0 0 0 0 4 14 0 0 0 0 0 0 0 0 8.2 112 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 3.8 120 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0 2.3 122 400 202 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 76.9 124 420 122 204 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 125.9 128 300 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 169.9 130 230 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 136 128 236 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 181.7 138 136 142 238 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 263.6 142 700 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38,9 ' 144 0 0 0 0 0 0 0 0 0 0 44 0 0 0 0 0 0 0 0 0 29.3 146 0 0 0 0 0 0 0 0 0 0 46 0 0 0 0 0 0 0 0 0 14.5 148 146 603 0 0 0 0 0 0 0 0 47 0 0 0 0 0 0 0 0 0 85.1 154 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 0 0 0 0 6.2 202 0 0 0 0 0 0 0 0 0 0 22 0 0 0 0 0 0 0 0 0 42.1 ' 204 220 221 0 0 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.8 23.3 G 0 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 5.0 222 302 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.4 223 303 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 329.1 224 304 144 0 0 0 0 0 0 0 0 48 0 0 0 0 0 0 0 0 0 353.1 ' 225 227 228 305 306 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 359.5 458.9 0 0 0 0 0 0 0 0 0 0 26 28 0 0 0 0 0 0 0 0 28.6 229 227 0 0 0 0 0 0 0 0 0 56 0 0 0 0 0 0 0 0 0 490.8 230 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 232 0 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 5.0 ' 234 236 238 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 30 36 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 60.4 11.8 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 0 0 0 0 0 43.0 240 0 0 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 15.3 300 124 240 228 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 169.9 301 232 130 510 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.0 302 221 234 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.4 ' 303 138 222 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 329.1 304 223 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 329.1 305 224 0 0 0 0 0 0 0 0 0 50 0 0 0 0 0 0 0 0 0 359.5 306 225 148 154 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 458.9 400 500 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 34.7 402 701 702 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.5 420 220 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23.3 500 102 104 100 0 0 0 0 0 0 0 5 15 0 0 0 0 0 0 0 0 34.7 SIG 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 600 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 38.9 602 0 0 0 0 0 0 0 0 0 0 102 0 0 0 0 0 0 0 0 0 26.0 603 402 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.5 605 0 0 0 0 0 0 0 0 0 0 101 0 0 0 0 0 0 0 0 0 39.5 700 600 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38.9 701 605 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39.5 702 602 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 0 0 26.0 EAST HARMONY PORTION OF MCCLELLANDS BASIN: DEV. COND. W/IMP. 100-YR EVENT FILE:PE.DAT PROPOSED EFFECTIVE MODEL BY NORTHERN ENGINEERINC 7/1/2009 [J •+• PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS +++ •++ NOTE :S IMPLIES A SURCHARGED ELEMENT AND :D IMPLIES A SURCHARGED DETENTION FACILITY CONVEYANCE PEAK STAGE STORAGE TIME ELEMENI:TYPR (CPS) (FT) (AC -FT) (HR/MIN) 100:1 21.4 .9 0 35. 102:5 74.5 3.2 0 40. 103:1 17.2 .1 0 35. 104:1 66.5 1.7 0 40. 105:5 29.6 1.7 0 35. 106:5 12.0 1.1 0 35. 107:5 21.8 2.0 0 35. 110:5 7.1 .8 0 35. 111:5 50.3 2.2 0 40. 112:1 33.6 .2 0 35. 120:5 14.3 1.9 0 35. 122:4 39.0 1.4 1 30. 124:4 63.5 1.8 1 30. 128:5 85.6 2.7 1 35. 130:4 .0 .0 0 0. 136:5 91.3 2.3 2 0. 138:5 132.2 2.1 2 0. 142:5 19.3 1.9 2 0' 244:1 51.6 1.6 0 45. 146:1 43.1 2.2 0 40. 148:5 73.6 4.0 0 55. 154:1 15.8 1.4 0 45. 202:2 21.6 .1 8.4:D 2 0. 204:2 12.9 .1 5.2:D 2 0. 220:2 11.6 .1 4.7:D 2 0. 221:1 446.5 4.5 0 40. 222:1 469.9 3.7 2 S. 223:1 602.0 3.8 2 5. 224:1 648.6 4.9 0 55. 225:1 662.0 4.4 0 55. 227:1 766.4 4.5 0 55. 228:2 14.4 .1 5.7:D 2 0. 229:1 827.2 5.2 0 55. 230:2 .0 .0 0 0. 232:2 2.5 .1 1.0:D 2 0. 234:2 23.4 .1 14.1:1) 2 S. 236:2 5.7 .1 2.6:D 2 0. 238:2 21.5 .1 8.6:D 2 0. 240:2 7.7 .1 2.5:D 2 0. 300:3 85.6 (DIRECT FLAW) 2 0. 301:3 446.5 (DIRECT FLAW) 3 30. 302:3 469.9 (DIRECT FLAW) 2 5. kOo-'fm V 0 L - Z,f. W Q I,9to N/s 9•sS ' 303:3 602.0 (DIRECT FLAW) 2 S. 304:3 602.0 (DIRECT FLAW) 2 5. 305:3 664.6 (DIRECT FLAW) 0 50. 306:3 768.8 (DIRECT FLAW) 0 50. 308:3 400:1 827.2 17.4 (DIRECT FLAW) 1.0 0 0 55. 50. 402:3 31.9 (DIRECT FLOW) 1 35. 420:4 11.6 1.5 1 15. 500:2 17.4 .1 5.2:D 2 5. 510:3 444.0 (DIRECT FLOW) 0 5. 60:4 602:4 262.0 158.E .9 .B 0 0 35. 35. 603:5 31.9 2.3 1 35. 605:4 230.4 1.0 0 35. 700:2 19.3 .0 7.1:D 2 0. 701:2 9.7 .0 8.2:D 2 15. ' 702:2 22.6 .0 3.6:D 1 15. ' ENDPROGRAM PROGRAM CALLED 1 [1 [] 1 1 1 1 - Apartment Site By: ATC RED STORAGE & OUTLET BASIN AREA = 11.900 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS PERCENT = 85.00 <-- INPUT from impervious calcs BASIN IMPERVIOUSNESS RATIO = 0.8500 <-- CALCULATED WQCV (watershed inches) = 0.362 <-- CALCULATED from Figure EDB-2 WQCV (ac-ft) = 0.431 <-- CALCULATED from UDFCD DCM V.3 Section 6.5 WO Depth (ft) = 3.000 <-- INPUT from stage -storage table AREA REQUIRED PER ROW, a (in) = 0.636 <-- CALCULATED from Figure EDB-3 LTION SIZING dla (in) = 7/8 <-- INPUT from Figure 5 n = 1 <-- INPUT from Figure 5 It (In) = 1/4 <-- INPUT from Figure 5 number of rows = 9 <-- CALCULATED from WO Depth and row spacing APPENDIX H EROSION CONTROL COST ESTIMATES AND RIPRAP CALCULATIONS n� I NORTHERN ENGINEERING Presidio Apartments I 11 I I L I I Presidio Apartments Erosion Control Cost Estimate Project Number: 514-001 Location: Fort Collins, CO Date: December 10, 2009 Total Acres: 11.83 Estimated Unit Total EROSION CONTROL MEASURE Units Quantity Price Price Inlet Protection each 19 $50.00 $950.00 Silt Fencing L.F. 2,767 $1.30 $3,597.10 Vehicle Tracking Control Pads each 2 $200.00 $400.00 Sediment Trap each 1 $150.00 $150.00 Concrete Washout Area each 1 $200.00 $200.00 Vegetate disturbed areas ac 4.55 $775.00 $3,526.25 TOTAL = $8, 823.35 AMOUNT OF SECURITY = 1.5 x $8,823.35 = TOTAL = $13,235.03 -OR- COST TO VEGETATE: TOTAL ACRES x ($775/acre) x 1.5 = TOTAL = $13,752.38 (WHICHEVER IS GREATER) REQUIRED AMOUNT OF SECURITY = $13, 752.38 NOTE: Total Acres' represents total disturbed area. Final Drainage and Erosion Control Report DAProjects\Presidio\514-001 \Drainage\Erosion\514-001 _Erosion -Escrow -Estimate xls I NORTHERN ENGINEERING Presidio Apartments I 1 1 I I lJ 1 d I Presidio Precision Drive Erosion Control Cost Estimate Project Number: 335-005 Location: Fort Collins, CO Date: December 10, 2009 Total Acres (R.O.W.): 2.07 Estimated Unit Total EROSION CONTROL MEASURE Units Quantity Price Price Inlet Protection each 3 $50.00 $150.00 Silt Fencing L.F. 0 $1.30 $0.00 Vehicle Tracking Control Pads each 2 $200.00 $400.00 Sediment Trap each 0 $150.00 $0.00 Concrete Washout Area each 1 $200.00 $200.00 Vegetate disturbed areas ac 0.27 $775.00 $209.25 TOTAL = $959.25 AMOUNT OF SECURITY = 1.5 x $959.25 = TOTAL = $1,438.88 -OR- COST TO VEGETATE: TOTAL ACRES x ($775/acre) x 1.5 = TOTAL = $2,406.38 (WHICHEVER IS GREATER) REQUIRED AMOUNT OF SECURITY = $2,406.38 NOTE: 'Total Acres' represents total disturbed area. ' D:\Projects\Presidio\335-005\Drainage\Erosion\335-0OS_Erosion-Escrow-Estimate.xls Final Drainage and Erosion Control Report ° \)\•{» \\ fLL !{{@ §CR �� \\ 7j / w IL\~\\ 7 ker/2=, ); i aem r @ z z § ) ) - zz 0. K : § — _- \20 � 2 0 E as � ¥))£ )\ ) 0£)¥ ee MAP POCKET H1 - HISTORIC DRAINAGE EXHIBIT DR1 - OVERALL (DEVELOPED) DRAINAGE EXHIBIT No Text / I III i LOT TWO II W HARMONY III III TECHNOLOGY PARR y ' SECOND IIII FILING >_ II�III � IIII PTV I lII 1 PRECISION DkN I II I IIII CONNECT TO— - ENDED 24RCP STORM EXIST. STMH S pN MNMtl£ RM. 490440 (3) E 121241 RTi MXI I EXIST 6TMH .lull, / 1 BE wd. NO♦ni / // )) SERF. I lI 1 1 1 E(2SECT EN0. 7 I / I HORMONE TFCHbOLOC)' III P1RK IT ROCK CREEK DRNE OWAMR POUDRE R-1 SCHOOL DISTRICT NORTH r v. r rl. II IIII I OWNER: I5A O so 100 150F..1 IMAGO IN FEET ) FNTERPR/SES. INC __ ____ 'A _'_:__ II 1 -gym - N n. 1 (PRP.S'IDIO FUTURE - -- 1 - DEVELOPMENT) - 1� - _ .' _ 1 t ;. PRECISION ativE LEGEND: PROPOSED OCHTWE [3-- - Y Ex SISCONTOUR _ 5P6_ __ _- ' ___ - CD CURB ACUTTER - '�I EMEND SCORIA FEWER IIIIIIIIIIIIIIIIPP PRECSION URNS M .TORPRCPOD STORMsxw UNEP PROPEADO AREA°Rux PIPE OreAu PROaOSEO FRILL -rPROPERTY BOUNDARYFFE=,ST,C� • II � �_.-.. —REFORM DRAIN WR GEO ��I �� �•�� 1� LINER +.III �. BUILDINGI GMAGEA x• - ,� �� II I u era 'W FIDI�I\ pl y �I J FFE�m "i �;9TO NEBEA a IN ....- _ 1 9 BUILDING 18 14 SUILGINGS 1 � FIR _ DESIGN vwxT A @ LI F�.n _ Imo IND,. 3 .I�XI� STONE BRAIN -. ..,-. cywAGe� :. ODhl IIF 7 {LD anw ARROW ....• STORM DRAIN AJ ■ _ 0 //��,, } LINE A] I _ - 3 - /,A j �: _� STORM DRAIN = A a ' o •x° — 'l0 01 IBM ME. ' vow —owl LINEB DRAINAGE enpx LABEL ' -aF STORM DRAIN —1- ie iw IA3 m n y ...111--���� rm• L � �N ME I I GnMGEC LINE 83 I�� _, I �PRO R -EN.. 11• ` ��'� •� `. p � ' jg 153 DRAINAGE6nLHF RED PEN ■ ■ 441M��dd— Rc nPvxox. OMITS OF wo vorvowc ME ME MEN mom ME -wm-- I I IS` .. - I _.4 ' ME ME �n eCLU�BHOUSE8 •� /' -Y ewuGED APPRox. UNITS OF 100I MALL 'STORM DRAIN �'" I 4 I STORM DRAIN COMMUNITY CENTER a STORM DRAIN 'GARDIE E LINEA 3z 2 I LINt A42 I RE-309 I LINE B2 - STEELHEAD STREET r--1� y c-� NOTES: BUILDING GA�GEK GARAGE L" FFE=39] M 1 Q } STORM DRAIN LINE Ad POOL �3! 05J FOR DRAINAGE REVIEW ONLY j AL� ' Ir ► t BUILDING s NOT FOR CONSTRUCTION I\\ 1 , 1.M - M - Lf J* FFE 209 � `_. F 4 a '-I - STORM DRAIN = nu �` �' L -STORM DRAIN - I. REFER TO THE FINALDRAINAGE IND FELTCOI 9 _ LINE l e LINE u rNORTHERN A _ S g I U h. I e = _ _ e e R. ' ERORT FwR RREs00 .wutlu 1 L X EPvu G+RnDEF �I FxGxanxc, 6RIm eFmem z1. zo09 FOR ♦wlmxu 1 1 yO ` — G =E G I - xFCx4eM4. o "� ♦ •". ` .r. z. REFER To vH PLAN, uxoscnx PI u10 PLAT FOR O j Z) W nMAL FORMATION 1 y■ /STORM DRAIN - 1 I Tr LINEA s+� 1_.•e [�E.\Rr� `�. 0 MINIM BE -_ lj�M. CkNOSCAPE ENHANCED, 1 o �A �I STORM DRAIN eav DETENTION IF Boa •111/ IL N �. I LINE A3 _ -' .DO - a b�rI GI 2 70 T1 •Ir ( �i.' 2T I BIGFEDiMa 9J ✓•� m BUILDINGS / - BUILDINGS , FFE=O� r FFE=3]0 1 I` Ir1yT �■ / B S LJ ` —. •— -JI \�� - mw a J 1//�.'� E%InT - _ LIFE 70 CHANNEL RF AIDE RM 489811 J a OEF 11 _ - _-- 9 POROUS IA1tlYAR °P DETENI wa of it O 2-1 ALIANIN. OI OD19 WARTERM}p RWA SECTION n 76N FREE a ROCK CREEK DRNE DO PARCEL A o WILLOW BROOK 3RD rc N DEVELOPED RUNOFF SUMMARY TABLE OFJpX POxF MITIEAM BRapn TOTAL AREA (sti) G 2 G 1N O 2 WE) O 1N RIB) 1 1 0.E1 On 1N oe 3/ 2 2 tm On 1N 33 Be S ) te1 ow IN 2E 102 • 4 em On tN Be 21 5 5 OA1 OBS tM 0] 3A B B on an tM 0.7 2T T T IM ON 1N 2.1 BB B 8 in On LOOS 25 104 p 9 053 OIe 1.M 0B 16 m 10 221 0M 1.M ]e 1B.3 11 11 1Y3 SEE 1.M 33 13A ..•—. ._.,�5 5.� � sT a �_.. T` — — -- — - ROCK CREEK ORIVE — w - -- EXIST BTMM STMRM 4AVN° IS99 ]5 NM 24A VARCEL B � 5 E ca. sN AREA 73 It ILLON BROOK 3R0 z U � DETENTION POND SUMMARY TABLE REQUIRED 1Wyr DETEMNNI SFOMGE VOLUME 3.10 nR REQUIRED MMTER OWLOY CAPNRE VCLIMEryACVU OAS BOB TOTAL VOLUME REQUIRED AIRS BOB TOTµ VOLUME PROVIDED IMEgfxay creelebnhn) 370 NIV III VMTEA SURFACE ELEVATION EI93.00 R 10 rWATERSURFACEELEVATN)N 4890.10 I SPILLWAY CREST ELEVATION AMpM R TOP OF POND ELEVATION AND M R MA(IMUM 1001, DISCHARGE 70 qE ruLurR r4xMROF Xv.3r.BBlpr. EARN xxO.E a tlbllN r•� x,1E. City of Fort Collins, Colorado UTILITY PLAN APPROVAL MPROKDCRY MI CHECKED BY: k_A _G _b 7 CHECKED BY. 9 OPENED BY: CHEERED Br: CHECKED BY Sheet DR1 Of 40 Sheets