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Drainage Reports - 05/13/2015
City of Fort C� i s Approve lans Approved by, -- Date; �/�3 �zo�� FINAL DRAINAGE REPORT Aspen Heights Offsite — Fort Collins Suniga Rd. 8� Redwood St. Fort Collins, Colorado Prepared For: Breckenridge Property Acquisition, LP 1301 S. Capital of TX Hwy Building B, Suite 201 Austin,TX 78746 (512) 369-3030 Prepared By: OWEN C GROUPLINI CG 3715 Shallow Pond Drive, Fort Collins, CO 80528 Phone: 970-226-0264 Fax 970-226-3760 February 2015 Proj. No.: 11-358 ASPEN HEIGHTS - FORT COLLINS FINAL DRAINAGE REPORT Table of Contents ENGINEER'S CERTIFICATION............................................................................................1 I. LOCATION AND DESCRIPTION OF PROPERTY AND PROPOSED DEVELOPMENT.......2 A. Location...........................................................................................................................2 B. Description of Property....................................................................................................2 C. Description of Proposed Development.............................................................................3 II. DRAINAGE BASINS AND SUB-BASINS...............................................................................3 A. Major Basin Description...................................................................................................3 B. Sub-Basin Description.....................................................................................................3 III. DRAINAGE DESIGN CRITERIA ...........................................................................................4 A. Regulations .....................................................................................................................4 B. Development Criteria Reference and Constraints............................................................4 C. Hydrologic Criteria...........................................................................................................4 D. Hydraulic Criteria.............................................................................................................5 E. Floodplain Impacts ..........................................................................................................5 F. Waiver/ Variance from Criteria........................................................................................5 IV. WETLAND PRESERVATION AND MITIGATION..................................................................5 V. DRAINAGE FACILITY DESIGN ............................................................................................6 A. General Concept.............................................................................................................6 B. Specific Details................................................................................................................6 VI. CONCLUSIONS....................................................................................................................8 A. Compliance with Standards.............................................................................................8 B. Drainage Concept ...........................................................................................................8 VII.REFERENCES......................................................................................................................9 VIII. APPENDICES A. GENERAL DATA B. SWMM DATA C. HYDRAULIC CALCULATIONS D. MAP POCKETS ASPEN HEIGHTS OFFSITE — FORT COLLINS FINAL DRAINAGE REPORT ENGINEER'S CERTIFICATION I hereby certify that this Final Drainage Report for the design of stormwater management facilities for the Aspen Heights student housing development was prepared by me, or under my direct supervision, in accordance with the provisions of the City of Fort Collins Storm Drainage Design Criteria and Construction Standards for the owners thereof. `\,`�,�f�9aIIBIIidHle� / ����,��� ��Q��bp,'�-, ��,��•�v c. o F.�>�., o � �, :. �� �; ry �W��� x'iY;� A� c o c f� . . C sc�'i`�!y',1'``.`` �0 G�q,� .t O�OC ��� v.�� Larry C. Owen, P.E. q, �J� y��i` Registered Professional�i�� State of Colorado No. 29871 1 ASPEN HEIGHTS OFFSITE - FORT COLLINS FINAL DRAINAGE REPORT I. LOCATION AND DESCRIPTION OF PROPERTY AND PROPOSED DEVELOPMENT A. LOCATION The proposed development is located in the Southwest Quarter of Section 1, Township 7 North, Range 69 West of the 6`h Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. The site is bounded on the north by Conifer St., on the east by Redwood St., on the south by Suniga Rd., and on the west by Blondel St. Adjacent developments and land uses, beyond the abutting streets, include residential and commercial to the north (Evergreen Park), residential to the east (Redwood Meadows), residential to the south (Old Town North), and commercial beyond the vacant land to the west. The site is entirely within the bounds of the City of Fort Collins. B. DESCRIPTION OF PROPERTY The site comprises a total area of 13.46 acres, of which approximately 7.18 acres is developable. The property is currently vacant, but has been used for agriculture in past. The current ground cover is a mix of native grasses. The site slopes relatively uniformly from northwest to southeast at an average approximate gradient between 0.5% — 1.0%. A remnant of the Dry Creek channel �ies within a tongue of the site, southeast of the proposed right-of-way for Suniga Rd. This portion of the site (approx. 1.84 ac) is effectively undevelopable, so the Dry Creek channel will not be impacted by the proposed devefopment, other than to a small extent by the construction of Suniga Rd. and to better convey runoff through a proposed box culvert under Redwood St. This box culvert drains into The Lake Canal Irrigation Company channel which passes to the southeast of Redwood St. and Suniga Rd. The native soils underlying the site are predominantly (89%) Nunn clay loams, with a small band of Caruso clay loams in the northeast quadrant of the site. Both of these soils fall within NRCS Hydrologic Soil Group C. The Preliminary Geotechnical Investigation that was conducted at the site generally confirms this characterization. Ground water was encountered at depths ranging from approximately six to nine feet, at the time of drilling. After 19 days, the depth to the water table had stabilized at between six and seven feet, throughout most of the site, with the exception of an area near the intersection of Blondel St. and Suniga Rd., where the depth to water was approximately ten feet. Flood plain mapping for the vicinity of the development site shows a FEMA-designated floodplain and floodway (the Dry Creek Floodplain) that extends into the intersection of Redwood St. and Suniga Rd. The floodplain and floodway boundaries are delineated on FEMA FIRM Panel # 08069C0977G, dated June 17, 2008. However, by way of the proposed design and the approved CLOMR, the 100-year floodplain has been completely mitigated in this area. 2 C. DESCRIPTION OF PROPOSED DEVELOPMENT The area of focus for this report are the surrounding roads; Suniga Rd. and Redwood St. These are the two major access roads for the proposed development described in the following paragraphs. The majority of the area will be paved roads while the remaining area will be natural and include a vegetation swale. The site is located within the proposed North East College Corridor Outfall, NECCO, Tnere are two scenarios that will be discussed within this report, the first being the temporary condition and the second will be the ultimate condition in which NECCO is fully operable. The interim condition will convey stormwater runoff from the development and will be directed via overland and gutter flow to appropriately sized and located storm drain inlets, culverts and drainage piping. More specifically it will be conveyed either just south and north of the intersection of Suniga Rd. and Redwood St. or through a swale just south of Suniga Rd. and through a proposed RCP culvert under Redwood St. Discharge from the drainage facilities will be piped to the nearby Lake Canal Irrigation Channel. The future condition will convey stormwater runoff much like the interim in that flow will be directed via overland and gutter flow to appropriately sized and located storm drain inlets. A large portion of the flow from Suniga Rd. will be picked up by additional NECCO inlets and be piped directly into the regional pond. From there, flow will exit via the pond outfali and continue the path of NECCO, eventually into the Poudre River. The interim drainage pond spillway does not require scour protection due to a minor slope of roughly 2.5%. II. DRAINAGE BASINS AND SUB-BASINS A. MAJOR BASIN DESCRIPTION The development site is located in the lower Dry Creek Drainage Basin, as delineated in the City of Fort Collins Drainage Basin Master Plan (City of Fort Collins, June 2004). Historically, runoff from this portion of the Dry Creek Drainage Basin has flowed overland to the southeast and into Dry Creek, which drained, historically, to the Poudre River. More recently, however, the Dry Creek channel has been largely impounded at Redwood St., such that flows in the channel, pond behind the embankment and eventually overflows, through a culvert and shaflow ditch, and drains into the Lake Canal Irrigation Channel. These flows will ultimately all be conveyed to the regional detention facility in large diameter pipes, then through the detention facility and on to a confluence with the Poudre River at a point near Mulberry St. and Timberline Rd. B. SUB-BASIN DESCRIPTION For purposes of analyzing the drainage regime for the proposed development, the project site has been subdivided into 28 on-site and 14 off-site drainage sub-basins, reflective of the anticipated final topography of the site. Of the 14 off-site sub-basins, seven are within the scope of this drainage report. These seven drainage sub-basins range in size from 0.69 acres to 6.27 acres. These on-site and off-site sub-basins comprise the drainage regime for 3 the project and are accounted for in the stormwater management analysis and the design of stormwater management improvements for the development project. While final grading of the development site will result in localized ridges and depressions, the overail direction of storm flow will continue to be from northwest to southeast, consistent with the existing predevelopment drainage pattern of the site. III. DRAINAGE DESIGN CRITERIA A. REGULATIONS The proposed stormwater management improvements for the Aspen Heights Offsite development are designed in compliance with the requirements of the City of Fort Collins Stormwater Criteria Manual (City of Fort Collins, December 2011) which adopts and amends the Urban Storm Drainage Criteria Manual (Urban Drainage and Flood Control District, Revised December 2012). The design of stormwater management improvements for the project also takes into account the previously developed designs for the North East College Corridor Ouifall (NECCO) Preliminary Design Report, prepared by Ayers Associates (January 2008). B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The criteria used as the basis for analysis and design of stormwater management improvements for this site are those found in the references cited in the section immediately above. To the know�edge of the author, there are no other capital drainage improvements planned for this portion of the Dry Creek Drainage Basin, aside from those referred to above, that would constrain or otherwise influence the design of the stormwater improvements for this site. C. HYDROLOGIC CRITERIA Stormwater runoff from the respective sub-basins of the Aspen Heights Offsite is analyzed for storms with 2-year and 100-year return frequencies. Due to the relatively small area of the developable portion of the site (less than 30 acres) and the fact that the off-site tributary flows are quantified in the NECCO Report, the Rational Method was chosen for use in the preliminary design of the on-site stormwater management system. However, it was determined that a SWMM model, via Autodesk's Storm and Sanitary Analysis software (runs SWMM 5.0 Engine)would be utilized to economize the site. Composite coefficients of runoff were calculated for the two design storm events, based on the applicable percent imperviousness of the respective surfaces (roof, pavement, landscaped areas, etc.) within the various sub-basins. Rainfall intensities were determined using information presented in the City of Fort Collins Stormwater Criteria Manual. For the Aspen Heights Final Drainage Report, the required detention capacity to accommodate the design 100-yr storm event was calculated using the Modified FAA Method. However, for this report, detention is not necessary as it is taken care of through 4 the detention pond specified in the Aspen Heights Final Drainage Report. Refer to the aforementioned report in regards to the required Water Quality Capture Volume. The design worksheets included in the Attachments to this Final Drainage Report present documentation of the hydrologic calculations for the offsite storm drainage system. D. HYDRAULIC CRITERIA Within the development, a significant portion of the runoff will be conveyed on the surface, initially as sheet flow and subsequently as concentrated flow in gutters and shallow pans. In order to minimize surface accumulations of runoff, the assessment of required capacity and the sizing of the respective components of the drainage system are based on the anticipated runoff from the 100-year storm event. No detention is planned within any of the areas for this report and it is the intent of the design that there be minimal, if any, accumulation of runoff in paved travel areas. Inevitably, however, some accumulation will occur under extreme storm events, due to the constriction presented by inlet openings upstream of the detention basin. In all cases, it is the intent of the design that the maximum depth of accumulation be less than one foot and that the duration of localized impoundment be short. The calculation spreadsheets included in the Attachments to this Final Drainage Report reflect this design approach. E. FLOODPLAIN IMPACTS As stated in Section I B (Description of Property) above, the existing Dry Creek floodp�ain and floodway will be impacted by the construction of Redwood St. and Suniga Rd. The impacts have been completely mitigated by the construction of the Interim Detention Basin to serve the Aspen Heights development. Upon completion of construction of the road improvements, a LOMR will be required. The CLOMR has been completed and approved by FEMA, while the LOMR will be completed after construction. F. WAIVER /VARIANCE FROM CRITERIA There are no waivers or variances from the City of Fort Collins Stormwater Criteria Manual requested in connection with the design of the stormwater management facilities for the Aspen Heights development. IV. WETLAND PRESERVATION AND MITIGATION There are currently wetlands within the main north-south drainage ditch and within the branch ditch, traversing the developable portion of the site. There are also wetlands within the area that has been developed as the detention basin. These wetlands have been delineated and mapped, and are the subject of a Wetland Delineation Report (Wildland Consultants, Inc., Nov. 2011). The total area of delineated wetlands amounts to 0.297 acres. All of the existing wetlands will be impacted by the construction of the proposed development, and it is proposed that the impacted wetlands be mitigated as part of the development of the site. Discussions with City staff lead to the conclusion that it would be preferable to implement the wetlands mitigation in a portion of the proposed detention basin, 5 in order to maximize the opportunity for successful re-establishment of a suitable habitat in an area that is somewhat removed from the occupied portion of the development. Details of the wetland mitigation will be developed in consultation with City staff, and will be presented on project drawings as they evolve. V. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT The design of the stormwater management systems for the Aspen Heights Offsite development is based on the premise that runoff generated within the site should be managed within the site, to the greatest extent practicable, such that there is no adverse impact to either the development or to adjacent or downstream properties, drainage facilities and watervvays. The grading pian for the site has been designed to promote positive drainage and to direct collectable runoff flow to the drainage structures. Within the bounds of the site, the proposed drainage patterns for the development will generally follow the historic patterns of the predevelopment site, with minor, localized exceptions to encourage flow into the drainage structures. Discharge of storm water from the developed site, however, wili differ in the short term, from the historic experience, in that in the interim condition the collected runoff will be discharged to the Lake Canal Irrigation Channel, rather than to Dry Creek and ultimately to the Poudre River. As stated earlier in this report, under current conditions, flows that enter the Dry Creek channel from the vicinity of the site, and upstream tributary areas, do in fact discharge to the Lake Canal Irrigation Channel, but that is not the historic condition. Dry Creek historically discharged to the Poudre River, and in the future with the full implementation of NECCO, the discharge from the Regional Detention Pond will be conveyed to the Poudre River. However, in the short- term, no facilities exist to convey the stormwater discharge to the Poudre River, so the Lake Canal has been chosen as an interim receiving waterway. The design worksheets included in the Attachments to this Final Drainage Report present details of the hydrologic and hydraulic calculations pertinent to the design of the off-site storm drainage system. A Final Drainage Plan, showing the concept for development of the site and proposed developed drainage patterns is included in the map pocket following the attachments. B. SPECIFIC DETAILS There are four collection and conveyance scenarios within the drainage regime associated with this development. The respective scenarios are described below. Runoff from Suniga Rd. is divided into to two separate, north (OS 8) and south (OS 9) sub- basins. OS 8 contains only flows from the 1.8 acre basin, while OS 9 captures off-site flows from the vacant land to the west in addition to its own flows. Both sub-basins convey overland flow into the associated curb and gutter. This concentrated gutter flow is carried the entire length of the street until it is met by Redwood St. Here, flow from OS 8 is carried north and OS 9 is carried south along the curb returns to the appropriately sized and located inlet DP 28 and DP 25, respectively. Thereafter, flow is transported via suitably sized storm pipe to the Lake Canal Channel. 6 Runoff from the northern stretch of Redwood St. is conveyed similarly as those on Suniga Rd. It has been broken up into west (OS 11) and east (OS 12) sub-basins. Starting as overland flow, it reaches the respective curb and gutter until it is met by a low point and an appropriately sized inlet just north of Suniga Rd. (DP 28 & DP 29). Flow is then transported via appropriately sized storm pipes and into the Lake Canal Channel. Similarly, the southern portion of Redwood St. has been split into west (OS 13) and east (OS 14) sub-basins. These sub-basins are initially conveyed via overland flows until it is met by the streeYs curb and gutter. This concentrated flow is transported to a low point and appropriately sized inlet just south of Suniga Rd. (DP 25 & DP 26). Flow is then carried via properly sized storm pipes and into the Lake Canal Channel. Sub-basin OS 10 is located just south of Suniga Rd. The natural area will convey initial rainfall via overland flow towards the proposed vegetated swale. Additional flows from the offsite basins west of the Aspen Heights' site will collect in this vegetative swale concurrently. Once concentrated in the swale, flow wili follow the meandering shape, generally southeast, into the proposed siphon box culvert located northwest of the proposed Osiander St. and Redwood St. intersection (DP 27). The culvert will transfer flows to the east side of Redwood where it will bubble up and transfer into an outfall swale connected to the Lake Canal Channel. Drop inlets on the west side of the culvert will convey flow into the siphon culvert, where it will eventually bubble up through drop inlets on the east side of the culvert. Western off-site flows currently are stopped by a small berm running parallel to the future Blondel St. The proposed design for the swale involves terminating this berm and subsequently lowering the existing 8" water line that runs directly underneath the berm in order to maintain adequate cover over the water line. The majority of the culvert swale meets the City of Fort Collins requirements in terms of side slope with the exception of a small portion bordering the east side of Redwood. Here, slopes are steeper (3:1 max) due to existing conditions that cannot be changed, including being bound by the property line, Redwood St. and the property to the east. Erosion control blanket measures have been taken to mitigate this issue and can be seen in the Erosion Control Plan in the Final Development Plans. The ultimate, NECCO condition will cause multiple interim structures to become obsolete. The first change involves the two basins within Suniga Rd. (OS 8 and OS 9). Within the scope of this project, four separate inlets will be placed roughly one quarter and midway between Blondel St. and Redwood St. These have been sized to capture roughly 80% of the flows along the respective paths and discharge them into the regional pond. The other modification from the interim condition is the fact that no flows will be entering into Lake Canal once both upstream and downstream NECCO is completed. In regards to this project, when NECCO is completed, all storm pipes that attenuate flow directly towards Lake Canal will be abandoned. This includes proposed pipe 502 and all existing pipes downstream of 502. Additionally, the as-built pond outfall pipe, its existing downstream pipes, the proposed swale, and the Redwood St. culvert will be abandoned. Following is a summary of the calculated storm runoff for the proposed Aspen Heights Offsite development. 7 DRAINAGE DATA SUMMARY TABLE COMP. RUNOFF DESIGN SUB-BASIN DESIGN BASIN IMPERVIOUSNESS COEFF. RUNOFF cfs I.D. POINT AREA ac I Cz Cioo Qz Q,00 Off-Site Basins OS-8 28 1.815 90.00 0.88 1.10 1.75 11.04 OS-9 25 1.879 90.00 0.88 1.10 1.78 11.25 OS-10 27 6.270 0.00 0.25 0.31 0.00 2.50 OS-11 28 0.590 95.00 0.92 1.14 1.02 4.84 OS-12 29 1.050 95.00 0.92 1.14 1.40 7.96 OS-13 25 0.700 95.00 0.92 1.14 1.85 6.96 OS-14 26 0.690 95.00 0.92 1.14 1.82 6.86 - 30 - - - - - 48.10 UD-Detention spreadsheets, SWMM and SSA analysis is included in the Attachments to this Report, presenting tabulations of the input data for the above table. Detention capacity requirements to accommodate the 100-yr storm event were completed in Aspen Heights Final Drainage Plan. VI. CONCLUSIONS A. COMPLIANCE WITH STANDARDS The design of the storm water management improvements to serve the Aspen Heights Offsite development is in compliance with the City of Fort Collins Stormwater Criteria Manual, as well as Chapter 10 of the City of Fort Collins Municipal Code. The criteria and recommendations of the Urban Storm Drainage Criteria Manual are also reflected in the design of the drainage systems. B. DRAINAGE CONCEPT The proposed drainage improvements for the Aspen Heights Offsite development will effectively protect the proposed development, as well as downstream properties, from storm runoff, resulting in no adverse impacts from the improvements proposed for this site. Development of the site, as proposed, should have a beneficial impact on water quality in downstream drainage facilities and drainage ways by reducing the rate of runoff from the site, compared to that from the existing previously undeveloped property and by significantly delaying the initial discharge of runoff from the site such that sediments and other potential pollutants typically carried by this first flush are removed from the flow. 8 VII.REFERENCES "Aspen Heiahts Final Drainage Plan" Quality Engineering, October, 2013 "City of Fort Collins Stormwater Criteria Manual" Cit� of Fort Collins, Adopted December 2011 "Citv of Fort Collins Municipal Code", Chapter 10 — Flood Protection and Prevention City of Fort Collins, 1987 "Urban Storm Drainage Criteria Manual", Volumes 1 & 2, UDFCD, Revised December 2012 "Urban Storm Drainaqe Criteria Manual", Volume 3, UDFCD, Revised December 2012 9 APPENDIX A - GENERAL NRCS SOIL DATA FEMA FIRMETTE DRAINAGE BASIN COMPONENT AREA DATA RUNNOFF COEFFICIENTS & PERCENT IMPERVIOUSNESS TABLE RA-9 RAINFALL INTENSITY-DURATION-FREQUENCY TABLE FOR USE WITH SWMM TABLE RO-14 SWMM INPUT PARAMETERS NECCO SWMM PARAMETERS Hydrologic Soil Group—Larimer County Area,Colorado (Aspen HeigMs Subdivision-Fort Collins,CO) N 4 O 493840 493920 494000 494080 a4:160 494240 494320 40'36'13' _ . .. . . � , 4u`36'13'• ��d�' ` . �.. . � "� ,�.,.� 114. , � �". �. ��_ .a. . � � � td � w �r +M�" � � +�„";.:` .. 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I � p 'a � ' �x . i � i i . m �7�7� "(�f �Ai. iF < SLY������ �x � ��� �f �Y A+M Pi���, ' , '�� :� ,� ��_ I � . y s � -_----_ L ' S� -- - i:} _____ _ �'� � '� a r ».M , I -. -�gS __- -�� ` � > _�r�'.._*.. �� ., -- � --_ � . __ _ _ �l ' __ 1--___ _- _ _ ��.:�. .i. - ._ .;' '---__ i ...�a' a, ____ __ _ �� ---__ � t G���; � � � ----_ �., .w�`` o - 40'35•50" - � '-_ I .. m 40'35'50" d493840 499920 494000 494080 49A160 494240 454320 � Map S�ale 13,380 A printed on As¢c(B.:i x 11')sheet. � 0 � N Meters ;� _ � 0 3a eo ,zo ,eo � Feet 0 100 200 400 600 tlSf)A Natural Resources Web Soil Survey 12/14/2011 � Conservation Service National Cooperative Soil Survey Page 1 of 4 � a 00 O � 01 a � � N N O - C � � � � � � � m'o y E � L N � � � Q1 � o m a� 'o " � a � V � C dj N V m -p y j C 41 (0 C T O l0 � �� � -O N p` . L a lV � U N U 0 � � In C Ol E N U/ U O-p � � j C O - Y N Z � n N d N N a�„ O O � U � � N n N N O x N U N� N.D y Z j,fh U O � « « r � �' N � � t0 f0 d ul y � � Z V O V � N I Qev 3 'n o m E o n c � ¢ �o .D L o m � � p � a� n �' � E U = Z 0 � - L 3 ` m .: 'yN-j a � U l0 .L.. � L � N fh � a T l` � N Q N � � a y E � � ` � � � � N � a� U a o �m dwoc af0i � °' °' y � � o m '� � m � � >. > � o L 3 � 0 3 0 o r o E � � d Z � N .a � � O N N � � N E UI U O a y � � T � E � aTiDod c10i mL � � � E " a� � ° a"iE Q a U m � t � � �' .3 = � °� � > 3 m� « N y �' N � � J � y J N L � C d � o � E �`o m> � z � d - � oY o m � " m E o' Et Y T� a� � m m E ° rni,-� tn T � C N N N � � d . O 'O � Z O C N ~ p O pCj � � (n N � a � N L C a� N J (/J N j� « U �` � (n N j C � N � a f0 y - �m �' m E `m a�i m � m `o - m v � � Q � r -o � � -�o a � � `myc°'im mm � � `o y � � Z °' a�iEmE N lV L (0 � ._ l0 - N UI O d O L d O � l6 r o � � � 3 w E nm a E tn � U � � u� u� ❑ I- � � `o T U U Z N ] � C � Q U � o C � j UI Q LL � ,> U ' - � � o � � o � a E .u� a o - � � U `m � J � � d� C > O O �/1 � U' m Z o °� �n = U � � N O N d O Q � m T v O `-' = Q ¢ m c m Z � � H � U L W'^ N � 0 C = y O O �+ ^ G O. D yi � � � D W Q O � N N N N w N K p � J h m �o y o 0 0 0 � :: m ` � �� d N �`° o a d Q m a Q a m m U U ❑ Z U in o � = � � � � C IL A q � A o o ❑ ❑ 0 ❑ ❑ � ❑ o Q d � � 2 , � „ m y A A Q M 6 �i f V � �2 m d � N � C O y O m � � Z � d � � .. c A o Z U s� ��i- Hydrologic Soil Group-Larimer County Area,Colorado Aspen Heights Subdivision-Fort Collins,CO Hydrologic Soil Group Hydrologic Soil Grou�-Summary by Map Unit-Larimer County Area,Colorado(C0644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 22 Caruso clay loam,0 to 1 C � 3.5 8.2% '�� percent slope ' � � ----- --��------ -. .. - -- - --�----- �I 73 I Nunn clay loam,0 to 1 C 39.0 91.8% percent slope I Totals for Area of Inter _ est 42.4 700.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate(low runoff potential)when thoroughly wet. These consist mainly of deep,well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method. Dominant Condition ��s��� NaWral Resources Web Soil Survey 12/14/2011 �� Conservation Service National Cooperetive Soil Survey Page 3 of 4 Hydrologic Soil Grou�Larimer County Area,Colorado Aspen Heights Subdivision-Fort Collins,CO Component Percent Cutoff.� None Specified Tie-break Rule: Higher USDn Naturel Resources Web Soil Survey 12/14/2011 '� Conservation Service National Cooperative Soil Survey Page 4 of 4 4 H, �� . _ . Y�P W P .. 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J �w P ,_J a ,l ` �" j-'4 I .O l �'. X � w � �<s. 6 I 'n» w t ais i3aN�-ia .... _�____ _ ___._� w � I Q N W X Z O W �Q Z W� N1- o � Q � N �: " ` �., _.- � - -_ - ``v�,: rI � � % � � , _ �- .IFROMI -Sn�t LiV03� C3`J � f�li/•, _ ll V � ��a�i� f`. u: v (l ��,�� �� f� �a � �f� � � / _ J \ ��C� � �' '\J f1N3�V 3:�31�0'1 L � ��;1: w C/� X w a � a� � 89(ii __ a�n — �G W � .�� �' ASPEN HEIGHTS-FORT COLLINS DRAINAGE BASIN COMPONENT AREA DATA 11/24/2014 Basin I.D. Total Area Pavement Buildin s Landsca ed s.f. ac s.f. ac s.f. ac s.f. ac OS1 53,884 1.237 41,006 0.941 0 0.000 12,878 0.296 OS2 15,420 0.354 11,488 0.264 0 0.000 3,932 0.090 OS3 46,391 1.065 31,980 0.734 0 0.000 14,411 0.3?1 OS4 21,432 0.492 12,576 0.289 0 0.000 8,856 0.203 OS5 214.185 4.917 0 0.000 0 0.000 214,185 4.917 OS6 20.735 0.476 0 0.000 0 0.000 20.735 0.476 OS7 92 086 2.114 0 0.000 0 0.000 92 086 2.174 OSS 79.061 1.815 71.7 55 1.634 0 0.000 7 906 0.182 OS9 81,849 1.879 73,664 1.691 0 0.000 S 185 0.188 OS10 121.140 2.781 0 0.000 0 0.000 121.140 2.781 OS11 53,622 1.231 50.941 1.169 0 0.000 2 681 0.062 OS12 75,141 1.725 71,384 1.639 0 0.000 3757 0.086 OS13 30 447 0.699 27 403 0.629 0 0.000 3 045 0.070 OS14 29.480 0.677 26.532 0.609 0 0.000 2 948 0.068 -Slte Subtota 874,947 20.086 364,194 8.361 0 0.000 510,752 11.725 1 A 1,416 0.033 212 0.005 0 0.000 1,203 0.028 1B 13,155 0.302 4,749 0.109 1.689 0.039 6,718 0.154 2 39,117 0.898 17,534 0.403 3.141 0.072 18,442 0.423 3 13,199 0.303 1,574 0.036 3,959 0.091 7,665 0.176 4 50,977 1.170 7,203 0.165 9,759 0.224 34,015 0.781 5 36,373 0.835 6,201 0.142 6,295 0.145 23,877 0.548 6 29,882 0.686 14,306 0.328 5,745 0.132 9,831 0.226 7 100,362 2.304 45,622 1.047 22,934 0.526 31,807 0.730 8 36,982 0.849 4,452 0.102 4,973 0.114 27,557 0.633 9 35,806 0.822 16,111 0.370 6,246 0.143 13,449 0.309 10 10,130 0.233 5,607 0.129 832 0.019 3,691 0.085 11 31,587 0.725 11,380 0.261 6,518 0.150 13,689 0.314 12 13,809 0.317 8,020 0.184 1,927 0.044 3,862 0.089 13 159,865 3.670 68,956 1.583 36,408 0.836 54,502 1251 14 36,024 0.827 4,774 0.110 8,028 0.184 23,222 0.533 15A 42,762 0.982 21,798 0.500 11,611 0.267 9,353 0215 15B 34,426 0.790 16,129 0.370 6,831 0.157 11,466 0263 16 43,734 1.004 18,169 0.417 9,975 0.229 15,589 0.358 17 26,723 0.613 15,027 0.345 2,614 0.060 9,082 0.205 18 42,907 0.985 21,802 0.500 5,946 0.137 15,159 0.348 19 42,994 0.957 15,191 0.349 10,983 0252 16,819 0.386 20 42,384 0.973 16,302 0.374 7,886 0.181 18,195 0.418 21 85,683 1.967 38,022 0.873 18,079 0.415 29,582 0.679 22 68,781 1.579 32,288 0J41 12,006 0276 24,487 0.562 23 10,468 0.240 0 0.000 0 0.000 10,468 0.240 24 18,339 0.421 5,379 0.123 3,587 0.082 9,373 0.215 25 27,617 0.634 15,235 0.350 1,422 0.033 10,960 0.252 26 39,640 0.910 11,543 0.265 4,924 0.113 23,173 0.532 27 5 924 0.136 244 0.006 114 0.003 5 567 0.128 on-siteSubtota 1,141,065 26.195 443,830 10.189 214,432 4.923 482,803 11.084 Trib Area Toial 2,016,012 46.281 808,024 18.550 214,432 4.923 993,555 22.809 DRAINAGE DATA SUMMARY TABLE COMP. RUNOFF DESIGN SUB-BASIN DESIGN BASIN IMPERVIOUSNESS COEFF. RUNOFF cfs I.D. POINT AREA ac I Cz C,00 Qz Q,00 Off-Site Basins OS-1 2 1.237 76.10 0.78 0.98 1.00 7.85 OS-2 3 0.354 74.50 0.77 0.96 0.49 3.06 OS-3 16 1.065 68.94 0.73 0.92 0.85 6.92 OS-4 17 0.492 58.68 0.66 0.83 0.58 4.18 OS-5 22 4.917 0.00 0.25 0.31 1.34 19.68 OS-6 5b 0.476 0.00 0.25 0.31 0.07 3.47 OS-7 19 2.114 0.00 0.25 0.31 0.17 10.68 OS-8 28 1.815 90.00 0.88 1.10 1.75 11.04 OS-9 25 1.879 90.00 0.88 1.10 1.78 11.25 OS-10 27 6.270 0.00 0.25 0.31 0.00 2.50 OS-11 28 0.590 95.00 0.92 1.14 1.02 4.84 OS-12 29 1.050 95.00 0.92 1.14 1.40 7.96 OS-13 25 0.700 95.00 0.92 1.14 1.85 6.96 OS-14 26 0.690 95.00 0.92 1.14 1.82 6.86 - 30 - - - - - 48.10 On-Site Basins 1A 2 0.033 14.99 0.35 0.44 0.02 0.31 1 B 5b 0.302 47.65 0.59 0.74 0.22 2.74 2 2 0.898 52.05 0.62 0.77 1.10 8.33 3 3 0.303 38.92 0.54 0.68 0.29 2.66 4 16 1.170 31.36 0.48 0.60 0.64 7.60 5 17 0.835 32.62 0.49 0.61 0.55 6.28 6 5 0.686 65.18 0.72 0.90 1.17 6.70 7 5 2.304 66.02 0.73 0.91 2.52 18.80 8 5 0.849 24.14 0.43 0.54 0.44 7.58 9 8 0.822 60.70 0.69 0.86 1.22 7.80 10 8 0.233 62.75 0.69 0.87 0.45 2.29 11 8 0.725 54.60 0.65 0.81 1.18 6.99 12 8 0.317 70.64 0.75 0.94 0.61 3.12 13 10 3.670 63.63 0.71 0.89 4.39 31.17 14 11 0.827 33.31 0.50 0.62 0.46 7.82 15A 12A 0.982 75.41 0.80 1.00 1.29 9.00 156 126 0.790 64.71 0.72 0.90 1.09 7.38 16 13 1.004 62.07 0.70 0.88 1.45 9.51 17 13 0.613 65.04 0.71 0.89 1.02 5.07 18 13 0.985 63.28 0.70 0.88 1.12 8.83 19 14 0.987 58.32 0.68 0.85 1.41 9.54 20 14 0.973 55.21 0.65 0.81 1.52 9.32 21 15 1.967 63.36 0.71 0.89 2.83 18.28 22 18 1.579 62.65 0.70 0.88 2.47 14.91 23 22 0.240 0.00 0.25 0.31 0.02 1.24 24 19 0.421 46.93 0.59 0.74 0.29 3.69 25 11 0.634 59.80 0.67 0.84 0.99 6.12 26 SE 0.910 40.30 0.54 0.68 0.83 8.33 27 22 0.136 5.84 0.29 0.37 0.02 1.07 s� �y�o �so ibo czo si o �i o ozi ��ro vso �t�o ��z�o s��o �i�o s i i IL�O 9�'0 ht�0 L�'0 6l'0 hl'0 Olf iL'0 85'0 SV 0 �{Z'0 6l'0 VI"0 SOl SCO pJ�O Lt'�0 6�'0 OZ'0 SI0 00l fiCO ZJ'0 �b'0 Oti�O lC'0 �['0 56 IR'0 t�)'0 OS'0 Iti'0 ZZ'0 91'0 06 b8'0 99'0 �S'0 Z�'0 �Z'0 LI'0 SS LH'0 69'0 bS0 bti'0 bZ'0 L l'0 ON 16'0 �L'0 95'0 S:'0 SZ'0 81'0 SL �6'0 SL'0 6S'0 Lti�O LZ�O 61�0 9L p0'I 6C0 Z9'0 6L'0 8i,'0 OZ'0 S9 9q'I b3'0 L')'0 7,�'0 Zb'0 OL'0 09 ZZ�I L60 LCO Oy'0 6b'0 Sti'0 SS 9b l 9l l �6'0 IL 0 S�0 Zt'0 0� 8h'Z L6'1 �� I l�'1 66'0 [L'0 St �I'4 LZ'£ 19�� ZO'� t9'I Sl'I Oh 56'G 06'L 0�'9 LS'b L6'� SS'� Sf 64'S 9ti'b �{b';; 69'Z 61'Z L�'I Of bB�Z SZ'Z OS'l G£�I £t'I IH�O SZ iZ'� !,L'l fb'f 60'I 68'0 by'0 0� . ti£'I 50'I t-S'0 59�0 f�'0 5£�0 �I tl'I 06�0 ZL�O 1)s�0 SY'0 �£'0 01 00'I (iC0 t`J�O Gb'0 Ob'0 6i.�0 S (�4/u�) �a4;u�) (�y,'ui� fn�;w) (.n��w) (.iy�ui) (wui) ��isua�u� ��isualu� ti�isu�au� i�isu��u� tia�suaau� na�su�au� uuile.m(1 .��,��1-OOl a�;�A-OS ���:1-SZ ��'�,1-01 ac�A-5 a��,l-Z 6U1�:115 41�n�is;��o� a�ye�,�auanba.i�-uoile�nU-.��isualul II�.{uleil sui11�J l.�o�.lu.�llJ—6-t'21�I9C.L 6-V2I�19e1 ui papino�d air. slua�o ��e�uic� suqloJ uo� au�(�i,�aEa4-001 Puc'-0� �-SZ '-Ol `-c `-Z aip ao� sydF�a�ol��ll sa�y tndui 1'V6�h1S aui�eai� uay.M pa��a�as aq �snui uoqdo indw ydei3o�ariy ay.l. �IN1U:k�S.�o.�sa.�.�nJ: auan a��-uoile.�nQ-. ��sua�ul I'h sn�u��ua se pea�oi'P�PPe si j'/,uor't�a5 mau V l�f) Table RO-13 SWM11119 Input Paramcicrs Depth of Stora�e on [mpervious Areas 0.1 inches Dapth of Storage on Perviou,Areas 0.3 inches Adaximum Infiltration Rtdr 0.51 inches/hottr Minimum Infiltration Rate 0.50 incheti/hour Decay Rate 0.0018inches/sec Zero 1)e[ention Depth I°6 hl�mnine's n l'alue tix Pervioii� Surfaces 0.02� Mannin�'s n Value for Tmperviais Surtaces 0.016 4.3.2 Pcrcious-Impervious Arca Tahle R(�-14 Should be used to detennine preliminary percen4lge� of impen�iou5 lund co�cr ibr a gi�cn land-usc or zonine. Thc linal dcsi�n mu,t be based on the actual �ihysir.il dc,i�m conditions of lhc sitc. "1'ablc RO-14 Pcrccnt Impci�iousness Rclationship [o I,and t'sc"' PF:RCF:\"I' Ii1IPER�'IOUS ('%�) I.ANI7 USl? C)R 70NWCi 13usinc5s: T 20 CCN,Cc'R.C\ 70 �. RI)R.( ('. LC �0 C. NC:, l, D. I IC.CS 90 Rcsidcntial: RF.IIE 30 RI_, NC'I. 45 LMN,NCM SO h1MV, N('1�3 70 Opcn tipacc Opcn Spacc iind Parks(POI_) 10 Onen S�iace along ti�othills ridge 20 (PUL,Rf�1 RC 20 *Pnr updatcd zoning dcti�niutions and dctinition,, plcasc rcfcr «� Articic Pour uf thc (��ity Land Use Code.as amended -13 i1/ELL"o �,e��i�✓/i.�,g.�y �//�s.�.✓ ��.er - E�'�f s�./iy� o�r�T 2 .�1�X �/� ����d� �r ��� � n�o�� � ,E L9 9�Tor,�� N������) /'v� _ ,�. f FLat✓ i�/flocJ D `/ N1 � 6/,il Carryover_TO B9A JUNCTION SO.SF 50.56 n 00�39 0.121 _ EG Outlet 3 JUNCTION G.00 "72.06 0 U1:09 D.000 2.683 � � F.G Outl.et 9 Jl1NCTION D.00 72.07 0 01:09 0.000 2.GOJ � i E7C IN 205 JUNC1'ION D.OD 41.11 0 00:35 0.000 0.396 - EX ZN 309 JUNCTION 0.00 29.93 0 00�35 0.000 0.230 F.X iN 305 JUNCTION 0.00 59.43 0 00:35 0.000 0.595 EX MFi 112 .PJNCTION 0.00 203.98 D 00:36 0.000 1.983 IN 803 JUNCTION O.DO 02.61 0 00:35 D.D00 0.985 IN 804 SUNCTION 0.00 272.95 0 00:35 0.000 2.779 IN 805 JUNCTION f1.00 205.06 0 00:35 0.000 3.483 IN 810 JUNCTION 0-00 86.53 0 00:35 0.000 0.860 INLET ASA JUNCTION 0.00 20.60 0 00:32 0.000 0.187 INLET ASB .7UNCTION O.DO 44.32 � 0 00:32 0.000 0.910 INLET A6 ,7UNCTION D.00 72.65 0 00:35 0.000 0.6"71 INL[•:'1' A7A JUNCTION D.00 14.78 0 00:35 0.000 0.140 TNLET�A78 ,:fUN<"I'70N 0.00 14.68 0 00:35 0.000 0.140 INLET ABA .7LJNCTION 0.00 24.39 0 00:35 0.000 0.239 INL6T 118B JUNCTSON 0.�0 11.89 0 00:35 0.000 0.112 INLE'C A9A SUNCTION 0.00 50.13 0 00:35 0.000 0.486 INLET A9B JI7NCTION �.DO 23.79 0 00:35 O.D00 0.233 INLET B10A .7UNCTZON 0.00 94.00 0 00:33 0.000 0.7'/l TM�F.T B108 JUNCTION 0.00 25.85 0 00:34 0.000 0.2k3 INLP•.T �4A .7[JNCTION 0.00 6l .34 0 00:34 0.000 0.360 INLET 648 JUNCTION 0.00 33.51 0 00:35 0.000 0.313 iNLET BSA ,7UNCTION O.OD 38.14 0 00:35 0.000 0.367 INLF.T 86A JUNCTION 0.00 1B.71 0 00:35 D.00Q 0.201 INLE'7' B7A JUNCTION 0.00 25.67 U 00:34 �.000 0.239 \ INLET BBA ,7LJNCTION 0.00 71.77 p 00:39 0.000 0.110 ����TS Rl �oUTN ��v INI,ET 89A � JUNCTION 0.00 60.23 0 00:35 0.000 0.212 �F �g�UE S�'Q(lCE 1��'� iNLET D9R .7UNCTION 0.00 18.76 0 00:34 0.000 0.201� �egTf-{ oF [�4�//FE� ST INLET ClA JUNCTION 0.00 59.�4 0 00:35 D.00J 0.659 ZNLET C4A ,TUNCTION 0.00 12.48 0 00:33 0.000 0.099 INLE�C C4B JUNCTION 0.00 2G.71 0 00:35 0.000 0.325 INI,ET C6A JUNCTION 0.00 14.50 0 00:32 D.000 O.103 INLET C6B JUNCTION 0.00 10.68 0 00:35 0.000 0.103 �,, 1Ni,E'P E21 .7lINCCZON 0.00 48.03 0 00:35 0.000 0-99P / 1 ZNLE'P F.ZA JUIJCTION 0.00 17.84 0 00:39 0.000 0.1G5 INLET E2B JiTNCTION 0.00 35.93 0 00:35 0.000 0.3H5 J 912 JUNCTION 0.00 132.14 (1 00:55 0,000 9.970�-- /�✓��� Ta ��-S C"'���yE J70 JlJNCTION 0.00 10"7.94 0 00-36 0.000 3.460 �,E't1� Ca�/�FE� �T J11 SONCTION 0.00 25.65 0 00:36 0.000 2.714 QUL✓C.�7��• J2 JLTNCTION 0.00 5.01 0 03:06 0.000 1.440 � J3 JUNC'1'ION 0.00 5.01 0 03:14 D.000 1.938 J9 ,IUNCPION 0.00 10.73 0 00:36 0.0�0 1.515 JS JUNCTION U.bO 62.48 0 00:35 0.000 2.078 J6 ,TUNC'TION 0.00 9.71 0 00:22 0.000 1.745 J7 JUNCTION 0.00 62.15 0 00:35 0.000 2.635 JB JUNCCION 0.00 78.50 0 00:36 0.000 3.048 J9 JU[JCTION 0.00 25.22 0 00:38 0.000 2."]00 JUNCTION C2C JUNCTION 0.00 46.39 0 00:34 0.000 1.139 JUNCTION C2E .7SINCTION 0.00 39.35 � 00:32 0.000 1.036 Link 209+280 ,7i7NCTION 0.00 23.05 0 02:01 D.000 3.238 MH 101 JUNCTION 0.00 135.29 0 00:35 O.DD� 1.449 MH l7J JUNCTION 0.00 175.59 0 00:36 0.000 0.932 MH 400 . JUNCTION 0.00 78.52 0 00:33 0.000 1.018 MH 401 .NNCTION 0.00 165.03 0 00:31 0.000 1.437 MN S00 JUNCTION 0.00 20.30 0 OO:SB 0.000 3.620 MH 501 JUNCTION D.00 20.30 0 00:58 0.000 3.620 MII 502 JLiNC4'ION 0.00 20.29 0 00-59 0.000 3.620 MH 503 JUNCTION 0.00 20.29 0 01:12 0.000 3.620 MH 600 JUNCTION 0.00 11.35 0 07:26 0.000 3.938 h6I 604 Ji7C7CTION 0.00 309.07 0 00:35 0.000 7.046 MH 700 JUNCTION 0.00 127.79 0 00:51 0.000 9.540 MN 701 JUNCTION 0.00 132.88 0 00:51 O.00U 9.890 MH 913a JUNCTZUN 0.00 124.SA 0 00:35 0.000 1.363 MH 919b NNCTION 0.00 98.25 0 OD:3� 0.000 1.162 MH A1 JUNCTION O.UO 379.69 0 00:59 �.OUO A8.359 �MH A10 NNCTION D.00 130.21 0 02:15 O.00U 20.906 MN A2 JUNCTLON 0.00 375.73 0 OO:i6 0.000 98.056 MH A2A JUNC7'iON 0.00 12.05 0 05:19 0.000 3.338 '� M!{_A2B JUNCTION 0.00 80.47 D 00:3q 0.000 4 .008 �G OWEN CONSULTING GROUP, INC. DESIGN WORKSHEET Client: Breckenrid9e Land Acquisition, LP Job No.: 11-358 Project: Aspen Heights — Fort Collins By: MAP Date: 11/24/14 Task: Erosion Control Security Deposit Checked: Date: Page: 1 of: 2 According to current City of Fort Collins policy, a projecYs erosion control security deposit is based on the larger of: . 1.5 times the estimated cost of installing the approved erosion control measures, or • 1.5 times the cost to re-vegetate the anticipated area to be disturbed by construction activity. INSTALLATION OF APPROVED EROSION CONTROL MEASURES ITEM QUANTITY UNIT PRICE TOTAL Silt Fence 2,831 If $ 1.90 $ 5,378.90 Wattles 3 Each $ 100.00 $ 300.00 Inlet Protection 7 Each $ 150.00 $ 1,050.00 Vehicle trackin ad 2 Each $ 1,750.00 $ 3,500.00 Concrete Washout 1 Each $ 928.00 $ 928.00 SUBTOTAL $ 11,156.90 SUBTOTAL TIMES 1.5 $16,735.35 REVEGETATION OF DISTURBED AREA ITEM QUANTITY UNIT PRICE TOTAL Seedin /Mulchin 1.50 ac $ 843.00 $ 1,264.50 SUBTOTAL $ 1,264.50 SUBTOTAL TIMES 1.5 $ 1.896.75 Client Breckenrid�e Land Acquisition, LP Job No.: 11-358 _ — - -- Project: Aspen Heights—Fort Collins Date: 11/24/14 Task: Detention Requirements Analysis Page: 2 of 2 An erosion control security deposit is required in accordance with City of Fort Collins Stormwater Utility policy. In no instance shall the amount of the security be less than $1000.00. 1. According to current City of Fort Collins policy, the erosion control security deposit is figured based on the larger amount of 1.5 times the estimated cost of installing the approved erosion control measures or 1.5 times the cost to re- vegetate the anticipated area to be disturbed by construction activity. a. Based on current unit price data provided by a local erosion control company, the cost to install the proposed erosion control measures is approximately $11,156.90. As per City requirements, 1.5 times the cost to install the erosion control measures is $16,735.35. b. Based on current unit price data provided by a local erosion control company, and based on an actual anticipated net affected area which will be disturbed by construction activity (approximately 1.50 acres), the estimated cost to re- vegetate the disturbed area will be $1,264.50. As per City requirements, 1.5 times the cost to re-vegetate the disturbed area is $1,896.75. CONCLUSION: The erosion control security deposit amount required for Aspen Heights Fort Collins shall be $16,735.35. � APPENDIX B - SWMM DATA SWMM MAP 100-YEAR REPORT 2-YEAR REPORT 100-YEAR ; � „ o�-o, �NECNECC089B Link-e � INLET- 307 NECCOMH_701 S Link-7fi � 052 EX1� S 300�.PIPE-(307)/ � / DP .Link�S �N�NECCODRAINS� ��� »A Jll•• •••'� . . ES(4t8) /INLET��6) PIPE409 ••MH�(4161 .� ,.�-. - .-. �I E�GHNL %X/i. . / 150 / ����MH-409A'nIIMH662�UMMYPE-(408) CHNL3 PIPE-�4 �.i " � � FFS-(d1�INLET- 414) PIPE- 401)-1 ,(,�j 2 CHN�3B PIPE4096 /���/�f STO SERIES 300}PIPE-(306 / �B � �STOSEflI11NLET- 4�2-(411)1 /�//�/� AM HOLE-(305) �� HNL4 {'{/������STO SERIE53007 PIPE�(305 � MLET�4096 � i��i1LL////>l//////.�/// //// EFES-(400 O SEflIES 300�.PIPE�(304',��HOLE�(304 OS4 PIPE-609G) / � rUPBF.lS�OSEPIE5300�.PIPE-(303, �+.�.��'���/ �5� � �STOSFaIESGM�oiGURB12-r�ocllP9A2 LET-(302) 5 WLET-(409C) DPBB' CUR811 �INL[T��404); MLET-(403)Z STOSERIESDP9A1CUR813� FFFF-lan�1 p� FES-1a02 /�9 / �STO SER - "^^� � CHNL INLET-(421C) � ��� � � /CHNL ��ERIE53�.PIPE(302) pp i / �/, ,, / � �/ ��� / As2 PIPE-f411C) � ' �STO ERIESMLET-(a24�.23��)).PIPE- ,PI(MH-(4HN)�����)) � DP77 ;%' ' /,.,,}. _ i iCURB4G �v �-%i� . � � �STOSERIINLE7�(401)5� 400) �S W�ET-(301�5�[ST020qNLET��20'W�ET-(203) I nlet-(427 8. / i/ PIP6(4118) i �STO SEflIES 300�.PIPE�(300) Inlet-(421A CHNLB /� /� OSS PIP6(411A) /�� � , EF6-(300) i ��- i����i Link-83 INLET- a21) (STOSERIES4aoJ.PIPE-�411) FES- 420 �W�InlerimPond NECCO Link-86 OUTLET-(509) PM1F CURB S8 �STORMSOO�.PIPE-(508) �S9 - Blinn op/,p,NHOLE-(577) �STORM SOO�.PIPE-IS �^"°^�w"'."""" MH508CBULKHEADI 051 �PIP6507B)� � 507ADUMMY MH507DUMAA`/ NHOLtr5U7 InIetMH51013 PIPE 5� / 50 � MANHOLE-(505) i � „ � MANHOLE-(502) STORM 500�PIPE-(505) �r�/�w///�r �STOfiM SOO�.PIPERCBC_INLET BU88LER RCBC .50�Mu-SMnIIMMy �STOFiM L -•EFES-(500j"�) Storm and Sanitary Analysis Page 1 2014_11-20.rpt EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.007) -------------------------------------------------------------- 100-YEAR WARNING 08: elevation drop exceeds length for Conduit 511 WARNING 02: maximum depth increased for Node EFES - (300) WARNING 02: maximum depth increased for Node EXMH1 WARNING 02: maximum depth increased for Node FES - (420) WARNING 02: maximum depth increased for Node INLET - (203) WARNING 02: maximum depth increased for Node INLET - (403) WARNING 02: maximum depth increased for Node INLET - (404) WARNING 02: maximum depth increased for Node INLET - (419) *************.*******+.*+******************************** NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ************.++**++*+**+********************************* **************** Analysis Options *****�******�*** Flow Units . . . . . . . . . . . . . . . CFS Process Models: Rainfall/Runoff . . . . . . . . YES RDII . . . . . . . . . . . . . . . . . . . NO Snowmelt . . . . . . . . . . . . . . . NO Groundwater . . . . . . . . . . . . NO Flow Routing . . . . . . . . . . . YES Ponding Allowed . . . . . . . . YES Water Quality . . . . . . . . . . NO Infiltration Method . . . . . . HORTON Flow Routing Method . . . . . . DYNWAVE Starting Date . . . . . . . . . . . . JAN-01-2000 00:00:00 Ending Date . . . . . . . . . . . . . . JAN-01-2000 23:59:59 Antecedent Dry Days . . . . . . 0.0 Report Time Step . . . . . . . . . 00:05:00 Wet Time Step . . . . . . . . . . . . 00:05:00 Dry Time Step . . . . . . . . . . . . 00:05:00 Routing Time Step . . . . . . . . 1.00 sec Variable Time Step . . . . . . . YES Maximum Trials . . . . . . . . . . . 8 � Head Tolerance . . . . . . . . . . . 0.005000 ft ************* Element Count Page 1 2014_11-20.rpt ************* Number of rain gages . . . . . . 2 Number of subcatchments . . . 43 Number of nodes . . . . . . . . . . . 77 Number of links . . . . . . . . . . . 76 Number of pollutants . . . . . . 0 Number of land uses . . . . . . . 0 ****+*********�* Raingage Summary **********�***** Data Recording Name Data Source Type Interval ------------------------------------------------------------------------ FortCollins100yr CFC100YR INTENSITY 5 min. FortCollins2yr CFC2YR INTENSITY 5 min. ******************** Subcatchment Summary ******************** Name Area Width �Impery %Slope Rain Gage Outlet ------------------------------------------------------------------------------------ ----------------------- 053 1.06 40.71 69.00 0.4000 FortCollins100yr Out-01 15A 0.98 150.00 75.00 0.5000 FortCollins100yr INLET - (307) 156 0.79 130.00 65.00 0.6000 FortCollins100yr INLET - (306) 2 0.90 135.32 52.00 0.8300 FortCollins100yr DP2 3 0.30 32.42 39.00 1.0000 FortCollins100yr INLET - (419) 4 1.17 39.12 31.00 2.0000 FortCollins100yr Out-01 5 0.84 90.33 33.00 0.4000 FortCollins100yr DP17 6 0.69 146.64 65.00 2.0000 FortCollins100yr INLET - (414) 7 2.30 115.61 66.00 1.0000 FortCollins100yr INLET - (412) 8 0.85 117.03 24.00 2.0000 FortCollins100yr FES - (411) 9 0.82 123.42 61.00 1.0000 FortCollins100yr Page 2 2014_11-20.rpt DP8B 10 0.23 86.63 63.00 1.0000 FortCollins100yr DP8A 11 0.72 137.26 55.00 1.0000 FortCollins100yr DP9A1 12 0.32 500.00 71.00 0.5000 FortCollins100yr DP9A2 13 3.67 219.60 64.00 1.0000 FortCollins100yr INLET - (401) 14 0.83 500.00 33.00 0.5000 FortCollins100yr FES - (421) 16 1.00 215.59 62.00 0.5000 FortCollins100yr INLET - (303) 17 0.52 174.67 65.00 1.0000 FortCollins100yr INLET - (303) 18 0.98 144.03 63.00 0.5000 FortCollins100yr MANHOLE - (304) 19 0.99 262.14 58.00 1.0000 FortCollins100yr INLET - (302) lA 0.03 15.23 15.00 0.5000 FortCollins100yr DP2 1B 0.30 39.54 48.00 2.0000 FortCollins100yr INLET-(409C) 20 0.97 166.64 55.00 1.0000 FortCollins100yr INLET - (302) 21 1.97 223.75 63.00 1.0000 FortCollins100yr INLET - (301) 22 1.58 207.47 63.00 1.0000 FortCollins100yr INLET - (201) 23 0.24 17.81 0.00 0.5000 FortCollins100yr InterimPond 24 0.42 42.58 47.00 2.0000 FortCollins100yr INLET-(421C) 25 0.63 92.38 60.00 2.0000 FortCollins100yr INLET - (424) 26 0.91 152.12 40.00 1.0000 FortCollins100yr InterimPond 27 0.14 13.77 6.00 2.0000 FortCollins100yr InterimPond 051 1.24 45.00 76.00 0.4000 FortCollins100yr DP2 0511 0.55 75.00 95.00 0.5000 FortCollins100yr INLET-(509) 0512 1.05 75.00 95.00 0.5000 FortCollins100yr INLET-(508) OS2 0.35 36.00 75.00 0.4000 FortCollins100yr INLET - (419) 054 0.49 47.83 59.00 0.4000 FortCollins100yr Page 3 2014_11-20.rpt DP17 OSS 4.92 200.00 0.00 0.5000 FortCollins100yr InterimPond 056 0.48 75.00 0.00 0.5000 FortCollins100yr INLET-4096 OS7 2.11 150.00 0.00 0.5000 FortCollins100yr Inlet-(421B) OS8 1.81 75.00 90.00 0.5000 FortCollins100yr INLET-(509) OS9 1.88 75.00 90.00 0.5000 FortCollins100yr In1et504 OS10 6.27 180.00 0.00 0.7500 FortCollins100yr RCBC_INLET 0513 0.70 500.00 95.00 0.5000 FortCollins100yr In1et504 OS14 0.69 500.00 95.00 0.5000 FortCollins100yr Inlet503 ************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------- 512 JUNCTION 4944.85 12.15 0.0 BULKHEAD JUNCTION 0.00 6.00 0.0 DP17 JUNCTION 4959.20 1.00 0.0 DP2 JUNCTION 4964.80 1.00 0.0 DP8A JUNCTION 4963.70 1.00 0.0 DP8B JUNCTION 4965.23 0.75 0.0 DP9A1 JUNCTION 4964.88 1.00 0.0 DP9A2 JUNCTION 4963.87 0.75 0.0 EFES - (300) JUNCTION 4954.80 8.00 0.0 EFES - (407) 7UNCTION 4958.81 4.00 0.0 EFES - (408) JUNCTION 4959.16 4.84 0.0 EFES - (415) JUNCTION 4959.19 4.65 0.0 EXMH1 JUNCTION 4960.90 7.10 0.0 FES - (400) JUNCTION 4957.94 4.00 0.0 FES - (402) JUNCTION 4958.75 6.25 0.0 FES - (411) JUNCTION 4959.17 5.83 0.0 FES - (413) JUNCTION 4959.19 4.19 0.0 FES - (420) JUNCTION 4957.99 10.00 0.0 FES - (421) JUNCTION 4958.18 4.00 0.0 FES-(418) 7UNCTION 4959.20 4.79 0.0 INLET - (201) JUNCTION 4955.97 4.54 2000.0 INLET - (203) 7UNCTION 4956.30 3.47 0.0 INLET - (301) ]UNCTION 4955.31 5.86 1000.0 Page 4 2014_11-20.rpt INLET - (302) JUNCTION 4955.72 4.94 2000.0 INLET - (303) JUNCTION 4955.91 4.75 2000.0 INLET - (306) 7UNCTION 4958.43 3.32 1000.0 INLET - (307) JUNCTION 4959.27 3.02 1000.0 INLET - (401) JUNCTION 4959.23 3.97 1200.0 INLET - (403) JUNCTION 4959.09 5.23 1000.0 INLET - (404) 7UNCTION 4959.12 5.20 1000.0 INLET - (412) JUNCTION 4960.18 2.58 2000.0 INLET - (414) JUNCTION 4960.23 2.95 1000.0 INLET - (419) 7UNCTION 4960.15 3.93 0.0 INLET - (421) JUNCTION 4959.75 3.35 0.0 INLET - (423) 7UNCTION 4960.33 5.33 0.0 INLET - (424) JUNCTION 4960.41 5.23 100.0 INLET-(409C) 7UNCTION 4961.82 4.70 100.0 Inlet-(421A) ]UNCTION 4960.05 3.05 1000.0 Inlet-(4216) JUNCTION 4960.37 3.38 2000.0 INLET-(421C) 7UNCTION 4960.88 3.97 1000.0 INLET-(508) JUNCTION 4945.10 6.00 0.0 INLET-(509) JUNCTION 4945.24 6.00 0.0 INLET-4096 7UNCTION 4961.50 4.85 100.0 Inlet504 7UNCTION 4947.57 6.90 2000.0 Inlet503 JUNCTION 4947.24 7.23 2000.0 JUN - (417) JUNCTION 4960.50 6.50 0.0 Jun-43 JUNCTION 4960.45 5.59 0.0 MANHOLE - (304) JUNCTION 4956.33 5.33 0.0 MANHOLE - (305) JUNCTION 4957.63 6.14 0.0 MANHOLE - (501) 7UNCTION 4952.24 6.49 0.0 MANHOLE - (502) 7UNCTION 4951.41 5.84 0.0 MANHOLE - (505) JUNCTION 4952.09 4.66 0.0 MANHOLE - (508) JUNCTION 4953.52 3.48 0.0 MANHOLE-(511) JUNCTION 4945.05 6.00 0.0 MANHOLE-507 JUNCTION 4953.25 3.75 0.0 MH - (416) JUNCTION 4958.94 7.10 0.0 MH - (422) JUNCTION 4959.71 4.68 0.0 MH - (422A) JUNCTION 4959.80 6.97 0.0 MH - (462) JUNCTION 4958.81 7.00 0.0 MH 462 DUMMY JUNCTION 4960.16 5.65 0.0 MH-409A JUNCTION 4960.75 6.25 0.0 MH-501DUMMY 7UNCTION 4951.14 7.59 0.0 MH507DUMMY JUNCTION 4951.10 5.90 0.0 MH508DUMMY JUNCTION 4951.36 5.64 0.0 MH510 JUNCTION 4947.14 7.57 0.0 NECC069A 7UNCTION 4961.40 10.00 0.0 Yes NECC0696 7UNCTION 4962.40 10.00 0.0 Yes NECCODRAINS ]UNCTION 4959.20 5.00 0.0 NECCOMH 701 7UNCTION 4959.40 6.00 0.0 Yes OUTLET - (509) 7UNCTION 4953.75 8.25 0.0 RCBC INLET JUNCTION 4957.00 6.00 0.0 Page S 2014_11-20.rpt EFES - (500) OUTFALL 4952.20 1.58 0.0 NECCO OUTFALL 4953.75 0.00 0.0 Out-01 OUTFALL 4955.75 0.00 0.0 BUBBLER OUTFALL 4956.00 2.00 0.0 BULKHEADI OUTFALL 4944.53 4.50 0.0 InterimPond STORAGE 4953.75 8.50 0.0 ******s***** Link Summary ***+******** Name From Node To Node Type Length �Slope Roughness ------------------------------------------------------------------------------------ {STO 200 SERIES}.PIPE - (200) INLET - (201) INLET - (301) CONDUIT 249.0 0.2651 0.0150 {STO 200 SERIES}.PIPE-(201) INLET - (203) INLET - (201) CONDUIT 126.0 0.2619 0.0150 {STO SERIES 3}.PIPE-(302) INLET - (302) INLET - (301) CONDUIT 349.3 0.1174 0.0150 {STO SERIES 300}.PIPE - (300) INLET - (301) EFES - (300) CONDUIT 205.0 0.2488 0.0150 {STO SERIES 300}.PIPE - (303) INLET - (303) INLET - (302) CONDUIT 32.8 0.5786 0.0150 {STO SERIES 300}.PIPE - (304) MANHOLE - (304) INLET - (303) CONDUIT 18.1 2.3254 0.0150 {STO SERIES 300}.PIPE - (305) MANHOLE - (305) MANHOLE - (304) CONDUIT 82.5 1.5756 0.0150 {STO SERIES 300}.PIPE - (306) INLET - (306) MANHOLE - (305) CONDUIT 199.8 0.4004 0.0150 {STO SERIES 300}.PIPE - (307) INLET - (307) INLET - (306) CONDUIT 211.2 0.3954 0.0150 {STO SERIES 400}.PIPE - (400) INLET - (401) FES - (400) CONDUIT 98.0 0.9286 0.0150 {STO SERIES 400}.PIPE - (401) INLET - (403) FES - (402) CONDUIT 53.0 0.6415 0.0150 {STO SERIES 400}.PIPE - (402) INLET - (404) INLET - (403) CONDUIT 32.8 0.0913 0.0150 {STO SERIES 400}.PIPE - (404) EFES - (408) EFES - (407) CONDUIT 115.9 0.3019 0.0150 {STO SERIES 400}.PIPE - (406) INLET - (412) FES - (411) CONDUIT 76.9 1.3095 0.0150 {STO SERIES 400}.PIPE - (407) INLET - (414) FES - (413) CONDUIT 98.7 1.0658 0.0150 {STO SERIES 400}.PIPE - (410) INLET - (419) FES-(418) CONDUIT 45.0 2.1183 0.0150 Page 6 2014 11-20.rpt {STO SERIES 400}.PIPE - (411) INLET - (421) FES - (420) CONDUIT 701.1 0.2496 0.0150 {STO SERIES 400}.PIPE - (421) MH - (422) FES - (421) CONDUIT 72.0 0.9806 0.0150 {STO SERIES 400}.PIPE - (422-A) INLET - (423) MH - (422A) CONDUIT 274.0 0.1934 0.0150 {STO SERIES 400}.PIPE - (423) INLET - (424) INLET - (423) CONDUIT 34.5 0.2321 0.0150 {STORM 500}.PIPE - (500) MANHOLE - (501) EFES - (500) CONDUIT 23.4 0.1709 0.0150 {STORM 500}.PIPE - (501) MANHOLE - (502) MH-501DUMMY CONDUIT 170.0 0.1588 0.0150 {STORM 500}.PIPE - (505) MANHOLE - (505) MANHOLE - (502) CONDUIT 94.0 0.7232 0.0150 {STORM 500}.PIPE - (507C) MANHOLE - (508) MH508DUMMY CONDUIT 19.6 11.0822 0.0150 {STORM 500}.PIPE - (508) OUTLET - (509) MANHOLE - (508) CONDUIT 388.9 0.0591 0.0150 512 512 MANHOLE-(511) CONDUIT 44.0 -0.4546 0.0150 500D MH-501DUMMY MANHOLE - (501) CONDUIT 8.6 -12.8662 0.0150 507ADUMMY MH507DUMMY MANHOLE-507 CONDUIT 22.0 -9.8152 0.0150 509 MH510 512 CONDUIT 229.2 0.9991 0.0150 503 MH510 Inlet503 CONDUIT 9.5 -1.0505 0.0150 511 BULKHEAD 512 CONDUIT 81.0-6104.7531 0.0150 510 512 BULKHEADI CONDUIT 19.0 1.6844 0.0150 513 MANHOLE-(511) INLET-(508) CONDUIT 4.0 -1.2501 0.0150 525 MANHOLE-(511) INLET-(509) CONDUIT 33.0 -0.5758 0.0150 CHNL1 NECCODRAINS FES-(418) CONDUIT 26.6 0.0113 0.0300 CHNL2 FES-(418) EFES - (415) CONDUIT 47.6 0.0147 0.0300 CHNL3A EFES - (415) FES - (413) CONDUIT 14.1 0.0142 0.0300 CHNL3B FES - (413) FES - (411) CONDUIT 109.5 0.0137 0.0300 CHNL4 FES - (411) EFES - (408) CONDUIT 91.7 0.0142 0.0300 CHNLS EFES - (407) FES - (402) CONDUIT 20.2 0.2964 0.0320 Page 7 2014_11-20.rpt CHNL6 FES - (402) FES - (421) CONDUIT 185.4 0.3074 0.0300 CHNL7 FES - (421) FES - (400) CONDUIT 74.5 0.3219 0.0300 CHNL8 FES - (400) InterimPond CONDUIT 437.3 0.9581 0.0320 CURB11 DP8B INLET - (404) CONDUIT 250.7 0.6621 0.0160 CURB12 DP8A INLET - (404) CONDUIT 23.0 0.5652 0.0160 CURB13 DP9A1 INLET - (403) CONDUIT 210.5 0.6223 0.0160 CUR614 DP9A2 INLET - (403) CONDUIT 50.0 0.6000 0.0160 CUR64C DP17 INLET - (203) CONDUIT 44.9 0.4011 0.0160 EX1 NECCOMH 701 NECCODRAINS CONDUIT 62.1 0.3221 0.0150 EXPIPE EXMH1 JUN - (417) CONDUIT 104.7 0.3819 0.0150 Link-55 DP2 INLET - (419) CONDUIT 478.8 0.3070 0.0160 Link-62 MH - (462) MH 462 DUMMY CONDUIT 6.7 -24.3139 0.0150 Link-66 ]un-43 MH - (416) CONDUIT 6.9 22.5651 0.0150 Link-75 NECC069B EXMH1 CONDUIT 26.4 -9.8928 0.0150 Link-76 NECC069A EXMH1 CONDUIT 20.2 -18.1303 0.0150 Link-83 EFES - (300) InterimPond CONDUIT 176.6 0.5945 0.0320 Link-84 FES - (420) InterimPond CONDUIT 152.2 2.7878 0.0320 P504 Inlet504 MH510 CONDUIT 44.4 0.9696 0.0150 PIPE - (401)-1 MH - (416) MH - (462) CONDUIT 43.0 0.3023 0.0150 PIPE - (408) MH 462 DUMMY EFES - (415) CONDUIT 417.0 0.0528 0.0150 PIPE - (409) JUN - (417) 7un-43 CONDUIT 42.0 0.1190 0.0150 PIPE - (422) MH - (422A) MH - (422) CONDUIT 76.0 0.1053 0.0150 PIPE-(409C) INLET-(409C) INLET-409B CONDUIT 104.0 0.3077 0.0150 PIPE-(411A) Inlet-(421A) INLET - (421) CONDUIT 121.6 0.2467 0.0150 Page 8 2014 11-20.rpt PIPE-(411B) Inlet-(4216) Inlet-(421A) CONDUIT 126.0 0.2539 0.0150 PIPE-(411C) INLET-(421C) Inlet-(421B) CONDUIT 203.0 0.2512 0.0150 PIPE-(507A) MANHOLE-507 MANHOLE - (505) CONDUIT 261.0 0.1954 0.0150 PIPE-(507B) MH508DUMMY MH507DUMMY CONDUIT 134.0 0.1940 0.0150 PIPE-409A MH-409A JUN - (417) CONDUIT 41.4 0.6046 0.0150 PIPE4096 INLET-4096 MH-409A CONDUIT 198.6 0.3777 0.0150 RCBC RCBC_INLET BUBBLER CONDUIT 72.8 1.3732 0.0130 502 MANHOLE - (502) Inlet503 CONDUIT 400.0 1.0426 0.0150 PM]R InterimPond OUTLET - (509) ORIFICE CURBS INLET - (203) Inlet504 WEIR Link-88 INLET - (419) Out-01 WEIR WEIR InterimPond NECCO WEIR ******ss******r**r*** Cross Section Summary ********************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow ------------------------------------------------------------------------------------ {STO 200 SERIES}.PIPE - (200) CIRCULAR 2.50 4.91 0.63 2.50 1 18.30 {STO 200 SERIES}.PIPE-(201) CIRCULAR 1.50 1.77 0.38 1.50 1 4.66 {STO SERIES 3}.PIPE-(302) HORIZ_ELLIPSE 3.17 12.73 0.97 5.00 1 42.31 {STO SERIES 300}.PIPE - (300) HORIZ_ELLIPSE 3.58 16.30 1.10 5.67 1 85.65 {STO SERIES 300}.PIPE - (303) HORIZ_ELLIPSE 1.58 3.18 0.48 2.50 3 14.79 {STO SERIES 300}.PIPE - (304) CIRCULAR 2.00 3.14 0.50 2.00 1 29.90 {STO SERIES 300}.PIPE - (305) CIRCULAR 2.00 3.14 0.50 2.00 1 24.61 {STO SERIES 300}.PIPE - (306) CIRCULAR 2.00 3.14 0.50 2.00 1 12.41 Page 9 2014_11-20.rpt {STO SERIES 300}.PIPE - (307) CIRCULAR 1.50 1.77 0.38 1.50 1 5.72 {STO SERIES 400}.PIPE - (400) CIRCULAR 2.00 3.14 0.50 2.00 1 18.89 {STO SERIES 400}.PIPE - (401) CIRCULAR 1.75 2.41 0.44 1.75 1 11.00 {STO SERIES 400}.PIPE - (402) HORIZ_ELLIPSE 1.17 1.73 0.36 1.92 1 2.60 {STO SERIES 400}.PIPE - (404) HORIZ_ELLIPSE 2.00 5.08 0.61 3.17 4 19.92 {STO SERIES 400}.PIPE - (406) HORIZ_ELLIPSE 1.58 3.18 0.48 2.50 1 22.26 {STO SERIES 400}.PIPE - (407) CIRCULAR 1.50 1.77 0.38 1.50 1 9.40 {STO SERIES 400}.PIPE - (410) CIRCULAR 1.50 1.77 0.38 1.50 1 13.25 {STO SERIES 400}.PIPE - (411) CIRCULAR 2.00 3.14 0.50 2.00 1 9.80 {STO SERIES 400}.PIPE - (421) CIRCULAR 1.75 2.41 0.44 1.75 1 13.60 {STO SERIES 400}.PIPE - (422-A) CIRCULAR 1.75 2.41 0.44 1.75 1 6.04 {STO SERIES 400}.PIPE - (423) CIRCULAR 1.50 1.77 0.38 1.50 1 4.39 {STORM 500}.PIPE - (500) HORIZ_ELLIPSE 1.58 3.18 0.48 2.50 1 8.04 {STORM 500}.PIPE - (501) HORIZ_ELLIPSE 1.58 3.18 0.48 2.50 1 7.75 {STORM 500}.PIPE - (505) HORIZ_ELLIPSE 1.58 3.18 0.48 2.50 1 16.54 {STORM 500}.PIPE - (507C) CIRCULAR 2.00 3.14 0.50 2.00 1 65.27 {STORM 500}.PIPE - (508) CIRCULAR 2.00 3.14 0.50 2.00 1 4.77 512 CIRCULAR 2.00 3.14 0.50 2.00 1 13.22 500D HORIZ_ELLIPSE 1.58 3.18 0.48 2.50 1 69.76 507ADUMMY CIRCULAR 2.00 3.14 0.50 2.00 1 61.42 509 CIRCULAR 2.50 4.91 0.63 2.50 1 35.53 503 CIRCULAR 1.50 1.77 0.38 1.50 1 9.33 511 CIRCULAR 1.50 1.77 0.38 1.50 1 711.30 510 CIRCULAR 4.50 15.90 1.13 4.50 1 221.19 Page 10 2014_11-20.rpt 513 CIRCULAR 1.50 1.77 0.38 1.50 1 10.18 525 CIRCULAR 2.00 3.14 0.50 2.00 1 14.88 CHNL1 TRAPEZOIDAL 4.00 128.00 2.61 48.00 1 127.74 CHNL2 TRAPEZOIDAL 4.00 128.00 2.61 48.00 1 145.88 CHNL3A TRAPEZOIDAL 4.00 128.00 2.61 48.00 1 143.26 CHNL3B TRAPEZOIDAL 4.00 128.00 2.61 48.00 1 140.81 CHNL4 TRAPEZOIDAL 4.00 128.00 2.61 48.00 1 143.25 CHNLS TRAPEZOIDAL 4.00 128.00 2.61 48.00 1 613.97 CHNL6 TRAPEZOIDAL 4.00 128.00 2.61 48.00 1 666.85 CHNL7 TRAPEZOIDAL 4.00 128.00 2.61 48.00 1 682.48 CHNL8 TRAPEZOIDAL 4.00 128.00 2.61 48.00 1 1103.79 CURB11 CURBGUTTER 0.75 12.28 0.36 38.00 1 46.62 CUR612 CURBGUTTER 0.75 12.28 0.36 38.00 1 43.08 CURB13 CURBGUTTER 0.75 12.28 0.36 38.00 1 45.20 CURB14 CURBGUTTER 0.75 12.28 0.36 38.00 1 44.38 CURB4C CURBGUTTER 0.75 12.28 0.36 38.00 1 36.29 EX1 CIRCULAR 2.50 4.91 0.63 2.50 3 20.18 EXPIPE CIRCULAR 3.33 8.73 0.83 3.33 1 47.31 Link-55 CURBGUTTER 0.75 12.28 0.36 38.00 1 31.75 Link-62 HORIZ ELLIPSE 2.42 7.41 0.74 3.75 2 296.17 Link-66 HORIZ ELLIPSE 2.42 7.41 0.74 3.75 2 285.32 Link-75 CIRCULAR 1.50 1.77 0.38 1.50 1 28.63 Link-76 CIRCULAR 3.00 7.07 0.75 3.00 1 246.13 Link-83 TRAPEZOIDAL 8.00 384.00 4.68 80.00 1 3849.55 Page il 2014_11-20.rpt Link-84 TRAPEZOIDAL 10.00 560.00 5.69 96.00 1 13834.63 P504 CIRCULAR 2.00 3.14 0.50 2.00 1 19.31 PIPE - (401)-1 HORIZ_ELLIPSE 2.42 7.41 0.74 3.75 2 33.03 PIPE - (408) HORIZ_ELLIPSE 2.42 7.41 0.74 3.75 2 13.80 PIPE - (409) HORIZ_ELLIPSE 2.42 7.41 0.74 3.75 2 20.72 PIPE - (422) CIRCULAR 1.75 2.41 0.44 1.75 1 4.46 PIPE-(409C) CIRCULAR 1.50 1.77 0.38 1.50 1 5.05 PIPE-(411A) CIRCULAR 2.00 3.14 0.50 2.00 1 9.74 PIPE-(4116) CIRCULAR 2.00 3.14 0.50 2.00 1 9.88 PIPE-(411C) CIRCULAR 1.50 1.77 0.38 1.50 1 4.56 PIPE-(507A) CIRCULAR 2.00 3.14 0.50 2.00 1 8.67 PIPE-(5076) CIRCULAR 2.00 3.14 0.50 2.00 1 8.64 PIPE-409A CIRCULAR 1.50 1.77 0.38 1.50 1 7.08 PIPE4096 CIRCULAR 1.50 1.77 0.38 1.50 1 5.59 RCBC RECT_CLOSED 2.00 12.00 0.75 6.00 1 132.69 502 CIRCULAR 1.50 1.77 0.38 1.50 1 9.30 **********�***** Transect Summary ***+************ Transect CURBGUTTER Area: 0.0002 0.0006 0.0015 0.0026 0.0040 0.0058 0.0079 0.0104 0.0134 0.0174 0.0222 0.0280 0.0348 0.0424 0.0509 0.0604 0.0707 0.0820 0.0942 0.1073 0.1214 0.1363 0.1522 0.1689 0.1866 0.2052 0.2248 0.2452 0.2665 0.2888 0.3120 0.3361 0.3611 0.3872 0.4151 Page 12 2014_11-20.rpt 0.4448 0.4763 0.5097 0.5448 0.5816 0.6193 0.6579 0.6975 0.7379 0.7793 0.8216 0.8648 0.9090 0.9540 1.0000 Hrad: 0.0205 0.0409 0.0614 0.0818 0.1023 0.1227 0.1432 0.1637 0.1572 0.1619 0.1720 0.1553 0.2005 0.2169 0.2343 0.2522 0.2707 0.2895 0.3086 0.3279 0.3474 0.3670 0.3868 0.4067 0.4267 0.4468 0.4669 0.4871 0.5073 0.5276 0.5479 0.5683 0.5887 0.6090 0.6278 0.6451 0.6611 0.6761 0.6903 0.7169 0.7491 0.7802 0.8105 0.8398 0.8684 0.8961 0.9231 0.9494 0.9750 1.0000 Width: 0.0070 0.0139 0.0209 0.0279 0.0349 0.0418 0.0488 0.0558 0.0755 0.0952 0.1149 0.1346 0.1543 0.1741 0.1938 0.2135 0.2332 0.2529 0.2726 0.2923 0.3120 0.3318 0.3515 0.3712 0.3909 0.4106 0.4303 0.4500 0.4697 0.4894 0.5092 0.5289 0.5486 0.5812 0.6202 0.6593 0.6983 0.7374 0.7765 0.8026 0.8224 0.8421 0.8618 0.8816 0.9013 0.9211 0.9408 0.9605 0.9803 1.0000 ********************* Control Actions Taken ************r******�* ************************** VolUme Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation . . . . . . 15.198 3.669 Evaporation Loss . . . . . . . . . 0.000 0.000 Infiltration Loss . . . . . . . . 4.688 1.132 Surface Runoff . . . . . . . . . . . 10.387 2.508 Final Surface Storage . . . . 0.188 0.045 Continuity Error (%) . . . . . -0.429 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal *******************+:***** --------- --------- Dry Weather Inflow . . . . . . . 0.000 0.000 Wet Weather Inflow . . . . . . . 10.387 3.385 Page 13 2014_11-20.rpt Groundwater Inflow . . . . . . . 0.000 0.000 RDII Inflow . . . . . . . . . . . . . . 0.000 0.000 External Inflow . . . . . . . . . . 31.469 10.255 External Outflow . . . . . . . . . 3.918 1.277 Internal Outflow . . . . . . . . . 23.585 7.686 Evaporation Loss . . . . . . . . . 0.000 0.000 Exfiltration Loss . . . . . . . . 0.000 0.000 Initial Stored Volume . . . . 0.658 0.215 Final Stored Volume . . . . . . 14.537 4.737 Continuity Error (Y) . . . . . 1.113 ****************+******** Highest Continuity Errors **************►*+******** Node FES - (420) (13.93�) Node EFES - (300) (5.20Y) Node InterimPond (4.31�) Node INLET - (203) (3.68%) Node INLET - (201) (2.99�) ***************+:********** Time-Step Critical Elements ***+►****�*************+*** Link 503 (97.33�) Link CHNL3A (1.12%) ******************************** Highest Flow Instability Indexes ************+.**************+**. Link 512 (44) Link 502 (19) Link CHNL1 (2) Link CHNL3A (1) Link PIPE4096 (1) **r**+**********s*****s** Routing Time Step Summary ****+«*************+*.*.* Minimum Time Step . 0.50 sec Average Time Step . 0.51 sec Maximum Time Step . 1.00 sec Percent in Steady State . 0.00 Average Iterations per Step : 2.01 Percent Not Converging . 0.12 Page 14 2014_11-20.rpt *************************** Subcatchment Runoff Summary **********�.*.**********+** ------------------------------------------------------------------------------------ -------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------ -------------------- 0S3 3.67 0.00 0.00 0.60 3.02 0.09 5.22 0.822 15A 3.67 0.00 0.00 0.37 3.25 0.09 7.98 0.886 156 3.67 0.00 0.00 0.53 3.10 0.07 6.06 0.846 2 3.67 0.00 0.00 0.74 2.90 0.07 6.07 0.790 3 3.67 0.00 0.00 1.01 2.64 0.02 1.60 0.719 4 3.67 0.00 0.00 1.37 2.28 0.07 4.24 0.621 5 3.67 0.00 0.00 1.22 2.43 0.06 3.50 0.661 6 3.67 0.00 0.00 0.49 3.14 0.06 6.03 0.856 7 3.67 0.00 0.00 0.58 3.04 0.19 14.33 0.830 8 3.67 0.00 0.00 1.19 2.47 0.06 4.13 0.674 9 3.67 0.00 0.00 0.58 3.05 0.07 6.26 0.832 10 3.67 0.00 0.00 0.52 3.12 0.02 2.07 0.850 11 3.67 0.00 0.00 0.67 2.97 0.06 5.42 0.810 12 3.67 0.00 0.00 0.39 3.24 0.03 3.10 0.882 13 3.67 0.00 0.00 0.60 3.03 0.30 23.50 0.825 Page 15 2014_11-20.rpt 14 3.67 0.00 0.00 0.96 2.70 0.06 5.93 0.737 16 3.67 0.00 0.00 0.56 3.07 0.08 7.73 0.836 17 3.67 0.00 0.00 0.49 3.14 0.04 4.60 0.856 18 3.67 0.00 0.00 0.57 3.06 0.08 7.10 0.833 19 3.67 0.00 0.00 0.60 3.04 0.08 8.08 0.827 lA 3.67 0.00 0.00 1.27 2.41 0.00 0.17 0.656 1B 3.67 0.00 0.00 0.78 2.86 0.02 2.08 0.780 20 3.67 0.00 0.00 0.67 2.97 0.08 7.13 0.808 21 3.67 0.00 0.00 0.57 3.06 0.16 14.47 0.835 22 3.67 0.00 0.00 0.56 3.07 0.13 11.95 0.838 23 3.67 0.00 0.00 2.11 1.57 0.01 0.28 0.427 24 3.67 0.00 0.00 0.82 2.82 0.03 2.69 0.769 25 3.67 0.00 0.00 0.58 3.05 0.05 5.06 0.832 26 3.67 0.00 0.00 0.93 2.72 0.07 5.49 0.742 27 3.67 0.00 0.00 1.59 2.08 0.01 0.36 0.567 051 3.67 0.00 0.00 0.44 3.16 0.11 6.22 0.862 OS11 3.67 0.00 0.00 0.07 3.53 0.05 4.84 0.963 OS12 3.67 0.00 0.00 0.07 3.53 0.10 7.96 0.961 052 3.67 0.00 0.00 0.39 3.23 0.03 2.56 0.879 OS4 3.67 0.00 0.00 0.70 2.93 0.04 3.00 0.800 OSS 3.67 0.00 0.00 2.41 1.26 0.17 3.47 0.344 OS6 3.67 0.00 0.00 1.79 1.88 0.02 0.94 0.513 OS7 3.67 0.00 0.00 2.13 1.54 0.09 2.34 0.421 058 3.67 0.00 0.00 0.15 3.44 0.17 11.04 0.938 Page 16 2014_11-20.rpt 059 3.67 0.00 0.00 0.15 3.44 0.18 11.25 0.938 OS10 3.67 0.00 0.00 2.89 0.78 0.13 2.50 0.212 OS13 3.67 0.00 0.00 0.09 3.53 0.07 6.96 0.961 OS14 3.67 0.00 0.00 0.09 3.53 0.07 6.86 0.961 ****************** Node Depth Summary *+++*********+**** --------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Feet Feet Feet days hr:min --------------------------------------------------------------------- 512 JUNCTION 0.12 0.27 4945.12 0 00:40 BULKHEAD ]UNCTION 5.97 6.00 6.00 0 00:13 DP17 JUNCTION 0.56 0.58 4959.78 0 01:18 DP2 7UNCTION 0.07 0.56 4965.36 0 00:43 DP8A JUNCTION 0.02 0.29 4963.99 0 00:40 DP86 JUNCTION 0.03 0.39 4965.62 0 00:41 DP9A1 JUNCTION 0.03 0.38 4965.26 0 00:40 DP9A2 JUNCTION 0.02 0.33 4964.20 0 00:40 EFES - (300) JUNCTION 6.24 7.05 4961.85 0 03:15 EFES - (407) JUNCTION 2.36 3.04 4961.85 0 03:13 EFES - (408) JUNCTION 2.08 3.08 4962.24 0 00:47 EFES - (415) JUNCTION 2.06 3.15 4962.34 0 00:47 EXMH1 JUNCTION 0.52 3.82 4964.72 0 00:35 FES - (400) JUNCTION 3.18 3.91 4961.85 0 03:15 FES - (402) 7UNCTION 2.42 3.10 4961.85 0 03:13 FES - (411) JUNCTION 2.07 3.12 4962.29 0 00:47 FES - (413) JUNCTION 2.06 3.15 4962.34 0 00:47 FES - (420) JUNCTION 3.10 3.86 4961.85 0 03:19 FES - (421) JUNCTION 2.96 3.67 4961.85 0 03:15 FES-(418) JUNCTION 2.06 3.16 4962.36 0 00:47 INLET - (201) JUNCTION 5.09 5.86 4961.83 0 03:13 INLET - (203) 7UNCTION 3.39 3.47 4959.77 0 01:18 INLET - (301) 7UNCTION 5.74 6.52 4961.83 0 03:14 INLET - (302) JUNCTION 5.34 6.06 4961.78 0 03:15 INLET - (303) JUNCTION 5.15 5.85 4961.76 0 03:16 INLET - (306) JUNCTION 2.67 3.23 4961.66 0 12:09 INLET - (307) JUNCTION 1.86 3.02 4962.28 0 00:38 INLET - (401) 7UNCTION 1.93 2.92 4962.15 0 00:40 INLET - (403) JUNCTION 2.09 2.76 4961.85 0 03:15 Page 17 2014_11-20.rpt INLET - (404) JUNCTION 2.06 2.73 4961.85 0 03:14 INLET - (412) JUNCTION 1.09 2.58 4962.76 0 12:06 INLET - (414) JUNCTION 1.05 2.28 4962.51 0 00:39 INLET - (419) 7UNCTION 1.12 3.11 4963.26 0 00:43 INLET - (421) JUNCTION 1.42 2.10 4961.85 0 03:16 INLET - (423) JUNCTION 0.89 1.52 4961.85 0 03:16 INLET - (424) JUNCTION 0.83 1.44 4961.85 0 03:16 INLET-(409C) 7UNCTION 0.03 4.70 4966.52 0 00:34 Inlet-(421A) 7UNCTION 1.14 1.79 4961.84 0 03:16 Inlet-(421B) ]UNCTION 0.87 1.47 4961.84 0 03:16 INLET-(421C) 7UNCTION 0.47 0.96 4961.84 0 03:17 INLET-(508) JUNCTION 0.08 2.71 4947.81 0 00:39 INLET-(509) JUNCTION 0.09 2.85 4948.09 0 00:39 INLET-4096 JUNCTION 0.14 4.85 4966.35 0 00:34 In1et504 JUNCTION 0.93 4.79 4952.36 0 00:40 In1et503 7UNCTION 1.33 4.82 4952.06 0 00:39 )UN - (417) 7UNCTION 0.82 3.29 4963.79 0 00:35 ]un-43 7UNCTION 0.86 3.22 4963.67 0 00:35 MANHOLE - (304) JUNCTION 4.72 5.33 4961.66 0 02:31 MANHOLE - (305) JUNCTION 3.44 4.03 4961.66 0 02:33 MANHOLE - (501) JUNCTION 0.27 0.31 4952.55 0 03:19 MANHOLE - (502) JUNCTION 1.09 1.14 4952.55 0 03:19 MANHOLE - (505) JUNCTION 0.83 0.87 4952.96 0 03:18 MANHOLE - (508) IUNCTION 1.50 1.60 4955.12 0 03:17 MANHOLE-(511) 7UNCTION 0.09 2.41 4947.46 0 00:39 MANHOLE-507 7UNCTION 1.43 1.49 4954.74 0 03:18 MH - (416) JUNCTION 2.35 4.79 4963.73 0 00:35 MH - (422) JUNCTION 1.46 2.14 4961.85 0 03:16 MH - (422A) JUNCTION 1.37 2.05 4961.85 0 03:16 MH - (462) JUNCTION 2.48 4.82 4963.63 0 00:35 MH 462 DUMMY JUNCTION 1.11 3.52 4963.68 0 00:35 MH-409A 7UNCTION 0.62 3.29 4964.04 0 00:35 MH-501DUMMY 7UNCTION 1.36 1.41 4952.55 0 03:19 MH507DUMMY 7UNCTION 3.62 3.69 4954.79 0 03:17 MH508DUMMY 7UNCTION 3.62 3.72 4955.08 0 03:17 MH510 JUNCTION 1.36 4.81 4951.95 0 00:40 NECC069A JUNCTION 3.61 8.46 4969.86 0 00:34 NECC069B JUNCTION 2.65 7.39 4969.79 0 00:34 NECCODRAINS JUNCTION 2.06 3.17 4962.37 0 00:47 NECCOMH 701 JUNCTION 1.97 5.17 4964.57 0 00:50 OUTLET - (509) JUNCTION 1.97 2.11 4955.86 0 03:16 RCBC INLET ]UNCTION 0.01 0.13 4957.13 0 01:15 EFES - (500) OUTFALL 0.26 0.31 4952.51 0 03:19 NECCO OUTFALL 0.00 0.00 4953.75 0 00:00 Out-01 OUTFALL 0.00 0.00 4955.75 0 00:00 BUBBLER OUTFALL 0.01 0.13 4956.13 0 01:15 BULKHEADI OUTFALL 0.09 0.24 4944.77 0 00:40 InterimPond STORAGE 7.29 8.09 4961.84 0 03:16 Page 18 2014_11-20.rpt ******************* Node Inflow Summary *******�*********** ------------------------------------------------------------------------------------ Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------ 512 JUNCTION 0.00 51.23 0 00:40 0 5.84 0.004 BULKHEAD 7UNCTION 0.00 50.03 0 00:40 0 5.7 0.051 DP17 JUNCTION 6.50 6.50 0 00:40 0.0942 0.0942 1.541 DP2 JUNCTION 12.46 12.46 0 00:40 0.179 0.179 -0.037 DP8A JUNCTION 2.07 2.07 0 00:40 0.0197 0.0197 0.001 DP8B 7UNCTION 6.25 6.25 0 00:40 0.0681 0.0681 -0.012 DP9A1 7UNCTION 5.42 5.42 0 00:40 0.0585 0.0585 -0.011 DP9A2 JUNCTION 3.10 3.10 0 00:40 0.0279 0.0279 -0.002 EFES - (300) ]UNCTION 0.00 77.60 0 00:41 0 2.84 5.485 EFES - (407) ]UNCTION 0.00 166.28 0 00:48 0 11 0.060 EFES - (408) JUNCTION 0.00 166.21 0 00:47 0 11 0.084 EFES - (415) JUNCTION 0.00 171.85 0 00:35 0 10.9 -0.124 EXMH1 JUNCTION 0.00 78.95 0 00:35 0 0.415 -0.028 FES - (400) JUNCTION 0.00 201.48 0 00:41 0 11.4 0.925 Page 19 2014_11-20.rpt FES - (402) JUNCTION 0.00 174.37 0 00:47 0 11.1 0.170 FES - (411) JUNCTION 4.13 166.91 0 00:47 0.057 11.1 0.107 FES - (413) JUNCTION 0.00 165.68 0 00:36 0 10.9 0.064 FES - (420) JUNCTION 0.00 6.51 0 01:06 0 0.302 16.182 FES - (421) ]UNCTION 5.93 182.12 0 00:44 0.0607 11.2 0.366 FES-(418) ]UNCTION 0.00 143.22 0 00:49 0 10.4 0.040 INLET - (201) JUNCTION 11.94 17.97 0 00:40 0.132 0.2 3.084 INLET - (203) JUNCTION 0.00 6.43 0 00:40 0 0.0928 3.826 INLET - (301) 7UNCTION 14.46 78.06 0 00:40 0.164 2.83 1.306 INLET - (302) JUNCTION 15.20 47.04 0 00:39 0.16 2.48 0.739 INLET - (303) 7UNCTION 12.32 31.88 0 00:40 0.128 2.31 0.076 INLET - (306) JUNCTION 6.06 14.03 0 00:40 0.0666 0.153 2.302 INLET - (307) 7UNCTION 7.97 7.97 0 00:40 0.0867 0.0872 0.803 INLET - (401) JUNCTION 23.49 23.49 0 00:40 0.301 0.302 0.367 INLET - (403) 7UNCTION 0.00 15.54 0 00:40 0 0.181 0.268 INLET - (404) JUNCTION 0.00 7.60 0 00:40 0 0.0899 0.274 INLET - (412) JUNCTION 14.33 14.33 0 00:40 0.19 0.198 -0.049 INLET - (414) JUNCTION 6.03 6.03 0 00:40 0.0585 0.0614 -0.093 INLET - (419) JUNCTION 4.16 13.62 0 00:42 0.0527 0.548 -0.006 INLET - (421) JUNCTION 0.00 4.29 0 00:41 0 0.128 2.837 INLET - (423) JUNCTION 0.00 5.04 0 00:40 0 0.0575 -0.204 INLET - (424) 7UNCTION 5.06 5.06 0 00:40 0.0526 0.0531 -0.008 INLET-(409C) JUNCTION 2.08 2.08 0 00:40 0.0235 0.0237 -0.121 Inlet-(421A) ]UNCTION 0.00 4.34 0 00:41 0 0.126 -0.007 Page 20 2014_11-20.rpt Inlet-(4216) JUNCTION 2.34 4.38 0 00:40 0.0886 0.124 0.020 INLET-(421C) JUNCTION 2.69 2.69 0 00:40 0.0322 0.0334 -0.233 INLET-(508) JUNCTION 7.96 7.96 0 00:40 0.101 0.101 0.000 INLET-(509) 7UNCTION 15.87 15.87 0 00:40 0.222 0.222 0.000 INLET-4096 JUNCTION 0.94 2.83 0 00:40 0.0243 0.0505 -0.054 In1et504 ]UNCTION 18.20 18.20 0 00:40 0.243 0.249 0.119 In1et503 7UNCTION 6.85 9.64 0 00:42 0.0661 5.28 0.000 JUN - (417) 7UNCTION 0.00 79.15 0 00:34 0 0.476 0.022 Jun-43 JUNCTION 0.00 78.53 0 00:34 0 0.478 -0.009 MANHOLE - (304) JUNCTION 7.10 20.38 0 00:40 0.0818 2.19 0.067 MANHOLE - (305) 7UNCTION 0.00 13.67 0 00:40 0 0.15 2.536 MANHOLE - (501) JUNCTION 0.00 0.54 0 03:19 0 0.269 0.029 MANHOLE - (502) 7UNCTION 0.00 9.15 0 03:18 0 5.49 0.073 MANHOLE - (505) JUNCTION 0.00 9.15 0 03:18 0 5.49 0.011 MANHOLE - (508) JUNCTION 0.00 9.15 0 03:16 0 5.5 0.071 MANHOLE-(511) 7UNCTION 0.00 23.84 0 00:40 0 0.323 -0.007 MANHOLE-507 JUNCTION 0.00 9.15 0 03:17 0 5.49 0.085 MH - (416) 7UNCTION 0.00 78.40 0 00:34 0 0.484 0.634 MH - (422) 7UNCTION 0.00 4.83 0 00:41 0 0.0626 0.241 MH - (422A) JUNCTION 0.00 4.91 0 00:40 0 0.0622 0.600 MH - (462) JUNCTION 0.00 78.37 0 00:34 0 0.484 0.741 MH 462 DUMMY 7UNCTION 0.00 78.35 0 00:34 0 0.489 5.361 MH-409A 7UNCTION 0.00 3.84 0 00:37 0 0.0558 0.118 MH-501DUMMY JUNCTION 0.00 0.92 0 00:09 0 0.271 0.813 Page 21 2014_11-20.rpt MH507DUMMY 7UNCTION 0.00 9.15 0 03:17 0 5.49 0.040 MH508DUMMY JUNCTION 0.00 9.15 0 03:17 0 5.5 0.038 MH510 7UNCTION 0.00 27.38 0 00:40 0 5.52 0.043 NECC069A JUNCTION 60.22 60.22 0 00:35 0.213 0.213 0.700 NECC0B9B 7UNCTION 18.73 18.73 0 00:35 0.201 0.201 0.159 NECCODRAINS JUNCTION 0.00 132.87 0 00:51 0 9.89 0.023 NECCOMH 701 ]UNCTION 132.87 132.87 0 00:51 9.84 9.86 0.006 OUTLET - (509) JUNCTION 0.00 9.15 0 03:16 0 5.5 0.079 RCBC INLET JUNCTION 2.50 2.50 0 01:15 0.132 0.132 0.001 EFES - (500) OUTFALL 0.00 0.54 0 03:19 0 0.268 0.000 NECCO OUTFALL 0.00 8.61 0 03:16 0 0.253 0.000 Out-01 OUTFALL 9.46 9.81 0 00:35 0.16 0.481 0.000 BUBBLER OUTFALL 0.00 2.50 0 01:15 0 0.132 0.000 BULKHEADI OUTFALL 0.00 1.17 0 00:40 0 0.143 0.000 InterimPond STORAGE 8.33 297.09 0 00:41 0.254 12.4 4.509 ************«********* Node Surcharge Summary ***+****************** Surcharging occurs when water rises above the top of the highest conduit. Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- BULKHEAD JUNCTION 23.78 4.500 0.000 INLET - (201) JUNCTION 23.11 3.360 0.000 INLET - (203) ]UNCTION 22.70 0.000 0.000 INLET - (301) JUNCTION 22.99 2.937 0.000 INLET - (302) JUNCTION 22.99 2.894 0.000 INLET - (303) JUNCTION 23.34 3.850 0.000 Page 22 2014_11-20.rpt INLET - (306) 7UNCTION 18.86 1.231 0.089 INLET - (307) JUNCTION 16.50 1.515 0.000 INLET - (401) 7UNCTION 13.39 0.919 1.051 INLET - (412) 7UNCTION 3.77 0.997 0.000 INLET - (414) 7UNCTION 4.53 0.771 0.670 INLET - (421) JUNCTION 2.83 0.095 1.255 INLET-(409C) ]UNCTION 0.02 3.201 0.000 INLET-(508) 7UNCTION 0.20 1.206 3.294 INLET-(509) JUNCTION 0.08 0.846 3.154 INLET-4096 JUNCTION 0.04 3.353 0.000 Inlet504 7UNCTION 0.18 2.791 2.109 Inlet503 JUNCTION 0.66 3.319 2.411 Jun-43 JUNCTION 0.04 0.804 2.370 MANHOLE - (304) 7UNCTION 23.18 3.330 0.000 MANHOLE - (305) 7UNCTION 22.75 2.030 2.110 MANHOLE-(511) JUNCTION 0.04 0.407 3.593 MH - (416) JUNCTION 13.92 2.369 2.314 MH - (422) JUNCTION 11.25 0.378 2.538 MH - (422A) 7UNCTION 10.53 0.299 4.921 MH - (462) JUNCTION 14.94 2.403 2.180 MH 462 DUMMY JUNCTION 0.03 0.867 2.126 MH-409A JUNCTION 0.30 1.795 2.955 MH507DUMMY 7UNCTION 23.92 1.688 2.212 MH508DUMMY JUNCTION 23.92 1.720 1.920 MH510 JUNCTION 0.13 2.310 2.760 NECC069A JUNCTION 23.77 5.463 1.537 NECC0696 JUNCTION 23.82 5.890 2.610 NECCOMH_701 7UNCTION 3.62 2.673 0.827 OUTLET - (509) ]UNCTION 13.13 0.114 6.136 **.****************** Node Flooding Summary **********+********** Flooding refers to all water that overflows a node, whether it ponds or not. -------------------------------------------------------------------------- Total Maximum Maximum Time of Max Flood Ponded Hours Rate Occurrence Volume Depth Node Flooded CFS days hr:min 10^6 gal Feet -------------------------------------------------------------------------- BULKHEAD 23.78 50.02 0 00:40 5.699 0.000 INLET - (201) 18.27 2.26 0 01:47 0.024 1.320 INLET - (203) 9.30 1.74 0 01:19 0.027 0.000 INLET - (301) 13.89 1.25 0 02:11 0.010 0.658 INLET - (302) 17.22 1.96 0 01:56 0.023 1.121 INLET - (303) 17.23 1.73 0 01:56 0.019 1.100 Page 23 2014_11-20.rpt INLET - (307) 0.01 0.17 0 00:38 0.000 0.000 INLET - (412) 0.01 0.59 0 12:06 0.000 0.000 INLET-(409C) 0.01 0.46 0 00:34 0.000 0.001 INLET-4096 0.01 0.70 0 00:34 0.000 0.003 MANHOLE - (304) 9.63 14.62 0 03:16 1.959 0.000 ********+.s*********** Storage Volume Summary *****s*********+++***+ ------------------------------------------------------------------------------------ -------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ------------------------------------------------------------------------------------ -------------- InterimPond 686.786 77 0 0 817.804 92 0 03:16 35.62 ****************�*�**** Outfall Loading Summary ********.******�***�*** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- EFES - (500) 97.90 0.43 0.54 0.268 NECCO 9.75 4.10 8.61 0.253 Out-01 66.16 1.09 9.81 0.481 BUBBLER 15.02 1.30 2.50 0.132 BULKHEADI 99.72 0.22 1.17 0.143 ----------------------------------------------------------- System 57.71 7.15 11.93 1.277 **+***************** Link Flow Summary *******************+ Page 24 2014_i1-20.rpt ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ �Flow� Occurrence �Veloc� Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- {STO 200 SERIES}.PIPE - (200) CONDUIT 17.73 0 00:40 �.74 0.97 1.00 {STO 200 SERIES}.PIPE-(201) CONDUIT 6.41 0 00:40 3.63 1.38 1.00 {STO SERIES 3}.PIPE-(302) CONDUIT 46.70 0 00:40 4.37 1.10 1.00 {STO SERIES 300}.PIPE - (300) CONDUIT 77.60 0 00:41 6.78 0.91 1.00 {STO SERIES 300}.PIPE - (303) CONDUIT 31.88 0 00:40 3.34 0.72 1.00 {STO SERIES 300}.PIPE - (304) CONDUIT 20.39 0 00:40 6.49 0.68 1.00 {STO SERIES 300}.PIPE - (305) CONDUIT 13.81 0 00:41 5.02 0.56 1.00 {STO SERIES 300}.PIPE - (306) CONDUIT 13.67 0 00:40 5.79 1.10 1.00 {STO SERIES 300}.PIPE - (307) CONDUIT 7.97 0 00:40 4.51 1.39 1.00 {STO SERIES 400}.PIPE - (400) CONDUIT 23.73 0 00:40 7.79 1.26 1.00 {STO SERIES 400}.PIPE - (401) CONDUIT 15.55 0 00:40 6.46 1.41 1.00 {STO SERIES 400}.PIPE - (402) CONDUIT 7.61 0 00:40 4.41 2.92 1.00 {STO SERIES 400}.PIPE - (404) CONDUIT 166.28 0 00:48 8.21 2.09 1.00 {STO SERIES 400}.PIPE - (406) CONDUIT 14.33 0 00:40 4.50 0.64 1.00 {STO SERIES 400}.PIPE - (407) CONDUIT 6.03 0 00:40 3.41 0.64 1.00 {STO SERIES 400}.PIPE - (410) CONDUIT 13.59 0 00:42 7.69 1.03 1.00 {STO SERIES 400}.PIPE - (411) CONDUIT 3.80 0 00:47 3.24 0.39 1.00 {STO SERIES 400}.PIPE - (421) CONDUIT 4.83 0 00:41 4.13 0.36 1.00 {STO SERIES 400}.PIPE - (422-A) CONDUIT 4.91 0 00:40 3.13 0.81 0.93 {STO SERIES 400}.PIPE - (423) CONDUIT 5.04 0 00:40 3.39 1.15 0.98 {STORM 500}.PIPE - (500) CONDUIT 0.54 0 03:19 1.38 0.07 0.19 {STORM 500}.PIPE - (501) CONDUIT 0.92 0 00:09 1.82 0.12 0.80 {STORM 500}.PIPE - (505) CONDUIT 9.15 0 03:18 4.35 0.55 0.63 Page 25 2014_11-20.rpt {STORM 500}.PIPE - (507C) CONDUIT 9.15 0 03:17 6.08 0.14 0.90 {STORM 500}.PIPE - (508) CONDUIT 9.15 0 03:16 4.05 1.92 0.90 512 CONDUIT 23.84 0 00:40 12.96 1.80 0.57 500D CONDUIT 0.54 0 03:19 0.31 0.01 0.54 507ADUMMY CONDUIT 9.15 0 03:17 3.14 0.15 0.87 509 CONDUIT 27.39 0 00:40 9.81 0.77 0.55 503 CONDUIT 9.65 0 00:42 5.46 1.03 1.00 511 CONDUIT 50.03 0 00:40 46.14 0.07 0.59 510 CONDUIT 1.17 0 00:40 3.30 0.01 0.06 513 CONDUIT 7.97 0 00:40 4.51 0.78 1.00 525 CONDUIT 15.87 0 00:40 5.05 1.07 1.00 CHNL1 CONDUIT 133.08 0 00:51 1.85 1.04 0.79 CHNL2 CONDUIT 143.53 0 00:49 1.93 0.98 0.79 CHNL3A CONDUIT 161.94 0 00:36 2.59 1.13 0.79 CHNL3B CONDUIT 155.38 0 00:47 2.55 1.10 0.78 CHNL4 CONDUIT 166.21 0 00:47 2.65 1.16 0.77 CHNLS CONDUIT 166.32 0 00:49 3.58 0.27 0.77 CHNL6 CONDUIT 174.43 0 00:47 3.99 0.26 0.85 CHNL7 CONDUIT 182.29 0 00:43 4.89 0.27 0.95 CHNL8 CONDUIT 220.31 0 00:42 3.76 0.20 0.99 CURB11 CHANNEL 5.69 0 00:41 2.25 0.12 0.52 CURB12 CHANNEL 2.06 0 00:40 1.76 0.05 0.38 CUR613 CHANNEL 4.99 0 00:41 2.15 0.11 0.50 CURB14 CHANNEL 3.05 0 00:40 1.92 0.07 0.43 CURB4C CHANNEL 6.43 0 00:40 2.12 0.18 0.88 EX1 CONDUIT 132.87 0 00:51 9.02 2.20 1.00 EXPIPE CONDUIT 78.20 0 00:34 10.58 1.65 0.99 Link-55 CHANNEL 10.31 0 00:43 2.10 0.32 0.69 Link-62 CONDUIT 78.35 0 00:34 5.28 0.13 1.00 Link-66 CONDUIT 78.40 0 00:34 5.29 0.14 1.00 Link-75 CONDUIT 18.73 0 00:35 12.43 0.65 0.80 Link-76 CONDUIT 60.23 0 00:35 12.00 0.24 0.67 Link-83 CONDUIT 68.89 0 00:41 1.51 0.02 0.94 Link-84 CONDUIT 3.93 0 00:50 0.08 0.00 0.60 P504 CONDUIT 18.20 0 00:40 5.79 0.94 1.00 PIPE - (401)-1 CONDUIT 78.37 0 00:34 5.29 1.19 1.00 PIPE - (408) CONDUIT 77.62 0 00:35 5.79 2.81 0.95 PIPE - (409) CONDUIT 78.53 0 00:34 5.30 1.89 1.00 PIPE - (422) CONDUIT 4.83 0 00:41 3.82 1.08 1.00 PIPE-(409C) CONDUIT 2.17 0 00:37 2.44 0.43 1.00 PIPE-(411A) CONDUIT 4.29 0 00:41 3.51 0.44 0.95 PIPE-(411B) CONDUIT 4.34 0 00:41 3.18 0.44 0.82 PIPE-(411C) CONDUIT 2.64 0 00:40 2.50 0.58 0.81 PIPE-(507A) CONDUIT 9.15 0 03:18 4.28 1.06 0.64 PIPE-(5076) CONDUIT 9.15 0 03:17 3.31 1.06 1.00 PIPE-409A CONDUIT 4.72 0 00:38 2.75 0.67 1.00 PIPE4096 CONDUIT 3.84 0 00:37 2.64 0.69 1.00 RCBC CONDUIT 2.50 0 01:15 3.29 0.02 0.06 Page 26 2014_11-20.rpt 502 CONDUIT 8.63 0 03:18 5.52 0.93 0.86 PMJR ORIFICE 9.15 0 03:16 1.00 CUR65 WEIR 2.55 0 00:36 1.00 Link-88 WEIR 5.48 0 00:33 1.00 WEIR WEIR 8.61 0 03:16 0.07 ***.r********************** Flow Classification Summary *************************** ------------------------------------------------------------------------------------ Adjusted ---------- Fraction of Time in Flow Class /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl {STO 200 SERIES}.PIPE - (200) 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 {STO 200 SERIES}.PIPE-(201) 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 {STO SERIES 3}.PIPE-(302) 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 {STO SERIES 300}.PIPE - (300) 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.00 0.00 {STO SERIES 300}.PIPE - (303) 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 {STO SERIES 300}.PIPE - (304) 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.01 0.00 {STO SERIES 300}.PIPE - (305) 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.02 0.00 {STO SERIES 300}.PIPE - (306) 1.00 0.00 0.00 0.00 0.98 0.02 0.00 0.00 0.00 0.00 {STO SERIES 300}.PIPE - (307) 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 {STO SERIES 400}.PIPE - (400) 1.00 0.00 0.00 0.00 0.97 0.00 0.00 0.02 0.01 0.00 {STO SERIES 400}.PIPE - (401) 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.00 0.00 {STO SERIES 400}.PIPE - (402) 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 {STO SERIES 400}.PIPE - (404) 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 Page 27 2014_11-20.rpt 0.00 0.00 {STO SERIES 400}.PIPE - (406) 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.08 0.00 {STO SERIES 400}.PIPE - (407) 1.00 0.00 0.02 0.00 0.98 0.00 0.00 0.00 0.10 0.00 {STO SERIES 400}.PIPE - (410) 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.08 0.00 {STO SERIES 400}.PIPE - (411) 1.00 0.01 0.00 0.00 0.97 0.00 0.00 0.02 0.00 0.00 {STO SERIES 400}.PIPE - (421) 1.00 0.00 0.00 0.00 0.98 0.00 0.00 0.01 0.02 0.00 {STO SERIES 400}.PIPE - (422-A) 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.11 0.00 {STO SERIES 400}.PIPE - (423) 1.00 0.00 0.02 0.00 0.98 0.00 0.00 0.00 0.07 0.00 {STORM 500}.PIPE - (500) 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.85 0.00 {STORM 500}.PIPE - (501) 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 {STORM 500}.PIPE - (505) 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.00 0.00 {STORM 500}.PIPE - (507C) 1.47 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 {STORM 500}.PIPE - (508) 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 512 1.00 0.00 0.00 0.00 0.88 0.11 0.00 0.00 0.56 0.00 500D 3.37 0.00 0.02 0.00 0.98 0.00 0.00 0.00 0.00 0.00 507ADUMMY 1.25 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 509 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 503 1.28 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 511 5.06 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.99 0.00 510 1.37 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 513 3.18 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.36 0.00 525 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 CHNL1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 CHNL2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 CHNL3A 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Page 28 2014_11-20.rpt 0.00 CHNL3B 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 CHNL4 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 CHNLS 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.00 0.00 CHNL6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 CHNL7 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 CHNL8 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01 0.00 CURB11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 CURB12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 CURB13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 CURB14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 CUR64C 1.00 0.00 0.00 0.00 0.97 0.00 0.00 0.03 0.00 0.00 EX1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 EXPIPE 1.00 0.04 0.21 0.00 0.73 0.01 0.00 0.00 0.27 0.00 Link-55 1.00 0.00 0.00 0.00 0.00 0.00 0.09 1.00 0.00 0.00 Link-62 7.25 0.00 0.08 0.00 0.85 0.00 0.06 0.00 0.00 0.00 Link-66 6.90 0.00 0.13 0.00 0.86 0.00 0.00 0.00 0.16 0.00 Link-75 1.00 0.00 0.88 0.00 0.00 0.00 0.11 0.00 0.00 0.00 Link-76 2.21 0.00 0.51 0.00 0.00 0.00 0.49 0.00 0.00 0.00 Link-83 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Link-84 1.00 0.00 0.01 0.00 0.99 0.00 0.00 0.00 0.02 0.00 P504 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 PIPE - (401)-1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 PIPE - (408) 1.00 0.01 0.00 0.00 0.98 0.00 0.00 0.01 0.05 0.00 PIPE - (409) 1.00 0.03 0.01 0.00 0.95 0.01 0.00 0.00 0.00 Page 29 2014_11-20.rpt 0.00 PIPE - (422) 1.00 0.00 0.00 0.00 0.96 0.00 0.00 0.03 0.00 0.00 PIPE-(409C) 1.00 0.00 0.03 0.00 0.97 0.00 0.00 0.00 0.60 0.00 PIPE-(411A) 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.03 0.00 PIPE-(4116) 1.00 0.00 0.07 0.00 0.93 0.00 0.00 0.00 0.13 0.00 PIPE-(411C) 1.00 0.00 0.01 0.00 0.99 0.00 0.00 0.00 0.15 0.00 PIPE-(507A) 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 PIPE-(507B) 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 PIPE-409A 1.00 0.00 0.14 0.00 0.86 0.00 0.00 0.00 0.21 0.00 PIPE4096 1.00 0.11 0.12 0.00 0.77 0.00 0.00 0.00 0.22 0.00 RCBC 1.00 0.82 0.00 0.00 0.03 0.14 0.00 0.00 0.11 0.00 502 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.87 0.00 ************************* Conduit Surcharge Summary �************************ Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- {STO 200 SERIES}.PIPE - (200) 23.11 23.11 23.11 0.01 0.01 {STO 200 SERIES}.PIPE-(201) 23.38 23.38 23.38 0.12 0.12 {STO SERIES 3}.PIPE-(302) 22.99 22.99 22.99 0.05 0.01 {STO SERIES 300}.PIPE - (300) 22.99 22.99 22.99 0.01 0.01 {5T0 SERIES 300}.PIPE - (303) 23.40 23.40 23.40 0.24 0.01 {STO SERIES 300}.PIPE - (304) 23.18 23.18 23.18 0.01 0.01 {STO SERIES 300}.PIPE - (305) 22.75 22.75 22.75 0.01 0.01 {STO SERIES 300}.PIPE - (306) 18.86 18.86 18.86 0.04 0.01 Page 30 2014_11-20.rpt {STO SERIES 300}.PIPE - (307) 16.47 16.47 16.47 0.10 0.04 {STO SERIES 400}.PIPE - (400) 13.37 13.37 13.37 0.08 0.01 {STO SERIES 400}.PIPE - (401) 16.27 16.27 16.27 0.12 0.12 {5T0 SERIES 400}.PIPE - (402) 20.93 20.93 20.93 0.34 0.33 {5T0 SERIES 400}.PIPE - (404) 14.30 14.30 14.30 4.09 0.43 {5T0 SERIES 400}.PIPE - (406) 3.77 3.77 3.77 0.01 0.01 {STO SERIES 400}.PIPE - (407) 4.53 4.53 4.53 0.01 0.01 {STO SERIES 400}.PIPE - (410) 11.06 11.06 11.07 0.05 0.05 {STO SERIES 400}.PIPE - (411) 2.83 2.83 2.83 0.01 0.01 {STO SERIES 400}.PIPE - (421) 11.35 11.35 11.35 0.01 0.01 {STO SERIES 400}.PIPE - (423) 0.01 0.01 0.01 0.05 0.01 {STORM 500}.PIPE - (508) 0.01 0.01 0.01 23.33 0.01 512 0.01 0.01 0.01 0.23 0.01 503 0.66 0.66 0.66 0.08 0.08 513 0.18 0.18 0.18 0.01 0.18 525 0.04 0.04 0.04 0.03 0.04 CHNL1 0.01 0.01 0.01 0.29 0.01 CHNL3A 0.01 0.01 0.01 0.37 0.01 CHNL36 0.01 0.01 0.01 0.45 0.01 CHNL4 0.01 0.01 0.01 0.52 0.01 EX1 2.82 2.82 2.82 3.99 1.51 EXPIPE 0.01 0.01 0.01 0.09 0.01 Link-62 0.03 0.03 0.03 0.01 0.01 Link-66 0.04 0.04 0.04 0.01 0.01 P504 0.18 0.18 0.18 0.01 0.01 PIPE - (401)-1 13.92 13.92 13.92 0.11 0.04 PIPE - (408) 0.01 0.01 0.01 0.18 0.01 PIPE - (409) 0.04 0.04 0.04 0.15 0.04 PIPE - (422) 10.53 10.53 10.53 0.04 0.01 PIPE-(409C) 0.02 0.02 0.02 0.01 0.01 PIPE-(507A) 0.01 0.01 0.01 14.39 0.01 PIPE-(507B) 23.92 23.92 23.92 14.66 14.66 PIPE-409A 0.30 0.30 0.30 0.01 0.01 PIPE4096 0.04 0.04 0.04 0.01 0.01 Analysis begun on: Thu Nov 20 16:56:38 2014 Page 31 2014_11-20.rpt Analysis ended on: Thu Nov 20 16:57:13 2014 Total elapsed time: 00:00:35 Page 32 APPENDIX C - HYDRAULIC CALCS INLETS STORM DRAIN PROFILES/HGLS DESIGN PEAK FLOW FOR ONE-HALF OF STREEf OR GRASSLINED CHANNEL BV THE RATIONAL METMOD Pro�eci: ASPEN HEIGHTS OFFSITE Inlet ID: DP 25— INLET 509 I �FLOW D { STREEf I I O �OW D I GUTTER FLOW GUTfER PI.US CARRYOVER ROW Sraw Detaiis I `ROADWAY CEN�ERLINE pn . a tartni oi.p o met s: Miror Storm Mepr Storm - AadDe�klbwbrl2olstreNOflpnes-IMticlvmeq�. ��Knoon= 1 .1 78.2 cb FILLINiHISSECTION •6 u mM veluea In Row 14 skl lhe mt ot Ihls ahM and r«ad w.n�i aaw�.o�a�.M�. oa... : dx ata m ce : FlLL W THE $IbCdICIv11B111AR8� ACIM SCC`IOhSBFLOW Percert ImpaMoiaross� % Sne iype: ��m�� NRCS Soll Type. A,B,C,or D Q 5ne s uoa� Q SbM Inkcs Sb IVIt l h(It) �Q Ske k Non�UEan (j I�d InkCt k�a MtdNn UIB�Id�d Fbw. . _. ..— ClamelFbW.� n n: erc vc � � � , ppr �orm apr torm �Design Siorm ReNn PenoE.T,= yeyy Relum PanoE Ono-Hov Pretipilalart Pi- Irctes G�. 5= C�. User�Oelined Storm Rvqlf CoelliciaM(leave IHs blark to accepl a cakWated vaM1s),C= User-Detined 5-yc Runoll CoellicieM(leave Ihis blark Io accapl a cabula�ed value),CS� Bypess(Ca�ry-0ver)Fbw hom upsirt�m SuCwichmenis,Op= 0.0 0.0 cts Tohl Deslgn Peak Fbw,O- 13.1 18.f eh DP�25(INIET 504)REDWOOD-UD-Inlel_�3.14 o-Peak 11/2N2014,5�.13 PM ALLOWABLE CAPACITV FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria tor Maximum Allowable Flow Depth and Spread) Pro�ect: ASPEN HEIGHTS OFFSITE Inlet ID: DP 25— INLET 504 ��T� Tr.«��� S --_ T,rwu a+cx W�� Tz SVeBI Crown �w Q�/ r � 1 �— Hcu� a Sx a d� 5� Gutter Geamet Enter data In the btue cell Maximum Allowable Widlh lor Spread BehirW Curb T�K= 8.5 ft Side Slope Behind Curb(leave blank for no corneyance credit behiM curb) S�= p.020 h/it Manning's Roughness Behind Curb(rypically between 0.012 and 0.020) n�K. OA20 Haight of Curb at Gutler Pbw Line H��e= 6.00 Inches Distance trom Curb Face to Sireel Crown T��.x= 25.0 tt Gutter Widih W- 2.00 II Street Transverse Slope S,= p.020 ft/it Gutter Gmss Slope(typically 2 inches over 24 inches or 0.083 Poft) 5w= 0.083 Pofl Stree�Longi�udinal Slope-Enter 0 for sump condition So= 0.000 fV�t Mannirg's Foughness for Sireet Section(typically between 0.012 aM OA20) nsrneer= 0.015 Mirqr Storm Ma'a Storm Mac.Allowable Spread lor Minor 8 Major Storm T,u„= 18J 25.0 n Max.Allowable Dep�h ai Gul�er Fbwline tor Minor 8 Major Slorm dun.v= 6.0 7.5 iriches Allow Flow Dep�h at Street Crown(leave blank for rro) [� � check=yes MINOR STORM Allowable Capacity is 6ased an Depih Criterion Minor Storm Major Storm MAJOR STORM Allowable Ca acit is based on De th Crlterlon O,n,.= SUMP SUMP cls Minor s�orm max.allowable capacity GOO��grcatar ihan flow given on sheet'O-Peak' Ma-or storm max.ailowable ca acii GOOD� rea�er than flow iven on sheei'O-Peak' DP-2.5 QNLET 504)REDWOOD-UD-Inlet_v3.14,O-Allow 11/20/2014,5:14 PM INLET IN A SUMP OR SAG LOCATION Pro�eM- ASPEN HEIGHTS OFFSITE InIetID= DP25— INLET504 T --La(C) r H-Curb —_ —'___.".__ __. . . _ H-VBN - �� Wp W Lo(G� MINOR MAJOR Type oi Iriel Irie�Type= CDOT Type R Cu9 Oparinp Local�epession(atlEl6oraltomrAirwuspUlertlepassion'a'�mm'GAbW7 d,..- 3.00 � Irchea NunberolUriUHets�Gm�eorCurbOpeNrq) No. 1 � Wa�erDepihatFbwiro(oWlEeoibcaltlepassion) VortlirqDapfh. 6.0 ].5 Imhes Onte hfomutbn MINOR MAJOR ��"�e ocpms Lergth ot a UN�Grzta �(�)� WA leel itllholaUritGrale We- WA Irot eaOperirqRalioloraGrale(fyplcelvabes0.1S0.90) �4r=- WA � Cbggirg Fazror for e Sirpk Grate(rypical value 0.50-070) C�(G)- WA WA Grele Welr Coatliciem�ryqW vahn 2.I5�3.60) C.(G)� WA G2te Oniice CoeifineM(rypcal vaAs 0.60�O.BO) Ce(G)= WA . . rEOperYnqMorm�tbn MINOR MAJOR Lenglh ol a Unt Curo Opennp 4(C)- Zp.pp feel HeigMofVer6ralGuNOparirqinlncles H..i- 6.00 Ircnes He1gMo�CubOnikeThoallnlrclp5 Nrwn- 6.00 IrcMs rgle ol Thoal(sae USDCM Fgue ST-5) T1eta. G3.G0 tlegrees Sitle Witl1�br Dapression Pan�rypiWy�he gutler niM�012 feep Wp= 200 �ee1 Cbggirgiac�orlaraSirgbCubOpming(yqcalvaAe0.10) C��C�. O.IO 0.f0 Cvb Openrg Weir Coelliciarn(lyqcal vahre 2.33�) G.IC)� 3.60 Ci+bOpenrgOnliwCoe�licieAQypicalvalue0.60�0]0) Ce(C�- 0.6] � MINOR MAJOR Total Inlet Interceptlon Capaclty(assumes clogged conditlon) �._ ���s z2.x cfs ARNMG Inlet Capacliy kss t�an O Peak Ior Mlno�Slorm 4>uxuoun[o= 13.1 182 c�s DP-25(INLET 504)REDWOOD-UD-Inlel_Jd.70,Inlet In Sump 11/21V201a,S:la PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET Ofl GRASS-LINED CHANNEL BY THE flATIONAL METHOD Pro�ect: ASPEN HEIGHTS OFFSRE Inlet I�: DP 26— INLET 503 I �FLOW D I STREEf I �OW D I '—- SMw Dalails GUTfER ROW GUTfER PLUS CAF2RYOVER FLOW . ._i �ROADWAY CENTERLINE n . i a aa lemm a rme : MIrorS�orm M rSlortn -- Ib�aoaekirow�ortrzoisneeiORpne•Jbwc�ume7�� '�R�o..=�cis FILLMTHISSECTION 'Y u mler values in How 14,ski the ml ol��6 ahM aM ta s1uN QAWow w Nea hkt R��� : Me� aG m FlL L IN THE SibcalchmnAma- Acres SEGTIONSBELOW. Percertlmperviousrese- Y. s�Type: Fb^+�w��: _ NRCS Soil Type.�A.B.C.or D Q sn:rs uoa� {[svee�mieo Sb ONq n(n) �Q S�tc�rs rvm-� �Q nru�nleb n a MeEkn O`ierlartl fbw.� f�-.. L CharrelFlow-L � l�l • e omu . arsi �nc � � i� , � npr loim apr torm DesIB^Storm ReNn Penotl.T,� years PetunPonotlOno-Hoi+PrecipiauonP�- IroAes C�. C�- C�- llser-Dalined Storm Pun�i CoeHipeM(bdve tlis bla�lo acceq a calcJaletl value�.C= ❑ser-Dalinetl5�yr RuroBCoefhcierp�leaveRisblarkloatteplacak�aleEvaba�,Cs. Byp�as(CartyOvtt)Fbw hom upalresm Subee�chmenb,q= 0.0 0.0 cb Total Design Peak Fbw,O= 1.B Bl tl� DP-26(MLET 503)REDWOOD-UUlnlet_Jd.14,Q-Peak 1 V20/2014.5'.11 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criterla tor Maximum Allowable Flow Depth and Spread) ProJect: ASPEN HEIGHTS OFFSITE Inlet ID: DP 26— INLET 503 ��Tencrt ri.�a�.vu� T,T� Sa.�c_--- � � W�� T�` SVeel Crown Q'M\ /�QYi/ Y V �� Hcurse 0 � - . $x a d� 5� G er G m En[er data In ihe blue cells Maximum Allowable Widih tor Spread Behind Curb Taun= 8.5 fl Sitle Slope Behind Curb(Ieave blank for rro conveyance credit behind curb) S�K= 0.020 fVN Manning's Roughness Behird Cwb(typically beMreen 0.012 and 0.020) �,cn= 0.020 Height ol Curb a�Gufler Flow Line H�une= 6.00 inches Distance irom Curb Face lo Slreet Crovm TcrrowH= 25.0 fl Gutter Widlh W= 2.00 ft Street Transverse Slope Sx= 0.020 Wtt Gut[er Cross Slope(typically 2 inches over 24 inches or 0.083 tt/k) Sw= 0.083 �t/fl Street Long�udinal Slope-Enler 0 lor sump contli�ion So= 0.000 H/ft Manning's Roughness for Street Section(�ypically between 0.012 and OA20) nsmeEr= 0.015 Minor Siorm Major Storm Maz.Allowable Spreatl br Minor 8 Major Storm T�= 18J 25.0 n Mau.Allowable Deplh at Gutler Fbwline for Mirwr 8 Major Storm d�= 6.0 7.5 inches Allow Flow Depih a!Streel Crown(leave blank lor rw) � � check=yes MINOR STOFiM Allowable Capacity is based on Depih Criterion Minor Slorm Major Storm MAJOP T M All wable Ca aci is based on De h rite�lon 4..,,.= SUMP SUMP cis Minor storm max.allowable capacity GO00-greater than flow given on sheet'O-Peak' Ma'or storm max.allowa5le ca acit GOOD- realer ihan�low ivan on sheet'O-Peak' DP-26(INLET 503)REDWOOD-UD-Inlet_v3.14,O-Allow il/20/2014,5:11 PM INLET IN A SUMP OR SAG LOCATION Pro�ect= ASPEN HEIGHTS OFFSRE INet ID= DP 26—INLET 509 .. — -Lo(C). _ _y. H-Curb � H Veri i WO Wp W � Lo(G� �pM MINOH MAJOR ype of Irlat Irie�Trya� CDOT Type R CUE Opehnp Local Depr¢sslon�a0dtlorel Ia mrOruo�s gUler Oeprassion'a'Imm'O-Abvn �- 3.00 ircnes N�nDer ol UrYt IrYe�s�Gra�e or Cub Oparirg) No- t ater Dapih a�FbwSre(oNsitle ot bcal tlepression) POMirp Dapth. 6.0 7.5 Ircles On�e k�fortnatbn MINOR MAIOR ���bB��s lerglholaUrilGra�e 4(G�. WA ' lael WIE�h ol a UHI Grate Wa- WA teet rea Openinp Ratio far a Gate(typlcel vaMxs 0.75-0.90) h.r- WA CbppirgFaclorlora5inpbGreie(rypkalvali.e0.50-0JO) �i1G�. WA WA ale Weir CoelficieA(ryqcal vaMe 2.15-3.60) �+.(G)- WA ta Ontica Coeiticie�t�rypcal vah:e 0.60�0.80) Ce(�+1= WA CuNOpeKqMomrtbn MINOR MAJOR Lergih ol a Urit Cvb Opeiirq 4(C)- 5.00 Ieet HeigM ol Verlical Curb Opanrg in Ircies N.v�� 600 Inches HaigMolCubOnlicaThoatinlreles H�- 6.00 inclies Argle ol Thoal(sea USDCM Fgure ST�S) Tha�a- 63.40 degraes SitleW�itl[hlorDapressionPan�rypicaMihe9utlerwiMho121eN) Wo= 200 �eet CbgginpFactorlora5inpbCurbOpenrg�ryqcalvabe0.t0) G(C). 0.10 O.tO Cab Openrg Wair CoellicieM(rypical vahe 23-3.]) C.(C)- �.60 cvb Ope�r9 onl;w coelllcierl Mv�l vaAs o.60-o l01 ce(c)- o.s� MINOF MAJOR otal Inlet Interceptlon Capacity(assumes elogged contlitlon) �.= s.a e.e cfs ARNPlG:Inkt Ca aclry kss t�an O Pcak lor MpJOR Stortn �verxx[oweo' 1.8 BJ cls DP-26(INLET 503)REDWOOD-U61nIei_Jd.14,Inlet M Sump 11/2IV2011,5:12 PM DESIGN PEAI(FLOW FOR ONE-HALF OF STREEf OR GRASSLINED CHANNEL BY THE RATIONAL METHOD Profect: ASPEN MEIGHTS OFFSITE InIetID: DP28— INLET509 I �F�OW D I ST EEf � I �OW D I Shav Uatails I GUT7ER ROW GlfTffR PLUS CMRYOVER ROW . _. __ _i �ROADWAY CENTERLINE s n . i a ea termi t mug o� rmel s'. MImr5lorm M r5tarm �-�_ (bd peek Ilawlor 1R ol slreel OF qrazs�lirotl c�unep�. ��Krwwn= � 75.9 cls FlLL IN THIS SEC110N 'H u mM veluea In Raw 1C,skl �he rest ol Ihls sheet end oeeed to sheM O-Atlow or Mea InIH. R- rt omie : rAer alamt ces: fILLMTHE Sibcetclmer�Area- Acres SEGTIONSBELOW. Perce�timperroiaress. X �Tw�� F��^�f°`�-_ NRC$$oB Typa. A.B,C,or D �Q 5ne a Uoa� Q StreE Nkb Sb INi (H Q Sne 5 Nm�Upan Q Net Nktl 1�a MeEw Ove/Idn7 Fbw. --. -- Chamel Fbw-� en wma . ere ne - � � z♦ e � iror torm sPr torm DesiB�S�orm ReNm Penotl,T,. yeers RelvnPenotlOreHovPreciq�atiort7�- irclns C�. Ci= �- User-DelinvM Storm Rvoll CoeHidM(bave His bla�k b acceq a[abJa�eE vahe�,C� User�Deliree Sryr.Puroll CaeHlderl(kava IMs Ebri lo accep�a cakWted vabe�.Cs. Byp�a(CartyOre�Fbw hom upeln�m SuOcalcMnenU,0.= 0.0 0.0 Na To1sI Dealpn Vxk Fbw.�= 1.1 /5.9 eb DP�28(INLET SW)REOWOOD�UD-Inlet_JStb,O-Peak �1I2d2014,5:09 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criterla tor Maximum Allowable Flow Depth and Spread) Pro�ect: ASPEN HEIGHTS OFFSITE Inlet ID: DP 28— INLET 509 ��T�,� Tc���n,� S �� 7,TM�c e.� W� T � SV88i Crown Qw Qs/ Y —� Hcune d � - S* a d� 5� Gutler Geomet Enter data In ihe blue cells Maximum Allowable W idlh for Spread Behind Curb TazwK= 8.5 fl Slde Slope BehiM Curb(leave blank for no comeyance credit behind cuib) S�K= 0.020 fVft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) na„�K= 0.020 Height ot Curb a�Gutter Flow Line Hcuae= 6.00 inches Distance irom Curb Face to Street Cmwn TcAowr+= 25A ft Gutter Width W= Z.00 ft S�reet Transverse Slope Sz= 0.020 fVtt Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 tVk) Sw= 0.083 Pott Street Longitudinal Slope-Enler 0 for sump condition So= 0.000 fUtt Manning's Roughness for Slreet Section(typically between 0.012 and OA20) nsmee*= 0.015 Minor Storm Major Storm Max.Allowable Spreatl for Minor&Major Storm T�_ 'i8] � 25D fl Max.Allowable Depfh at GuVer Flowline for Minor&Major Storm dM�= 6.0 7.5 inches Allow Flow Dep�h at S(reet Crown(leave blank tor rro) � � check=yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Ca aci Is based on De th Crlterion �,n,�.=r SUMP SUMP cis Minor storm maz.aliowable capacity GOOD-greater�han flow given on sheet'Q-Peak' Mabr storm mzx.ailowable ca acil GOOD- reater�han tlow iven on sheet'�-Peak' DP-28 QNLET 509)REDWOOD-UD-Inlet_v3.14,O-Allow 1 112 0/2 0 1 4,5:10 PM INLET IN A SUMP OR SAG LOCATION Pro�ec1= ASPEN HFJGHTS OFFSITE In1at ID= DP 78— INLEf 508 �—Lo(C) < ��H-0urD�___ .. .. . . . — I H-Verl I Wo Wp W — ��Lo(G) MINOR MAJOR ype of Ir/et Ir/ei Typa= CDOT Typo R C�uE Ope�Yrq Local�epession�a09tloraltawntl�uouspnerGepession'a'Irom'QAbvI� �- 3.00 i�es Nunber ol Urit Irbts(G2�e or Cv00perirg) No. 2 ater peptli at FbwPre(outsitle ol bcal depression) PoMlnp Depth. 6.0 ].5 imhes pnM Ydmmatbn MINOR MAJOR 0��be DepNs Lerglhof a UN Grata 41G�- WA leel id1�ol a Utli Gra�e Wa- WA Ieei rea OperYng Ratlo lor e Grele(lyqcal values 0.15-0.90) hs- WA bppirg Factor lor a Sirq4 Gra�e(ypleal value 0.W�OJO) C��G). WA WA �e Weir CoeKciM(rypwl valuo 2.15�3.60) C.(G)• WA � nte Onfice CoeHiclen(rypwl vahe 0 60�o.e0) Co(d)� WA C�N Opsnhg Inlorm�tbn MINOR MAIOii LargM ol a UNt CuG Openrg 4(C)- 5 00 leel HeigMa�VerticalCiiEOpenrqinlrcFes H,..- 600 ��ches HeigMOICu00n�iceihoallnlmMS H�,,,�- 6.00 Irches Argk ol Thoal(sea USDCM Fipve ST�S) Thala- 63.40 tlegrees SiOeWidlhforDaprazcionPan�rypicalylheguttervnMho121eet) Wo= 200 leel Cbgglrg Facior lar a Slrgk Cub Openrg�rypcal value 0.10) 0.(C)- 0.10 0.10 CvEOpeNngWeirCoel�icerA(ryqcaivalue233.� �.IC)- 3.6� �rpOperYrgOnliceCaellicierl�typcalvalue0.60-OJO) Co�C�� 0.67 MINOR MAJOH Total Inlet Interceptlon Capacity(assumes clogged conditlon) �.= io.s i�.e cfs kikt Capacity IS GOOD ior MNor antl Ma�or Stofms(-0 PEAK) O�aEp�Eo� 2] �5.9 cis DP-28 pNLET 509)REDWOOD-UD-Inlet_JJ.14,Inlel In Sump n/20/201a,5:10 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASSLINED CHANNEL BV THE RATIONAL METHOD Pro�ecl: ASPEN HEIGHTS OFFSRE Inlet ID: DP 29— INLET 508 I �FLOW D { STREEf I �WND I GUffER FLOW GUTfER PLUS CARRYOVER FLOW ShowOelalls �ROADWAY CENTERUNE agn . i e termi �mug ol rme s� MIrorS�orm M rSiorm �.. �IocNpeaAlbwlo�IROlsinalORB�uaavbECMidp�. ��Known= 1.0 8.0 Cie FILIINTHI55ECTION •H enM values In flow la,sMl Ihe rest ol ihb sheet entl roceed m aheet QAlbw w Are�Inlet. R��� omu : rAar aininl te : FlLLINTHE SibcatclmerYArea-�Acres SECTIONSBELOW Pem1tlmparvioisross- X - �T/v� flONT�"�°a FOf NRCS Soil Typa= A,B.C,or D Q S�e¢INDan Q Strnt Nkh � Sb IUYI Le (I� �Q sne rs Nm-uean 4 Nx In4b n a lM�un I��, OverlaM Fbw. — . ChamelFbw- ena orme . e�s rc � � i+ , � iror torm apr torm s De510�Stortn ReNn PenoE,T,= yeers PelvnPerioCOre-HovPrecipta6on,P�• Irches C�• Ca= 5- Usar-Defired Storm R�nofl Coeiliciert(leave Ihis blaik 10 acceq a catJaleC vals),C. User�Da�ireE Syc RuoH CoaHicienl(kava�6s Olark to accapt a cakulated valuo�,C�- Byp�aa(Cerr}Ova)Fbw hom upslream Subca�chmenin,Op e 0.0 0.0 eh Total Design Peak Fbw,O- 1.0 8.0 c1a DP�29(INLET 508)REDWOOD-UD-Inlet_Jd.t4,O-Peek 2/26/2015,9'20 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Requlated Criterla tor Maximum Allowable Flow Depth and Spread) ProJect: ASPEN HEIGHTS OFFSITE Inlet ID: DP 29-- INLET 508 �TencK Tcvu�vN� $8��� T.TMM LW�� TY �UBB� � IOWf1 QW\ /Qx/ J Y �✓ Hcune d '�— - . S" a d c �� Gutter Geomet Enter data in the blue celis Mauimum Allowable W iMh for Spread Behind Curb TancK= B.5 tt Side Slope Behind Curb(leave blank for no conveyance credit behind curb) S�cK= 0.020 tt/fl Manning's Rotghness Behind Curb(typically between 0.012 and 0.020) n�cK= 0.020 Heighi ol Curb at Gutter Flow Line HcuRe� 6.00 inches Distarice irom Curb Face to S�reet Crown TCROWN= PS.O ft Gutler Width W= Z.00 fl SUeet Transverse Slope Sz= 0.020 tt/ft Gutler Cross Slope(typically 2 inches over 24 inches or 0.083 fVft) Sw= 0.083 fUft Street LongAudinal Slope-Enter 0 tor sump coMi�ion So= 0.000 IVN Manning's Roughness tor Street Section(typically behveen 0.�12 and 0.02�) nsrAee*= 0.015 Minor Storm Major Storm M�.AlWwable Spread for Minor&Major Storm T�= 187 25.0 tt Maz.Allowable Deplh a�Gutter Flowline for Minor&Malor Srorm dMa,= 6.0 7.5 inches Allow Flow Dep�h at Street Crown(leave blank�or rro) � � check=yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Ca aci[ Is based on De th Criterion �.n,w= SUMP SUMP cfs Minor storm max.allowable capacity GOOD-greater Ihan flow given on sheet'�-Peak' Ma'or s�orm max_aliowable ca acit GOOD- rea�er than Oow ivpn on sheet'Q-Peak' DP-29(INLET 508)REDWOOD-UD-Inlet_v3.14,Q-Allow 2/26/2015,921 AM INLET IN A SUMP OR SAG LOCATION Pro�xt= ASPEN HEJGHTS OFFSfTE InietlD= DP29— INLET508 i Lo(G7 � ' �H-Curb � H-Van .__.—_�� -- Wo Wp W . — 'r�G) MINOR M0.10R ype ol Iriat IHeI Type= CDOT Type R Cub O�enrg Loca�Depress�on(atlOitloralrocord�uo�sgutlertlepression'a'Imm�Ab� �.- 3.0o incnea NUMer oi Unl Itlets(Gmle or Curb Opeeirg) No- t ater Dept�at FbwPro(o Wide ol bcal tlepression) POMirp Depth- 6.0 7.5 irclies Onte k�twmatlon MINOR MAJOR ��b°��° Lengtho�aUnilGrata 4lGI- WA leel k�holaUritGrate W.- WA Ieei rea Openrg Pafio lor a Gra�e�rypical values 0.15-0.90) hs- WA � CbggirgFaclorloraSinybGrele(ypkalva4e050�0]O) G(G�. WA WA 2Ie Weir CoeHicle�K(tyqcal velue 2.15-3.60) C.(G�� WA G21e Oniiro CoaHlciM(ryqcal velue 0.60�0.80) Ce(G)- WA Cu�OOpsnhqYrtorm��bn MINOR MAIOR Larqih oi a Un�Cvb Operirp I.a(C)- 5.00 � leal HeigM1t o1 Vertical Cvb Openrg In Irches H,�� 6.00 IieMs HeigM of CW Onike Tlroal in Incles H�= 600 ircMs Argle of Thoat(sea USDCM Fg�re ST-5) Theta- 63.40 tlagraes SideWidthiorDepressionPan�typiWy�hegutterMMho121eei) „'p= 20U feel Cbggirg Facmr tor a Sirqb CUE Ope�irg(rypical value 0.10) G(C). 0.10 0,10 CUD Operirg Weir Coellicienl(rypwl vahe 233.1) C�(C). 3.60 ub OpeNrg Orilke Goeflktier�(rypcal valx 0.60�0.]0� C,lC)- 0.6] MINOR MAJOR Total Inlet Interceptlon Capacity(assumes elogged conditlon) a.= s.+ e.s cfs InkiCapat ISGOODforMtrwranEMaorStortn�(��PEAK) Oe[iwxFaw�ro= 14 8.0 cis DP-29 QNLET 508)flEDWOOD-U61n1e1_J�.14.Inlet h Sump 2�2N2015,921 AM DESIGN PENC FLOW FOR ONE-HALF OF STREET OR GRASSLINED CHANNEL BY THE RATIONAL METHOD Pro�M: ASPEN HEIGHTS OFFSITE(FU7URE NECCO) InIM ID: INLET 500 IWFL WND I I SR2EEf � �WND I . � GUTfER FLOW GU7TER PLUS CMRYOVER FLOW __ SnowDetaas � `ROADWAY CENiERLINE n . i ea eemm � up o� rme s: �MlrorSlortn M rSiorm o-- QacalpaWlbwlorlRo�akeelOR9raes1lreEc�urwp�. �Qxnam=l_J_Itis FlILINTHISSECTION 'II u entcr veluea In Now 10,eki the mst ol thu sheel entl rocoed to slxet O-Akow w luea 6�bt R��� omut : der alamt ce : FlLLINTHE S�Eca�chmer�Aros� Aaea SECTIONSBELOW Parcert Impervio�snesa= % - ��YV�� r��`���0 NRCSSoilType= A,B,C,orD �Q srce s u,ea� IIIQ so-ee mko �'� spw Ounl � n(n 5rze�rs Hm-u'ean I Q wea Inke n a MMan OvaiWeE Fbw. � - � . - ChamelFbw. omw . e�c irc � � z+ � � irpr lorm ajor larm Design$tortn ReNn PenaE,T,� years Rewrn Penod Orie�Hov Precipilation P�. Imhes Ci- Cz= C�. User-UelireA Stortn Rvwli Coellicier4(leave iM1s Elark lo accepl a cakulatetl value�,C= UserDelired 5-yr.Ruqll Coe�'i^.iem(leave�M1s blaric la accap�a cakWtetl value�,Cs- Bypass(CertyOmr)Fbw Irom upstnem Subcatchmenls,O�= 0.0 0.0 Na Total Dealgn Peak Fbw,O= 1.8 11.0 cla DP-...(MLET(500)NECCO-U6lnlet_JJ.74,O�Peak 2/292015,11:46 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor& Major Storm) (Based on Regulated Criterla tor Maximum Allowable Flow Depth and Spread) Pro�ect: ASPEN HEIGHTS OFFSITE(FUTURE NECCO) Inlet ID: INLET 500 �T�R Tcnu�m� S —_z T.Tnun � W� T�� � Strael Crown �w Qz/ Y �� Hcuwe d �" -. $x a d c 5� Gu er G me Enter data n he blue cell Maximum Al�owable Widlh for Spread Behind Curb T�K= 8.5 tt Side Slope Behind Curb Qeave blank for no conveyance credit behind curb) S�= 0.020 fUfl Manning's Roughness Behind Curb(typicaly between 0.012 and 0.020) n�= 0.020 Height of Curb at Gutler Flow Line Hcwe= 6.00 inches Distance from Curb Face lo Slreet Crovm TcAovir.= 32.0 fl Gutter Width W= z.00 ft Slreet Transverse Siope Sx= 0.018 ft/f� Gutter Cross Slope(rypicalty 2 inches over 24 inches or 0.083 tt/fl) Sry= 0.083 fVfl Street LongiWdinal Slope-Enler 0 for sump condition So= 0.062 fVtt Manning's Roughness tor Street Section(typically between 0.012 and 0.020) nsmee*= 0.075 Minor Storm Ma or Storm Mau.Allowable Spreatl for Mirror 8 Major Sta.n T�= p.q 20.4 R Mac.Allowable Depth al Gutter Flowline for Mirwr 8 Major Sbrm d�= 6.0 6.0 inches Allow Flow Depih at SVeet Crown(leave blank for rw) � � check=yes MINOR STORM Allowable Capacity is based on Dep[h Criterion Minor Slorm Major Storm MAJOR STORM Allowable Ca aci (s based on�e lh Crl�erion Ow,.= 16.3 16.3 cfs hlinor storm maK allowable capacfry GOOD-greater�han ilow given on sheet'O�Peak' Ma'or storin mae.allowai�le cn ecil GOO�- realer than flow iven on sheet'�-Peak' DP�...(WLET(500)NECCO-UD-Inlet_v3.14.Q-Allow 2/25I2015,11:47 AM INLET ON A CONTINUOUS GRADE Ro�M: ASPEN HEIGHTS OFFSITE(FUTURE NECCO) InIetID: INLET 500 f_'_Lo�CI� t H-CurC H.�ieh ��._ Wo � � � o1G� MINOR MAIOR ypeoilrtlel Type= CDOTiDemerl3Gamdretion LocalDepression�atltliUoreltocortinnicgunrrdeprassion'e'Irom'Q�Abvn e��= 2.0 iechos otal Nunber ol Unis in IAe Iriel(Grete or Curb Openrp) No- 3 Lergfi ol a Sirgb UMt IrYol(Grale or Cub Openip) la- 3.00 it itl�h of a Urvl G2te(wmot be greater than W Imm O�Atlow) W,- I]3 � �t Cbqpirq Faaor for a Sirpk Unl G21e(qP�min.vaA»-0.5� CrG. 0.50 0.50 Cbggirg Faclor lor a Slrqle Udl Cu�O Openrg(rypcal min.vaWe=0.1) CrC- 0.10 0.10 MINOR MAJOR otal Mbt k�tercaplbn CapecXy O= 1.]7 OSP cb obl Inkt CartyOver Flow(fbw byp�utrg hkp 4= 0.0 8.5 cis C�ptu2 Pemmtaqe=O,IOe= C%c ]6 41 % DP-._QNLET(500)NECCO-U0.lnlat_JS.14,Inlet On Gratle 7125�N715.11:17 AM DESIGN PEAK FLOW FOR ONE•HALF OF STREET OR GRASS-LINED CHANNEL BV THE RATIONAL METHOD Pro�ecl: ASPEN HEIGMS OFFSITE(FUTURE NECCO) Inlet ID: �NLET C6B I �FLOW � I S7REET { I ��ND I Gl7fTER flOW GUTTER PLUS CARRYOVER FLOW- - _ Show Deta�is__ �ROADWAY CENfERLINE a gn . i a ea e�erm oi.g ot mel s' Mimr Slorm M r Srorm �-- Qoc&paWlbw1or12o�eVealORprau�VradclwmA�� ��Known= � 11.3 cls FlLLMTHISSECTION '11 u enter values in Row iC,skl Ihe real ol INa aheM an0 oeecE to aheel O-Albw w Area Inlet R-�� o�ma : Mer tain ce : FILLINThIE SibcelcHnMArea. Acrea SEGTIOla58ELOW. Percar2lmparviovuess. Y. - r�Tvx� Fl°"s��F0° NPCS Sail Type= A,B,C,or 0 II Q sne s um�,� ¢svee mkn sb �un) �e tlp I Q srcc 5 Hu,.uroan I q e.ei wwen n a neab� aenana Flow.� - - CharrelFbw. an omu n: am i - � � x• e o nor lortn apr tarm Desipn S�orm ReNn Penotl.T,= yeers RelurnPanotlOne�Ho�Precipi�a6on.P�. inclgs C�- C�. C�• User�Oarired Smrtn Fvofl CoaHider/(bava tl:s bWh w accep a cakJateO value),C• llser�paNe�S�yr.RuroH CoelficieM(leave Uvs darkto accep�a cakula[etl vaLe�,Cy. Bypese(CartyOveh Fbw hom upslream SuEcatcMronb,4- 0.0 0.0 ch Tohl Dealgn Pesk Fbw,O= 1.B 11.3 cla DP-...(INLET C6B�NECCO-UD-Inlet_JJ.14,O-Peak 2/25/2015,I1'35 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria tor Maxlmum Allowable Flow Depth and Spread) Pro�ect: ASPEN HEIGHTS OFFSITE(FUTURE NECCO) Inlet ID: INLET C68 '�TencK T�ii�vn� ge� T.TM�� �C W�- T� Stf0B1 I Cmwn Y �w �7z� f Hcune a � ... S* a dc 2I Gutter Geomet Enter data in the blue cells Maeimum Allowable W itlih for Spread Behind Curb TencK= 8.5 ft Slde Slope Behirid Curb Qeave blank for rro conveyance credit behirM curb) SencK= 0.020 fUft Manning's Roughness Behind Curb(rypically batween 0.012 aM 0.020) n��= 0.020 Heigh[of Curb at Gutler Flow Line Hcune= 6.00 inches Distarice from Curb Face to Slreet Crown TcnowN= 32A fl Gutler Width W= 2.00 fl Street Transverse Slope Sx= 0925 Pofl 6utter Cross Slope(typicalty 2 inches over 24 inches or 0.083 Wft) Sw= 0.083 fUfl Stree�Longitudinal Slope-En�er 0 for sump condition So= 0.060 fUft Manning's Roughness for Street Section(typically between 0.012 and 0.020) ns*r+eer= 0.015 Minor Slorm Major Storm Max.Aliowable Spread for Minor&Major Slorm T�= 15.4 15.4 k Max.Allowable Depth at GWter Flowline for Minor 8 Maior Storm dMpx= 6.0 6.0 inches Allow Row Dep�h at Stree�Crown(leave blank for no) � � check=yes MINOR STORM Allowable Capacity is based on Depth Criterion Mirror Storm Major S[orm MAJOH STORM Allowable Ca acit Is based on De th C�iterion �.no..= 13.3 13.3 cis fdinor storm max.ailowable capaciry GOOD-grea�er lhan flow given on sheei'Q-Peak' �Aa-or storm max.alluwable ca acit GOOD- reater�han llow iven on sheet'O�Peak' DP-...(WLET C68)NECCO-UD-Inlet_v3.14,Q-Aliow 2/25/2015,11:37 AM INLET ON A CONTINUOUS GRADE Pro�ee[: ASPEN HEIGFRS OFFSITE(FUTUHE NECCO) InIatID: INLET C6B Y--Lojc1-_"_r H-CurC H�Vert -� �� Wo \ W �� ��� �1'.-� `LciGl MINOR MAJOR ype ol inlel Type= CDOT/Demer 13 ComWriation LocalDepression(a0tli�ioral�ornrtimoisgut�erdepression'a'Irom'QAIbvI) a��y= 2.0 inches atal Number ol Urrvts in ihe liiet(Grate or Cub Opedrg) No- 3 lerglhafa5irgkllnitlNel(GrateorCurbOpedrg) 4= 3.00 �� H idthol a Uni1 G2te(camot be greatar tlan W Imm o-Abw) W,= 1]3 ft bggirg Faclor br a Sirgk Uml G21e(rypcal min.valua-0.5) GG_ 0.50 0.50 CbggirgFac�orloraSirgleUnlCurbOpenrg�rypicalmin.vabe=0.1) C�C= 0.10 0.10 � MINOR MAJOR otal Inbt Inlerceptbn Capxlry O- 1.J5 0.69 ch otnl Inb�Certy-Over Fbw(Ibw bypeaslrg Inbt) de= 0.0 6.8 cls CapN�e Percentege=OJ�e= C%- ]6 OP % DP-._pNLET C6B)NECCO-U0.1nle�_JJ.74,Inlel On Gratle 2/252075,11:38 AM DESIGN PEAIC FLOW FOR ONE-HALF OF STREEf OR GRASS-LINED CHANNEL BV THE RATIONAL METHOD Pro�eM: ASPEN HEIGHTS OFFSITE(FUTURE NECCO) InIaIID: INLET 525 I �FLOWND I STREEf I �ROWND I .. GURER FLOW GUTTER PLUS CARRYOVER fLOW SMwDatails ' �ROApWAY CENTERLINE ea n . � ea teem� oug ol rme : MlrprStorm M rSlortn .... (loca'pea4lbwlor 1R ol slreel OR Br++9'��h�l��. �Qanewn= �4 6. t�s FILL IN THI$SECTION 'H u enhr veLee In flaw 10,skl �he rest ol ihb eheel enC xeed la sheet QAlbw w Ama InkL R--- orma rter la m ce FlLL M THE SibcatchneaArea-�Acrea SECTIONSBELOW. PerceM Impervio�sness� % — �"5�Troe'� AONT�'�°��O�' NRCS Sail Type. A.B,C,or D III Q Sne e uem ((street�nlee � Sb (fVh� (n I Q s¢e is Monuean Q Ma Inles k�a Meabn i Overlard Fbw. � . —_ _ ChamelFbW•� e n a omu . arsi inc r. � i z a � irpr �ortn apr torm �Deslgn Starm Pelvn Petlotl,T,� years Relum Panod OreHov Precipila6on,P�. Inches C�. Cz= C�- User-0elinetl Smrm Rvpll CoeHideM(kave iHs dark to accepl a cakWa�etl vaWa),C� User-Dafined S�yr Ruro�l Coefiicienl(leava INs blarla lo accepl a cakWtatl vaM»),Cy� Bypeu(Gerry-0ver)Fbw hom upalmem SubcaleMnenb,q- 0.0 0.0 eh Tolal Deslgn Fwk fbw,O= 0.6 6.6 cla DP�._pNLET 525)NECCO-UD-Inlet�3.14,Q-Peak 2/25@015,11:56 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria tor Maximum Allowable Flow Depth and SPread) Pro�ect: ASPEN HEIGHTS OFFSITE(FUTURE NECCO) Inlet ID: INLET 525 �Teuac rcav,vu� S �� T.Tmnrz e�cx W-�— x SVBBI Cmv.'n Y Qw Qx/ J Hcune d � . . Sx a d� 5� Gutter Geomet Enter data in ihe blue cells Mavimum Allowable Widih for Spread Behind Curb T�,cK= 8.5 ft Side Slope Behind Curb(Ieave blank for no conveyance credit behintl curb) S�K= 0.020 fVfl Manning's Roughness Behind Curb(typically between 0.012 arW 0.020) �encK= 0.020 Height oi Curb at Gutter Flow Line Hcune� 6.00 inches Distance irom Curb Face Io Stree[Crovm TcAowN= 32.0 R Gutter Widih W= 2.00 R Street Transverse Slope Sx= 0.025 fUR Gutter Cmss Slope(typically 2 inches over 24 inches or 0.083 fVfl) Sw- 0.083 iVtt Stree�Longitudinal Slope-Enter O lor sump condition So= 0.060 fUfl Manning's Roughness for Street Section(typically behveen 0.012 and 0.020) nsrnee.= 0.015 Minor Storm Major Storm Mau.Allowable Spread for Minor 8 Major Storm T�= 15.4 15A fl Max.Allowable Depth at Gufler Flowline for Minor&Major S�orm d�= 6.0 6.0 inches Allow Flow Depth at Street Crovm Qeave blank for no) � � check=yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Ca aci is 6ased on De th Criterfon Q,n,.= 13.3 13.3 cis R9inor s�orm maz.allowable capacity GOOD-gteater ihan fiow given on sheet'p-Peak' Ma�or slorm max.aliowable ca acit GOOD- reater IY:an flow iven on shect'Q-Feak' DP-...(INLET 525)NECCO-UD-Inlet_v3.14,q-Allow 2/25/2015,71:56 AM INLET ON A CONTINUOUS GRADE Ro�xl: ASPEN HEIGHTS OFFSITE(FUTURE NECCO) InIetID: INLET 525 r—LojC)� H-Curb H�Van L�Po YY '—� LoiG� � MINOR MAJOR ypeollnlel Type= C�OT/Deme�l3Comdnation Locel Depressbn(adtlltiorel lo cominu�gutter depression'a'Irom'O�AIbW) �pca= 2D � incMs o�al Number o�UN�s InNe INe�(Grete or Cub Opanrg) No. 4 Lerg[�ai a Sirgle I1rJt In@I(Grate or Cub Opanng) La n 3,00 it idM al a Urrl Grate(canrot ba Brealer tl�an W imm O-AMw) Wa- 1 J3 � fl Cbggirg Facmr for a Sirgle Uril Gra�e(ryqcal min value=0.5) GG- 0.50 0.50 Cbgging Factor lor a Sirgle Unt CuiE Operinq(rypkal min vabe=0.1) GC- 0.10 O.tO I MINOfl MNOP otnl Inkt Inlerceplbn CapecNy �= 0.4/ 4.20 ds obl Inkt Carry-0ver Fbw(fbw Gypessbg FJet) a= 0.0 R.4 ch Ceptun Percanbge=OJQ= C%= t00 64 % DP�...QNLET 525)NECCO-UD-Inle�_�3.14,Inlel On Grada 2125/2075,11:57 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET � OR GRASSLINED CHANNEL BV THE RATIONAL METHOD Pro)ecl: ASPEN MEIGhRS OFFSITE(FUTURE NECCO) Inlet ID: INLET 483 I �FIOW D I S1REEf I I �OW D I i -—- S�ow Delails GURER ROW GUTfER PLUS CARRYOVER FLOW _ `ROADWAY CENTERLINE . i �erm � o rmet '. Mirqr$Iorm M r5torm -� podpe�Yiawmrlrzol�bealORpma�lirecnrrep 'OK�„.�= A cts fILLINTNISSECTION 'S u mM vehief h Paw lG,akl IM re�t ol l�h aleet enE rocelE lo ihMl QAlbw or AR�YIbG R��� . ar tainl . FlLLMTHE Si6calchnertArea. Acres SECTIONSBELOW. ParcenllmpeMo�arosa-�Y — �TYx� ��m�°° NRCS SOII Type= A,B,C,or D �Q Sie c 1xU+n� rQ Sbeet 4Yee � Sb (IIR1 Qt) Q SRe s Nm�UOd � 4 we.�nlets n a naam� overwia Flow. — � — ChemelFbw- orm� . e�s irc � � i. � � iror lorm apr lortn Da5ipn51ormReRmPanotl.T,= y� RelunPeno00na-HovPreciplaUortP�- ircigs Ci- �x= C�. User��efireA S�aim Pvnll Coellicienl(leave Ih�s Olarik to accepl a cakJaleO vaAe).C- lJser-Delinetl Syr.Rvoll Cee��'mia�l�bava tHs blark lo accept a cakWated value�,Ci- Bypus(CamrOvaQ Fbw hom upatm�m SUDca�chmenb.4= 0.0 0.0 cla Tot�l Dealpn Pe�k Fbw,O= 0.6 6S eh DP-...(INLET r83)NECCO�UD�Inlel_JJ.14.O-Peak 7J292015,11:58 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET(Minor&Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Pro�ect: ASPEN HEIGHTS OFFSITE(FUTURE NECCO) Inlet ID: INLET 483 '��Tancx — TONwM� T.TMNI Sg�-� W� T` � Str�� CTW11 �W QII/ Y � M<urre d �-- - . S* a tl� 5� Gutter Geome Enter data in ihe blue cells Maximum Allowable W idth for Spread Behintl Curb Tenci�= 8.5 fl Side Sbpe BehiM Curb(leave blank for rq comeyanca credit behind curb) S�K= 0.020 fVfl Manning's Roughness Behind Curb(typicaly betwcen 0.012 and 0.020) n�K= OA20 Height ol Curb al Gutler Flow Line H�qe= 6.00 inches Dislance from Curb Face to Slreet Crown Tceavu= 362 fl Gulter Wid�h W= 2.00 fl Street Transverse Slope Sx= 0.018 fVtl Gutter Cmss Slope(typically 2 inches over 24 inches or O.OB3 Pofl) Sw= 0.083 IUfl Sheet Longitudinal Slope-En�er 0 for sump condition So= 0.062 tt/fl Manning's Roughness br Street Section(typically behveen 0.012 and 0.020) nsmee*= 0.075 Minor S[orm Ma or Storm Max.Allowable Spreatl br Mifror 8 Major Stam T�= p0A 20.4 R Maa.Allowable Depih at Gutler FbvAine for Minor 8 Major Storm d,,�= 6.0 6.0 inches Allow Flow Depih at S�reel Crown(leave blank br rw) � � check=yes MINOR STORM Allowable Capaciry is based on Depth Criterion Minor Smrm Major Storm MAJOR STORM Allowable Ca aci Is based on De th Cdterb �,�,,,= 16.3 16.3 cle Idinor sto�m maK.allowable capacity GOOD-grealer Ihan flow given on sheet'O-Peak' Ma or storm max.allowable ca aciN GOO�- rea�er Ihan flow iven on sheet'O-Peek' DP-...(WLET 483)NECCO-UD-Inlet_v3.14,O-Allow 2/25/2015,11:59 AM INLET ON A CONTINUOUS GRADE Projec�: ASPEN HEIGHTS OFFSiTE(FUTURE NECCO) InIetID: INLET 983 �.-__LofCl '; H-Curb �H�V?n 44'0 LV \ _ -L�� 1 MINOR MAJOR ype ol inle� Type= CDOTiDert✓er t 3 Comdna[ion Local�epression(atl0itioreltocoMiruo�agultertlepression'a'Irom'QAIbW) aiocn� 2.0 Inches otal Numper of Unis in Me INeI(Grale or Curb Openrg) No= d � Lengtho/aSirqleUNtlrtl¢t(GretaorCu20penng) L,= 3.00 � f[ idN ol a Urit G2te(carcwt De greater Cen W imm Q�APow� W,- 173 � it bggirq Factor br a Sirgk Uml Grzle(rypical min.value=0.5) GG- 0.50 0.50 CbgBirgFaclorioraSingleUniCUDOpanrq(rypicalmin.value=0.1� CrC- O.t� O.tO MINOfi MAJOR otal Inlet Mercepibn CapncMy O= OA/ 0.09 clv odl Inkt Carry-0ver Fbw(ibw bypauMg kikt) Op= 0.0 2.4 cfa CaptumPercenlage=OJO,= �= iD0 W % DP-...pNLET 483)NECW-UD-Inlet_Jd.14,Inlet On Gratle Z292015,ll:59 AM Z 33 � � - c � S 6 ° " �� S z Elev6lUn(R) aCi � oO� F � Dm v� n _-- _ - n� s � $ 3 -- -�' - ' __ �_' � N =- _ n _ _ ==o �-_=o ... . �. ., . .�, �. o - ____. __._. _. . . . 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NOTES EN L011ER IYT 6' ' / � �4��T� I �E 1 ' f--.. ......._'_ ' __.:._ ___.__+ _..�yI � ]OO� CH[CKERED t CONCREfE SHnLL BE CtiSK B.INLEf 4AY BE CA51'-IN-PIACE OH PRE[ASi. �' � � _ J. S:_'.,�. ' ¢w. 161N. MAX FINISHE� GRA�E �w� ,>��/� �/„ � 7PF/MJIWALL M1 �4 ti' 11 � � _L�..: t _. __.._._._�L.. ___"'" ' �__II_ _�`._ , iWOP:If.N .. s w. �� ' � '� � �7 K� ���� � � F -- � 'i� �5 x p� + 26 � • 11 �� ����� 2. CONCREiE WPLLS SHPLt BE FORNEO ON BOiH 90ES PNO SHALL tlE 8 IN. iHICN. j� �'. M � e u. •' . ':� x i.// , - } � -- t „� � - - . ������ 3. INLE?.ffPS SFiKLL BE IY WNFORWJlCE WItH A45Hi0 Y 199. ,-'�- �----+ r�--- -, ---+-- ----� � - 4. CURO FACE ASSEMBLY 5 WL BE GhIVANt2E�MEft WELDINC. � _"- :? :..,,. r, a SLOPE i[,,i . S L O P E 402 4 11' II i'. l I * 13 t 1a i I ] i s J a . . , .... (!� ,,',. r r , � . .�QO��� � ..,•, .'.vY -J` � / -_- . � 4"-0 x 4 0' � 4 0' I , �w� � .:� 'i� i GRIWTED I�SIDENANDTOl1T ��Y , \�i//,�. �_..�1 Y 403 I � �:�__* 4 0 r * '_a' 0� �',._,_' I '.__._�__ L -__.__.' ,: ... ��]ODOOO 5. F.�OSE�CONCPETE COFNERS SHALL BE CHAIafERED SI� IN. CURB AND GURER -+�y!ppt'� � wTM�) O ;.: ": CU�AC7ED J,,... n���i,''� � � PIPE Od i ��a05 _4_-•I-_6'_ ' h _!1__-it 6 10"I__ :_-__�. .i. _._ � _...1._ �I.__-___ _.'__., , CORNERS SnALI 9E FlNISHEO t0 MAiCH iHE GISiING CUAB AN�GUIIEF 86YOND ;,., .. .:!l7G�t4C�%j�" ADJUS ENT SHIM � _ 4 a n:e iu. s[c axe rea � :? 24 IN. c°0i WIFAIAL . .n c,i cF[CLL ..: �- . . _ 1 ......_1____ L�.___. . 2i 6-10' J1 I 6'-10' Il 6-10 II 6-10'.; . _ .. . . . . „ I I .,, '�_,,, � � , { THE iRANSIiION CURER. a �59EMBLT�ETNL .:; '. :�t]: �.. _ � .j _ •'__ ._ a i :__' ._._�__ -_.. 8 IOT.,� . . . , .e .. . MA7fltlAl r "' qp_g a s" VIII I� 7 B 10' ] 13 10' ] 18'-10 ] 8 10 ] � . �, �� . . _,.,. . „_._ _.. . 6. RfJNFORpNG 8PR5 SNaL BE OEFOflMED AND SFW.L MqVE A 2 IN. IMNIMUM '' :��`� s�x. � ;'+ . n p � ' �''� � j� ,'.:5�•.- 40) � 4 I 9�. f. � �___# 5 t01t.._ � i��;��Q_, • _�M15'��� F� "�__�'S 10'� * �5' 10"'�. �__ CL£AARNCE.ALLREIAGOFGNG&4fdSHP0.6£EPO%YC1AiED. s M. �� •. . . , � � . • '•.,: ..` .:...+`. �, 400 4 � @ � II �' J T6-10 5, 3 11,-f p..� 3 �.16.-0 i 3..__.I I I f0 i 3 _.�.i6'-0'_' . . l. �IYENSIDNS ANO WEI41i[i OF IVPICAI 1AANHDIE RING JNO COVER ARE NOMINAL. 1�C��I C�PVB di3'1�AUP B � B �+`�."'�,z w o a 5, as rn� c-a�s �/s vsc na • .: .., . . . �l. �_-, ,�-. _ I - f ���C� 409 < 8'_ i II I .6 5 IO"� 6 10-10' 6 1.15-10'}� 6 i..10 10'� 6 . IS 10'� 8. EIAiERIAL FOR N4VHOLE RINGS FNO CWERS SNALL BE GRAY OR DUC11lE GST {,pli �8pt��(. ;:ii'S.ii 6& •� +s sia+�vae �' ECCENTRIC CONE 7000 P.S.L i { � � " MtuxMX 1 ..p' e PpE 6Q+B N� �� � � (RAMII.M ,�.�� 410 I � It' NI ��--. f �. . �I 3 : + S * I � .. �. �� 9 IflON 1Y ACCOR�hNCE WIIH SOBSECTqN�12.06. ^ , M W. ' 412 { � f1 �- . .. ___ �. � ..t 4 '�t f9,�']�1 .. ' a a MA7EMAL J� � { I � __� 7 5 P" � } _i 1a P" ; � W��F .UflB k SEE DEiAiI'e' ROW uNE �-. .! Q wp /60 'I I . $INCE PIPE ENiRIES INiO iHE INLE!NRE VAIiIABLE,iHE PIMFNSIONS SHOWN ARE �`���'I�'�`�J b �� t PPE00. UR{W.W. 41t � 4 IP II � li.. ._. . . I ��n� bR I i J �2 9 3 2 9 � � / V �-� 1YGICPI. ACN.1L OIMENSqNS AND OUnMI➢ES�OR CONCREIF PNp flEMFOflCEMEM y , BOiH 9M5) O .�t , K � 413 4 1 9�_ II ir � � I _,__ r �� ~ ] �10 10 ] �15 10'i . . 'C ��'� SNALL BE AS REQOIRE�IN iNE WGRK. OUMT1iE5 INCLUDE VOLUMES OCCUPIE� 6Y � ♦n.OaENMC � � , - .� '_. __ r __-� :�_: � -.._' :_1 �,�� PIPES. � ijfiQ�fSX� i !"ad`iR'P. 6 ix '<�•Jt . .^'-'�•_': Z � : � a GLASS C BEDDING ROCK EXCAVATION � 50�� 5 ��5/p. N �t., 1) 3 4 {,. 22 � �.,4" J3 i S-4 �,_ 22__� 3 1 � _ l3__� 3 4'..�, �� 5 9SECiQN )1YFO65H.4L BE GAWANREO OND SHNI BE IN ACCORDRNCE WItH ,a;yy k`�Cy�,'�f sf:r.C=e.?i Z _ �_ ._. !r__ ._' -�-- � I� I n Fi. _ � � -. , --� I � � �_ I6 I S 6" � D j 3'-0 �� 6 _-t 3 6 1 ifi--� fi_ SECTION A-A r h p ..m MANHOLE-�`-� D J �pp�(,y{ yp7H /�5$pE{��p ��j� �TM ��p� 502 5 5/ III ;� .__ �_ i PIAN VIEW '. A I Q RUNGS 12' O.C. � � � � I 504 5 I ei_ _ iz i s a e i _ . s a a'�� r`-za e' �&SffEPLANNERS� � se..� . GRIX1T SHIPLAP JOINT �w� 1]K W. 7IENGl1 W/d1 e __j: t]R 1N. L 601- 6�/y V ;� 2 �8 10�- 2 8-10' 2 8 _IO } 2 1�8 10 4 "-�10,.A� „ ,� ..�• � ,�.�.�„�. , � -- 18 N. G 3 R:8 IN. 4 Ff. S Ff.-6 IN. N ..,'�' r r.4.'.�'� ._j I -.._.. .fi3 flo-5. �sl A M4 S At�E �_<&R 5 ro5� - � bAS S X021� �BM.5.9 ero51 � . �..... � . � ... .___ _.____ ._. ______. __.___ .. __. _ _ �_ __ - . zi' za• xr z Pa aus � PLAN VIEW LL e �� � � ses� {, _i is ia i i �o w° i �is_-io � i m ia i is io' ELEVATION VIEW �2. i2. e a5 Vwst� �� � MSIDE AND OUT ■ [� �G,�i� an.v I I MANHOLE COVER (T(P.) � S^ �ye 1 1I2 W.R LCN W�p�p pEPqE55F0 QRiER WMpEp . . . FO�S R.INl}T i a w i a icc curnx wricrt OOISEIY � i i l � SEE NOTE ASTM C-478 �pB+�iy� UNV�'OpYLY *VPRIABLE RE�EF i0 iPBIE IWO �� v � � , e m B IN. MANHOLE SECTIONS oPE 6D. ��'�' 75 35" O!E 1/IN.HCN.E i/ �p c z�. ��� � + ���R� � . � �INCWOE�4, 18 M. fl4R5 (SEE CWWNE�UYOUIJ. ftEGUTAR INLEfS �ROP BO%tNLEfS �__ 5._»••_� �8, � ��; � �rew,�aow uxE -�� 5 CpiACiED . �"� o m • . �.� �•. .-•� ron a wrtca w t/a PPE oD. =� _ t � . � N�N� z m. e:� .: ; s'x m : , r.,- , , ,_. ' .� .;,: ��µ .�,,.y,: TABLE ONE � BAR LIST FOR CItRB tNL�S 7YPE "R" zs' za' zs' Za' 2e_�4 pa e.ws -'iE2 - N $ rc .. - • .`i.- li:_•t .�u::.:�I j e � Cp1PAC1ED . .. .,. � , Y:�s : _ • .�_._ _ _ _ _ - , e �Z � � r . ZV � .-:. �"� .-.. .� iB IN. MA% � tltANULNt 1/!P�E� . 4 • 6 K HL� . � 6" i2'012 6 I FOR 10 Ff. MIFf O ?>� • � ' YA7Q9w At s M.1�L .._ ...�NO REP'� � N� REO D � ^ I ^ I H j I m •`.:•a �.., t�t T W.PIPE S°ACIN o .�4 t` R��E � fT.-�� � �';. .. �H' RE�OIAR ' �ROP 60% ..�� CONC SiEEL , ..C�NC $TEEL � CONC $IEEL ��, � 8�8.5 B � ^ C 3 m ... �zt g But LL . LENCiH l 5 Ff l 10 R l IS�t }5" 30"-F^30'�35"�ThREE 1%IN.HOL[5 d Qj Z �� ����y�µ� � � � z� ° 2 IN. GROUT BASE TO CONE 40i 902 tl0 �� 40J C 0 1 ' 4 0] � 4 0] .�CU. vp s tBS C�.v D 5 L B S C U.1 V S L B S I ���-��� � � � � � W a . ,< � � �� �_ ' : � : UNSTABLE SUBGRADE SUBDRAIN DETAIL � ,- -- � - i,__ sEcr�eN nr HozE t-�ra) Z � � _ ' INSIDE AND OUT t sx. nIR �� F - - l t r '- � d ` ' :'. ¢c F 5 .. . � 3'-a 2 B 1-H t ��"10 7 l i �31 205 5 3 t91 �.4 ]O6 � - � �: .., � >s � ��" _, ,. . SIN. F 7RENCH 7�7X AS 9�EC)lED 71tENCH NDiH AS�EQiEU � f-6 � 3 y I p_-2 ��_�� � � � � " __l4 , 305 I 5] 528 � ].9 _ /9] I PUIN V�� i)" 22" 2Y P2' 21' 27 22' Y2" t]' 0(4 BPRS Oa � a � .^ o�A��i� :::aa . ' �-♦ �:P 4-0 3 8 2-8 11 9 J1 346 60 559 90 I 7B6 '�. 30' 4' d" q" d' ��. .,� t t/t w,pA%x4 w.Guv. - � a . . 1 . . POURED CONCRETE � � \ � � � - � y ST�1 xOD-hIkELMP �. ^� aa � BASE �DF�72 IANT� 4'-6 4 2 i ]'-2 _II 9 _ _�39 336 G 4 5)1 8.8 803 '�� i� � �12'12" _ STEt1 •E7t ZO : . 31�21H.ATTOP. Z �. :'. .� ' ' � -' e< .y ..�� 7�WALL f '-0 4 8 3'-8 14 )1 T ..dt :54 6� 602 �. 93 84t �'�. 2�i5�24/ ------'� i S - '� ` . a�- LO�R UMT OF ;; : * f2 K iN. J �5'-6 5 2 4-2 ; 5 16 13 ��15 6 i 4.4 SIS fi0 60] `l.4 8:0 ���� POfl IS iT. INLEf p�p LL . - ^ �. 7AENtl1 MALL .._ ' , _ " - - - .--. ^. :s __ DN. .-Y • :, t/hw. ; '.s _,... p. . .a.a d . ... d . . %� ,�..:. ..$ , i1.j ➢EHSELY Dooa° On O e '_6'-0 5 8 ; 4�_B 3 IY _'i6 L, _i6 6 �f 4.6 � 3ffi _.61 E15 , l.6 860 � � � � � � h O FueEou[Hi zw. . _r......�. .t�•.:" ..c. .<" :. . ... . �p�� =o e o400°o':oono�y0000 ; 6'-6 6 2 �.�5'-2 4 5' �_..18 ��_. i8 B •_+S � 402 r 6.4 637 �� ].B 8E0 �� � 35"--i-_}0"--...-30'-�--3�"-�--30' .�-.!5" fiJE 1 2IN. HOlES �o w OUC� ' -{-� B IN. MIN. °op'6oDo°S oo°o po opo �. _ F � r ' _ � � '__� w fq ��4 ��xlxa.x3/eie. � ���� BAL7fiY1 0� �`o°��o . 7-0 6 0 . 5-8 4 11 � 20 1] t9 + ID _50 421 � 6.6 b54 RO 89) �,� �5�-W�- a� p �� qt a o • g°O�= �'-e � s -e=z s s' ' zo � n m m `�"s.� a.� s.� � sea ' e:.i 9oi- CHANNEL LAYOUT DEfAILS o v ¢ WtIGMS:COYER = i25 LBS. SECTION B-B 2IN. MIN. UMIF�R11 (itAOED ..O > (Wp4EL ��o �' � ob°� 8'-0 ] B 6-8 5 fi'�. _22 19 22 72 , 55 451 71 634 � _8.5 _92] � E��//\¶�(1� �EW R y O � o, o•o°Daa r !� _ r _ +a!tsc = t35 iBs. SEE CURB FACE ASSEMBLY 01 SHEET 1. c :�����. s� �umaw �: :: �hp B•g�=o oo,g�,o -a'-s a s P-z s s 2a zi �za i �< �s� a�i � �>> �m ,_s.� san� �_ �E �,.: .. ; . ♦IL IM. 000�o��o�o°o°� _9',9 & 8 ]'-8 6 ii t{_�24 21 _24 T 14 '� 60 4I9 - _]6 711 � 90 954 MANHOLE RING �f.� iOTpL= 260 195. �U �.-I dm+o wrbu¢ � �N. pt � POURE� INVERT _ . ... ..�. _ _ ' _ ' _ ' _ w ' NOTE: MINIMUM MSIDE �IAMETER OF o0 0. o PFAFdU1E6 OR `� 4�� O� O 9'-6 9 2 8'-2 ] 5 2fi 23 Y6 ifi 62 499 '�. ]e ]3 93 9ia�� U' ro W�E -a ' M A N H IX.E S N A LL 8 E A S F O 1.1 0'N 5: o a �ePaoe°� °peo 6 K 1M. .- . .-. -. ._ • . -- �- " ? ' - �- -- tt F E u i Y P E I N t Y�E N T N E V 1 Y P E Vt 1VP E NI IYPE Y:II 1YPE x �"'° Z s�' E➢CE a wai � �. . -e. ' D Oo o � ro �T�Q� ..YC 0 9 8 0'-8 l 1i � 28 25 2i IS 64 52D , 86 ]49 .9:4 992... _ ._____ .___._ __ _._'_____ ._.._ . n LL (:lIR6 FACF ASCFMRI Y nF7Al1 �' . .'e + ECA57 MAwHOLE F0.7ER t - i..-. . , ., :-___ _ _ ....__ _ .._ GENERAL NOTES � � � � - -.- ,..-� - --- ' - - -- '- - ' ' ��,r• a�° i �- ` . _ ' .. �� , -T _}�-�� o 'e BASE PIPE 9ZE MIN. MANHOLE 7 7�2 W. MA7ERK �10' 6 10 2 9'�2 8 5 28 25 28 + 18 6] SZ] . 83 ;59 . 9.1 1p01 � ! 9 g ', 1^ .� �126 i95� '�.. iZ � �.'�.20' ��. _ . e qOCK tY 0 ia 8 9"-8 8 11 �_JO 2> 30 20 , 69 54l .j 85 ]]^ , 9.9 1022 { �. f "�' � �� 1.$EE�-�B Fpt REINFCRCEYEM. S.TCPqq B 1NLET SNNL�ACPE TO n iN. ' - � � DIAMETER �. '--- -' ' -�- . � I � 60' 1� { I� � - Z 2 ROOR Ci INIET SHALL BE 314Pm WiH MATW 90�NJ(.SEE o-0. R�.�� IN. NOiES-fOR!=5 R.. l 10�.PNO l 15�. � 2 . 40E ., '�� �A°'� O oinou coxce[rt m rqxu�Nurn� s.exvosEo sr�5'w.t ec cnwunz[o m / T 8 IN. MIN. 24 IN. OR LESS 48 IN. �� �S. �. �p�� �iry5 g{µy gE A5 g�E(�1� pr p{ANg REGutAR INLEiS.TOinL OUAN➢➢ES NEECE�aRE UUi510E iHE HfAvf BIACN �iNE . �FNGiN �v >>� '�30 �Z�P !VARiEi 41C i •ZZ� �4 f. T$°1PE C°�LT0N5 nCCqmnxc[Mix�RSw10 u-m. 27 IN. TD 42 IN. (INCL. 60 IN. g101(EM � EfC. 2 REFR i0 T7E STOR/I SRNNAfE CONSIRU�710N SfANDAf�S OROP BO%r�NtEtS:TOtAL QUONiT�ES Nt.T..0E0 PRE Ixs�OE iH'HFAVY B1CK LME ,.' � I �. 2� ....�Z ;. ..SOt / r I':.-�I /� � � I � �� ��1 Q 3 u/�nwote mx+cs s+wu�RE�m+Eo rm O�ER 42 IN. � 72 IN. iJ� � � � � ��. U wicr xncrr a rr exo�wen A DETAIL �A�� ALTERNATE BASE � L BAR BENDING DIAGRAMS �� (,Q�_ENSIONS ARE OUT-TO-OUT OFRI BARI� �44 � � LL 4.4DEY/AtK SNALL BE 6.W.TiCN FOR 3 R. SECTON O� �DDNG YA1EAMLY FOF CRADAM.tIS STE[L WF1..Hl5�0 NOi IN�W�f SiRIICiIIRAl$iEFi.GUNN[l. .._ . ... a+mr+�R goe oi incT. TAR�E iW0 � BARS AND �UANT�TIES VARL4RLE WITH "H' CURB INLET-4 FT. OPENING FOR VERT. CURB & GUTTER STANDARD MANHOLE STORMWATER BEDDING REQUIREMENTS � Com uter File fnformation Sheet Revisions Colorado Department of Tronsportation STf�NDARD Pl.l3TI N�. w APPROVED: APPROVED: DETAIL naaeovEo: DETAIL CreoCion �ats�. 07f04/Ofi Initials SJR Date: Comments a20t Eost arkensas nvenue 7�T7� �7 ¢ CITY OF FORT COLLINS STORMWATER DETAIL � CIN OF FORT COLLINS STORMWATER � CITY OF FORT COLLWS STORMWATER � CV1\B LIVLET TYPE R UTILITIES �ATE: 11/19/02 �_�A UTIUTIES DATE: 11/7/00 UTILITIES DATE: 1/72/�0 Last uod.fweon Date-. m/o4/o6 Init�ds- lTa �� VI oenver, Coioredo eo222 O CONSTRUCTION DETAILS CONSTRUCTION DETAILS D- � CONSTRUCTION DETAILS D-�I � � Pnone�. �3fls) 7s� 9083 M-604-12 aM1KM1K� ��M� DRAWN BY: NBJ �tl�� DRAWN HY: SKC Fu0 Path � w.tleGstoiaco-usi0esgnSuPP�rt/ � .,. _-n_. P�x: '�303) hJ 9820 j DRAWN BY: N&1 orowiny Flle Name: 6o40t2o2o1.awg �.^ ¢ cno vu.: u,kros�atim ve xaic rvot m Scaie u�its E�qrsh � ProjCet Development Branch SRJ/LTA Issued By Project Oevelopment Qranch on July 04, zoos .�.}102t NO. 2 Of 2 `�J j � O � � 5 0 ,�] � z n m a r--+ � a s._4. ��� O � � � 11'-4"--- 16• 4• a'I--�=s-o� I � * rore �wcre�i) ceurea�wd�s n. � GENERAL N07ES: A STEEL GRATE QUANTITIES �� , OUANTfTIES fOR ONE INLET � ¢ B 5�•� ��- �-1D'_C'� L=15'_p• 8" PRWIOE NNMENANCE ACCE55 Ai BOIx ENDS. BAF.FIER $EE SHEET 2 � N0. LBS WEIGHI � ♦-.. � .. � '� i��t ��4 ♦ ♦ � � N � � 4a9 409 CVRB fACE *5'?RANSIIION � fiESCRIPT1pN t£h�rH .. } C0Y'WE 0'-0' PIECES ' PE4 F7. (IBS.) ' �, "' S .R H .,, ;E ShEL S7�EP5 � A .. .... 409 A � ApOflIONRL MMMCIi R!NC AND COYEd * SVMMEiRIGN.� 4 54 x].I BEAq 40' )]0 1�3 4"Mlk /� 4'/rz" �e (CLL YDS.) ttBS.) p� 'D. � U L } pp� �} � �, „� flEOUIF[�WHEN L=10 FT. OR MORE. WHEN R IYPE R �Eo p-6" 09 ]5 0 I �601 �i 60� � � REINFOk..EIAENi PAR ACCORDINGLY. INLR IS USE�WttH 2 3'/z` x�/( Mi 16�% 2.90 U 4]' ,fl4iE 3Lx�/(PUi > 36' + 403 � • • � �R�SCR. iRAN�SRIpN � NOVMOBLE 4�� PhRALLEL i0 90�t5; 35' , .-. � 3. SLOT DETA1 3 6" 12 96 0 � � A F 3 3'.�/��Fai 2b5/e� 2.55 1T � � 3'-�' I� 8G 0 � 3 R0�5 .�. � 5 RO�S c SNA1L BE CONSTRUCiN. �- F-ROApWAY- L TOTaL tBS. - ;29 ': -- WA$HER I 3" u 4' 0" 1.3 10t 1 - i� ENDS OF e[BEAAA CUFB FOCE SLOPE ,� '� � • O � fACE Oi SbC IN 10' � IN 15' � 3'CLR FACE OF iiW15010N SHALL BE PN� Sµq� ' ftECE55 �� V/p' y . CURB � ... . . Mq.Ef � INLB � . . FOR AS CUFB RNO GUIIER. 110UMABLE � -� ��� � � 4 6" Ld 116 2 g , _ , CURB CtIflB AND GIIIIER �T:H B FpF GRAtING � /� SLO�nEo MoIE � � �}} . .� * � TRANSITION CURB n+eaan -- .-. : - '%s'ae. onscr a o' i.s i2z z r' ... �8� t }p �,w� . . J� 30 - .Hl NEEf SHPPE OG NORIUL BNftIER SICA �E `_ �... � � • .� 6' i BOLix B' i , 5��s 5' 6' V f3J 2 F��� Q s_ � � t0 � � � 3'. EACN EN� CIIRB PN�CUi1ER HER[. . . �, PLAN ���1f�t7'/by�„j f', . b 6' �9 ue b \ C/w' W ?0!Ni M 5 im'tEf r • OEG�OW 2 0 . ♦- FOR A 1'-0'%SidAOPE 2'PER Ff. ;•I. .�4 . _- GiJSS PiPE . �_ _�. . �.. I 402��-,. �2• 3• i'/,• �`3•Y /i 8'-0' 1 l �63 3 1'/� _./ " a .star�cw � aue i i' uw aoo �. � 4 d" 3 iW.Ef�PqY LENGiH 3 8 � . - T J9 { V J �' ��C� SEE CM�YO�SHEETe8�4� � � � � � • (tto � -- �"�T'"^�� ALTERNATE SLOT e--sY z.s 199 a �I w � LL �N GU'itR B ` 1%' I-4"y � 1� SLCFE YS i0 G'JitER � IP'�IN 12"CEMER. :. . :� O PLAN VIEW � P� � AND HOLD DOWN s a' �s zas s u p is'ro sra er.--{ h'- � � I �� ia iaac � + � w. o � �,,...q B �oz N GRATE INSTALL.4TION PL,4TE DE"fNL 9 6 z� zzo s r r 7 � rT'� N C07 aFF OR�N�BA25 LO CLE4R IOANH�LE �L=5'-0" 1=10'-6� l t�-C' RUSIT YdiH > �3,�C 4" ��-�E"�fT. • �6 DEfAIL 10'-0' S.0 335 6 h�� F�M { d09 � I fiOiiwNNoie � soa I`- aca . aos • � aae 3 Ae rnce 37 �- z`R INLET WITH DITCH PAVING � � ;� "�^" GENERAL NOTES n•-e• s.a zsi e w � � � r�z-�ec.us � - � � �" � � SECTION VIEW �I � /' � �� r/\ -+ --�- 403 - iG3 � - � 8 6 I Z��� �MLET SiE?S I.CONLREfE SHALL BE CIASS B. iNLEi Wtt BE CASf-IN-PUCE INi PRECASi. •p�pE INSIOE OU,4ETfR SIU�L PE 30 IN. �R �/ /�� V J � 3' 403 . . .. ,. SOJ . ..: . ,. . � .. .: � / RE�'O.FCR Atl � ❑ } } �� Y CLft. 601 d�t 601 501 � (%� I - �SI� �• ! gp� `� � }•_6' g 4R {OZ�'4S �: 2.PEINFGRCING BARS SHALL 6F. EPo%Y COAiED ANO DEfORMEO R4,PND SNAl1 LE55. CONCFEiE PND AEEI QUPNiliIES ARE {„� V 7 ( o o Q � _ � �. • . � HAVE R WNiNUTA 2 W. CIEMANCE. CUt Gfl BEND Aft011N�PIPES 0.S REOt11RE�. FOP �NE EN11RE INIFi BEGORE OE➢UC➢ON 11 J a qp� S'CLR qp� 401 •. 40� 6 (�) � i�� � 5 y'O.G { EARINWORN ASSOCNiEO WIiH OINE S�OPE TO FR DN(E �- • + - 6 J.CONCREIE SLOPE ANp CiiLH PhVING SHN1 8E M FCCIXtOPNCE WI1H FOF VOW11E OCWPIE�[iY PIPE WEIGM OF y � „ - \ HfICHi OF qNE 4EEL INCLUUES A FING PoR 1HE W%IMV11 w � W p�p�. . I i \( 1:1 5/ O.G �t IMCtU�E� IN TNE COSi OF iHE MLET 6'r-- }5'-�{6' S[CtiON 50]. REINFORCf1AEM FpR CONCPEiE SIOPE PAVINC StU11 BE ' }'CtR '�I �"- t H<5' � E<5 1 4 2�.1 �\._i%2'�IPE SPJ�'R �� � I 101 N� 14� + -41�� 6 X 6 - Wi.4%W1.4 Ok 6 X 6 - W2.1 % W2.1. ��OWIEiER. � .=5'-NI H _ j t . - ' . : � . 12'O.G `-�r...- �. . SLOPE /x" PFR FT NA%. � � . m'«i5�a<5 0 ' � o I - � A"o �i �ccK N'n �s.w,� _ l. � -`-�- --��- o, : __, ELEVATION �.nRuc�uwu src�roe cenres avo cRare insruunon `wxowaac sHau gqR LIST fOR H=2 P'f-6 IN. � 9�O.C. RP. - 9'O.G j .. Q i 8 y - V �-4U'/ e, _�'� �� ,� !� 3"ClR 3"ClA � NORNPI MEOIAN O�R�GRADE-�J � 4" � �q"CONCREiE ` CONCRETE INIET BE GALVANIZED.PNO SHALL BE IN ACCOR�ANCE M11H SUBSECiON lt .06. BENDING DIAGRAM � � � 2 � � ' �ao� � � ` t � z AND � - 5.iHE S1PN�AR�INLEf GRAtES SHALL BE USED ON ALL IYPE C INLtTS UNtE55 0 � � ' o I o --'-' + NG�PE SLOPE M'0 ORGH CLOSE IAESN GRAiES AfiE SPECIFlED ON iHE PtFNS. M1O . � o ' �N PEO p. HEIGHi tENGiH O W � � � 8 W�-�� N1. . � . 6.FEPS SHALI 8E P40YPFD WdEN MLEf qMENS10N 'H'IS EOIIAL i0 OR GpFAiER 2 4D3_ Gpt ,. d03 403 � 403 . � �0'WING f� ���pN C�� �REW:RFSEiNFOClL9Y6.) 54 v I] 401 2 "<-3' J' ti' O ... � 940.C. � �� � � 1WN }F(. - 6 IN..qN0 SM?LL CQNFORM t0 PASFItO M 199. W - - -- 4'-0'�I ��4�-�� 3'/i x'/(Mi ).SEE S1AupARU VLW M-604-it. FOR REINFORCEMEM nROUN�iHE PIPE OPENING. �� 6 1�� H-� m : . - .. I%"DL4. � N" � 402 1 '0' 15• U• i 7 � n� ' � - � � Y'a L � .. G 4 l V.S�E E I R 0 0 '�A Z�N. pANEfER iE4POW1ki 402 4Go1C d0] CRO"S *CONCREiE SLWE AN��RCH PRNNG`NiLL BE PEW�E�X'NEN SMOWN On � HOLE FOR ORWNAGE SIULI I I'O.C. 1p1 9"0 C. P�pE iH15 SLOPE SWV.L BE SHOWN ON ME PIANS � � P.lVOUNO •..�� 2'-6"O.C. PE P6V:E0 AT SUBGRADE �� SEAL iHE PtANS. � � g � 3"QR. � dqs J � 405 406 405 qp6 (iVP) �4'EMBE�IAEM 11'O.0 CONNECi1NG PIPE BOiH SIOES 6'O.C. 6"OC EIEVRt10N OR n MINIMUM � N�� 601 �' Y I 6"O.C. 6' OC. 6'O.C. fi o.c. , SECTION A-A � r^ `° � � � � � rea�irvcnes sE�ow SECTION B B �" � V J � 6-8'---�- ��� 8' i6-B' ROOD 6ASE. iHE HOLE ( s xa'�i°aa� sHau ee aiucc�n waH aoa INLET ON GRADE a/�s 3'•'/I rur I--a s-.-I W SECTION A-A REGUTAR INIEf concaee acraae e'oa � ML.Ef CONNECTED jpLOW PROM ONE DIftECTlOM ' ' k CURB FACE ASSEMBLY accerrnxce or r� i TO A CROSS PIPE SECTION D-D arnRixc!'aa� 3'��"'���N'r s�ru�ro�re rRac�HEs�i�se � � 18'iC S?A. PT-I �-- C""� �_ D� C� D� ♦ptACE EMIRE ASSEN&Y BEFORE POURING CONCRQE �NtEi Ot 'H"A80VE 2 Ff.-6 IN. 10'-�' 1=15'_0' 3 � s 2 CNFN'�UY�N4L BE SHOWN ANCIE G�E 3 '' . � /a"1�'FICM HIX.RWND � 601 2"ALL AROUND � I 502 �1 � �s � 503 502 W2 604 Mi � �- � _ OR iw1SfED CPO55 &WS Z � � � 409 �� � 4 9 W GSES OF SKCNE� PIPE,iH15 � ���c T Ai B iN. C1flS WELDE�t0 3�_6^ _ i2« W g� � 5p2 SKEW uE�Vdl OrtCH FlAT i � 4' +�/a(1FARMC 6AR5 5' X '� - � 3"x /i Mi e R r . . ��a �r° 33�/z� � SGACFD Ai 2/� CiRS. � NO 402 TT W � 3y' Ai3 4D9J A03 _ --403 . � ' (2��) SECTION E-E �. <0�/�\ r � � CONSiFM nt3 403 ��� .�� SLOPE '/i'PER R. µqK. $LOPE�/t� PER� �' � }��'a A�0 ONE 84F FOR FACH FI. W 403 � 5-� y� 3'CtR. NIN. O.SS SLOPE �f ' 41] Q OF MEDIPN " •.-...- M �- - CENtERl1NE OF INCRUSE OP'H' � CONRANi � �-- 4 '� � /9WC 2 fi. - 6 �N. 9"O.C. � -� OR Of1CH 5< x 7] 40t � �� .� � i0 CENiERLME 401&NS SHA11 BE EOUPLIY SPACEC W � �' I 411 4I2 � . 413 3 4 I -a . . ORFA��NULLEL Fppy EqCH OiHFF. 2 8� . �� � � 446 L 405 }'�i. �4"CONCfiEfE AOPE . a' BFAkS 6'O.C. 5"Ot. pN0�IiCH PFVINC M > 5 C� D� C� nii aD I aia � � i wur (xcwvoecEo) : . s � ~ vxanae wa � __�_���__ I SECTION B-B cex!�cnic a�eE- (^� ;��c�vo.l � �a/�d (i'/e� ' a•, le"a�w � � 5 S'x�/."P.AT � J _ .. - . � END VIEW . ...' � . e'-�'-'-� ^�-�' _. E uor o�ra�ix a'/z . '/�'nnrs m � SECTION A-A eacn aor E /: sau�ns iu su+a+ao iNu�can� " _ s.aR. norz: rau+rioic mr+e nho ewce xnnor+eaM �ro Fnau,nh �� e�� � i �I 4,/' � `' C ALL B E FOR E � aos � ���� �f ar;o our2cw wve swi ee ioa�co M�Ef C6NNECTED TO A INIE� AT BOTfOM cn�v.waiuc �cras'�'� y 3-eii nr rhE snue cr+o or n�e iN�n. � , CLOSE MESH GRAI"E a SECTION A-A INLEf i�.a� SKEWED CROSS PIPE OF VERTICAL CURVE � 26%��*�,.� YOU DIG � i2� d 4i6 WITH DROP BOX�H>5 Ff us� �aa aeos�r aHo eicrc�uiFns orvir. SECTIONS C-C & D-D (conEo eaxs aPe w sccnau o-01 (FLOW FROM N10 DIRECTION,,S� STANDARD INLEf GRATE Q � Com uter File Information Sheet Revisions Colorado Oepartment of Transportation STE�ND!�RD PLE�N N�. 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RUNOFF COEFF. DESIGN RUNOFF (cfs) CENTER OF COLORADO AT I.D. POINT AREA (ac) I Gz Cioo Q2 Q�oo � 1 -800-922-1987 E�`������� Site Basins ..' 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