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Home My WebLink AboutDrainage Reports - 06/30/2015June 17, 2015 City of F rt Collins Ap ro e� Plan; Approved by. Date: 'Ao/ZLA Prepared for: CSURF P.O. Box 483 Fort Collins, CO 80522 Prepared by: NORTHERN ENGINEERING 200 South College Avenue, Suite 10 Fort Collins, Colorado 80524 Phone: 970.221.4158 Fax: 970.221.4159 WWW lorthef le lFl1leQ_re7gy9➢' IA This Drainage Report is consciously provided as a PDF. Project Number: 232-033 Please consider the environment before printing this document in its entirety. When a hard copy is absolutely necessary, we recommend double -sided printing. North ernEn aineerina.com 1/ 970.221.4158 I I W NORTHERN ENGINEERING Drainage Letter Report Date: June 17, 2015 Project: Centre for Advanced Technology Project No. 232-033 23rd Filing, Lot 2 Fort Collins, Colorado Attn: Mr. Dan Mogen City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, Colorado 80521 Dear Dan: ' This letter serves to address the stormwater impacts of the above referenced project. This project is located within Lot 2 of Centre for Advanced Technology, 23rd Filing. This lot was initially Platted as Tract A of the Grove at Fort Collins. Lot 2 is currently comprised of undeveloped grassland owned by CSURF. However, Tract A of the Grove at Fort Collins and Lot 2 of Centre for Advanced Technology was planned as a future development. While the development of this parcel was not a part of The Grove at Fort Collins student housing development, certain assumptions were made in the drainage computations contained ' within the project. A 90% impervious value was assumed for Tract A, delineated as Basin X within the Final Drainage Report for The Grove at Fort Collins. This basin drains north towards the intersection of ' Perennial Lane and Botanical Lane. A flared -end -section was constructed to convey flows through a storm sewer under Perennial Lane into the Grove's water quality pond. Both the storm sewer and water quality pond were sized to accommodate the fully developed future flows from Basin X. (See Appendix C for documentation of Hydrology, Hydraulic and Water Quality calculations performed for The Grove at Fort Collins.) Through design of the Sunshine House — FC 139, Lot 2 was reserved for future development carrying 1 forward the same assumptions used within the Grove at Fort Collins of 90% imperviousness. The off -site basins designated for Lot 2 of within the Sunshine House were divided into four separate basins to better design downstream structures and pathways. Prior to the Sunshine House, Tract A drained from the southeast to the northwest except for a small portion draining off -site to the west (defined as Basin OS4 within the Sunshine House). The remaining three basins (OS1-3) were designed to pass through the Sunshine House project. Basin OS1 was designed to route the majority of stormwater from Lot 2 into 1 Sunshine House Basin Al and intercept stormwater with an area inlet designated as Sunshine House Design Point al. Basin OS2 was designed to route.stormwater into Sunshine House Basin.A2 to be intercepted by a combination inlet designated as Sunshine House Design Point a2. Basin OS3 was designed to route stormwater into Sunshine House Basin B1 to be intercepted by a comkination inlet designated as Sunshine House Design Point bl. The Centre for Advanced Technology 231 Filing, Lot 2 project was designed to closely mimic the anticipated drainage patterns to utilize the previously designed and installed infrastructure. Five major basins were delineated for Lot 2 (Basins A-C, R & OS), each corresponding to an associated 'storm line in ,' Drainage Letter Report Page 1 of 3 NORTHERN Centre for Advanced Technology ENGINEERING 23rd Filing, Lot which the basin is routed, except for Basin R, which delineates the stormwater routed from the roof and Basin OS, which delineates the areas draining off -site. All stormwater from the roof is collected within the Storm Line C. The basins were further divided to allow for calculations at each drainage structure or conveyance element. Basin A is composed of the majority of the northern parking area and conveys stormwater via overland flow and gutter flow, and is intercepted by a combination inlet located at design point al. For minor storms, a portion of Basin A is routed across permeable pavers for water quality treatment. Storm Line A was sized to convey the 100-year storm runoff generated from this basin and discharge directly into Basin OS1. Basin B is composed of the remaining°portion of the northern parking lot and the landscape along the northwest side of the parking area, and conveys the stormwater via overland and gutter flow, runoff is intercepted by an area inlet located at design point bl. The basin was further divided to adequately size the curb cut opening. For the minor storms, a portion of basin B2 and all of basin B1 are routed through a grass swale located within the landscape area to the northwest. Storm Line B was sized to convey the 100-year storm runoff generated from Basin B and the upstream Basins C and R. Basin C is composed of all the drainage area routing stormwater to Storm Line C. Basin C was further divided into six sub basins to account for each conveyance element. Sub Basin Cl consists of the landscaping between the building and Centre Avenue and also include a portion of the proposed building. Runoff is conveyed via overland and swale flow and is intercepted by a 10" dome grate at design point cl. Sub Basin C2 consists of the landscape area between the proposed building and the proposed retaining walls. Runoff is conveyed via overland and Swale flow, and is intercepted by an 8" dome grate at design point c2. Sub basin C3 consists of a small landscape area on the north side of the building and conveys runoff via overland flow to an 8" dome grate. Sub basin C4 consists of a small landscape area on the north side of the building and conveys runoff via overland flow to an 8" dome grate. Sub basin C5 is composed of the entire southern parking area and the surrounding walks. Runoff is conveyed via overland and gutter flow, and is intercepted by a combination inlet located at the southwestern corner of the parking lot. For minor storms, 'a portion of basin C5 is routed across permeable pavers for water quality treatment. Sub Basin C6 consists of a small landscape area to the west of the proposed building. Runoff from this ' basin is conveyed via overland flow and is intercepted by an 8" dome grate located to the north. Storm Line C was sized to convey the 100-year storm runoff generated from major basin C. Basin R is composed of the majority of the roof. Basin R was further subdivided into seven sub basins to account for the seven roof leaders draining into Storm Line C. Drainage from these basins is routed off the roof and into a roof leader that is connected directly to Storm Line C. All of the runoff from major Basins C & F generated by the 100-year event are contained within Storm Line C. Hydraulic calculations are shown in Appendix B. Basin OS accounts for all of the areas that are being routed off -site. Basin OS was further subdivided to coincide with the off -site basins defined within Sunshine House, excluding OS 4, which drains into Perennial Lane. Sub basin OS 1 coincides with Sub -basin OS1 of the Sunshine House. This basin is combined with upstream Basins A, B, C & R. The stormwater generated from these basins during the 100-year event is 12.9 cfs, which is less than that designed (13.10 cfs)"to be routed through the Sunshine House site. Sub Basin OS 2 coincides with Sunshine House, and will route stormwater into the constructed parking lot within Sunshine House via overland flow. Sub Basin OS 3 coincides with Sunshine House and will route stormwater into the constructed parking lot within Sunshine House via overland flow. Sub Basin OS 4 consists of the landscape area west of the southern parking area and conveys stormwater via overland flow directly off -site into Perennial Lane. This amount of flow is nominal and will be intercepted by the inlets at the intersection of Perennial,Lane and Botanical Lane, and is routed to the existing water quality pond located on The Grove. Historically, a large portion of Lot 2 drained overland Drainage Letter Report Page 2 of 3 NORTHERN Centre for Advanced Technology ENGINEERING 23rd Filing, Lot 2 and into Perennial Lane. This area is being reduced by this project, resulting in less runoff being routed to the existing inlet. The existing water quality pond is located west of the intersection of Perennial Lane and Botanical Lane. This water quality facility was designed with The Grove at Fort Collins to adequately handle the stormwater from all 3.84 acres of Tract A assuming an overall imperiousness of 90 percent. The overall imperiousness of Lot 1 of the Sunshine House was only 57 percent. The overall imperiousness of Lot 2 is only 52 percent. Both projects are well under the assumed percent imperiousness for Tract A of The Grove. Although stormwater quantity detention is accounted for regionally, stormwater quality mitigation will be addressed by both temporary and permanent Best Management Practices (BMPs). During construction, the Contractor will follow the appropriate and applicable City of Fort Collins standards for erosion and sediment control. A comprehensive Stormwater Management Plan has been prepared for this project, and a copy has been supplied to the Environmental Regulatory Specialist with Fort Collins Utilities. Post construction water quality and erosion control will be achieved by a fully established and stabilized site. All areas disturbed during construction will receive permanent hardscape, landscape, or building structure. ' Although a portion of Sunshine House, Lot 1 was located within the Spring Creek FEMA regulatory 100- year flood fringe, the Spring Creek FEMA regulatory 100-year flood fringe does not encroach into Lot 2. 1 This flood mapping (Map Number 08069CO987G) was revised May 2, 2012 prior to the construction of Perennial Lane and is attached to this drainage letter. ' Stormwater quantity detention was addressed with The Grove at Fort Collins, and proved that all of Tract A could develop at 90 percent imperiousness without the need for on -site attenuation. Water quality treatment for the entire Grove subdivision limits occurs within the existing extended detention basin. While the existing pond provides the necessary baseline water quality capture volume for Centre for Advanced Technology, Lot 2, it does not address the recent Low -Impact Development (LID) regulations enacted with Ordinance No. 152, 2012. Therefore, a permeable paver system has been designed with this project and encompasses over 25 percent of the proposed parking area. In addition to the permeable pavers, a vegetated swale has been designed along the northwestern lot line. Through combination of the permeable pavers and vegetated swale, the LID components treat over 50 percent of the entire project site. ' Standard Operating Procedures (SOPs) for the LID facilities will be incorporated into the Development Agreement. All detention facilities were designed and constructed to accommodate an overall development of Tract A at 90 percent imperviousness, which, in combination with Sunshine House, the overall ' development is well below that threshold. The Sunshine House development anticipated and designed the infrastructure to support Lot 2 being developed at 90 percent imperiousness. Lot 2 is currently proposed well below this assumption, allowing all current conveyance elements to preform within design capacity. Therefore, it is my professional opinion that the proposed improvements to Lot 2 satisfy all applicable stormwater criteria. I Please do not hesitate to contact me if you have questions or require additional information. Nicholas W. Haws, Vice President Cody Snowdon� Project Engineer U Drainage Letter Report I Page 3 of 3 i 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 APPENDICES: APPENDIX A — Rational Method Developed Runoff Calculations APPENDIX B — Hydraulic Calculations APPENDIX C — Supporting Documents (The Grove) APPENDIX D — Supporting Documents (Sunshine House) Drainage Letter Report Page 4 of 3 I 1 L� 1 1 .. '��Oo sac 1 r 1 1 L 1Y t NorthernEnaineerina.com 1/ 970.221.4158 0 taL U N m c Q 0 I I I j Irk L. 1 �z O. o o 0 0 b o 0 0 0 0 0 0 0 0 0 0 0 O, o O• N ° N V 1D° M1� lD 0000000 O V ° ° m E E �ooNMo,--gym.-.rnrnrnrnrnrnrn�no'"u� O o U N 0 Un N J OON r O U T C 00 .�0 to 0)Qtaan 0000000 m V m0 0 M >0 ly p, V 00 N O V m M I M O O O O O O O I. Dl .-.N CO. 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G M O N NM V M M M M V O O O M O O (D (D (D (O M (D 0 e- 0 O O O O O O O O O O 0 O O O C N M W V V O V O M M M 0 r r M M tO 0 0 t J >I (0 tD CO (D M co O M r M M M 10 O M r M 0 M N r OD co O r N r M r M r M r V r (O r' OR r O OD N r G O O N O N O N O N O m O N O N O N O N O O O O O O O O O O O O D S 01 to tO tO tO 10 O tO 10 LO N N 10 tO 10 N (O O tO tO tO - (O N �p V f0 OD 0 tO (O tO t) 0 co 0 co / O r r M tO tO '= (O 00 M U) N tO V7 t0 N N M OR M V (O (O M r M V U S 1.O V V OD OD M M O M M co co V V 10 tO tO (O t0 N 0 0 tO m> N N N N M N N N N « > 0) O O O O O O O O O O O O O O O O O O O O O ._ C N N M LO N tO tO m N U)tO In N U)tO U)tD LO N• h t0 N V N M r co N N M r M M O N N O O r tO tO r co W �^ M r N O m t0 M N N " M OD t0 M N N OD N (j V V N O O O O O O W U a m d co OD co CD V V v V a V � � co CD OD OD V C V 07 CD C J C N Cl) V tO co r aD M O1 N N U) Z J N - r L C O W O x O J O Y � o LO T N rn o N W O C O N Y V � U > oo co c N Q' h o O O J > r i L fh N a�a O i N N C {Ep v C O G W .�' O) N a C E L t7 m Z C M 0 �^ O O J > 1� I m o It - 1n r 0 m>LO > m c m x o U). o N J X N X _ 1n L CC! II (Il O L n _o D J h 11 W m x U) N U D r V > L O a ri > N O T mE G O Q N O C I C Lcn U �+ 6 O C_ Cl) O L J > y m e ') > c m x in o � N U w n � c v m � N_ J m c N O M O 0 Z J m � m U a -e a o o U a N O 0 o U f o = � r L m C6 S 0 U 3 v J r ca C U C d C rn �y o a° � rn � 0 0 m a No Text O O O O O O O O O O O O (sja) h�pede� NO O O S O. N N o ' Weir Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Curb Cut DP b2 ' Rectangular Weir Crest = Sharp Bottom Length (ft) = 4.00 Total Depth (ft) = 4.00 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Q ' Known Q (cfs) = 1.80 lepth (ft) Curb Cut DP b2 5.00 4.00 Wednesday, Apr 22 2015 Highlighted Depth (ft) = 0.26 Q (cfs) = 1.800 Area (sqft) = 1.05 Velocity (fUs) = 1.71 Top Width (ft) = 4.00 Depth (ft) 5.00 4.00 3.00 1.00 M -1.00 u .5 1 1.b 2 2.5 3 3.5 4 4.5 5 Weir W.S. Length (ft) Weir Report ' Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Curb Cut DP OS1 Rectangular Weir Crest = Sharp Bottom Length (ft) = 4.00 Total Depth (ft) = 4.00 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 0.80 lepth (ft) Curb Cut DP OS1 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Top Width (ft) Wednesday, Apr 22 2015 = 0.15 = 0.800 = 0.61 = 1.31 = 4.00 S.uu ' 4.00 3.00 2.00 1.00 0.00 -1.00 Depth (ft) 5.00 4.00 3.00 F41111111 1.00 �f -1.00 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 Weir W.S. Length (ft) @ I I I I / @ 2 / @ I ri I @ 11 I I i @ 00 r> «{{F §§ )\ 0 !°/! k)GLU � � Q � )!% § !Sk a, &J» � }\�\ - - & & & ,o LL , \ /\{ �§ \ v a z Q :«a ZF »]}» r $ -(2 ` \�! in »i9 z- e: 6W3Vd i 'VOlN016NVd%3 l 610/0 �n n 6 fW a� Z o 0 0 m CL NNN 0 a� L O 0 0 _Ix m vi of �3 C. m o o O Jlulului C. JJJ c e a (D N n w y C. t N N N V C C C C Q m o ma)d c c Cc J J J J 9 Of LID Table Required Minimum Impervious Area to be Treated (=50% of new impervious area) New Impervious Area 1.09 ac. Impervious Area Treated by LID Treatment Method #1 (Permiable Pavers Northern Parking Lot) 0.56 ac. Impervious Area Treated by LID Treatment Method #2 (Permiable Pavers Southern Parking Lot) 0.18 ac. Total Impervious Area Treated 0.75 ac. Required Minimum Area of Porous Pavement (=25% of new pavement area) New Pavement Area 0.58 ac. Area of Paver Section #1 0.07 ac. Run-on area for Paver Section #1 (up to 3:1 is permited) 0.09 ac. Area of Paver Section #2 (and so on) 0.07 ac. Run-on area for Paver Section #2 (up to 3:1 is permited) 0.10 ac. Area of Paver Section #3 (and so on) 0.10 ac. Run-on area for Paver Section #3 (up to 3:1 is permited) 0.07 ac. Total Porous Pavement Area • 0.23 ac. M 1 I Enaineerina.com // 970.221.4158 I 11 11 I J u I 1 z 0 G o10o0 w0<tw 0000 m M m 9 Ct r-!OOOO"��Q'a Ea E O w O m to m N N Il m tD tD ^^ 01 0 I- N O O O w w Ln O U o N w C ~ N 0 N U 0 T a p U O NNwMNOm mO w0Lno +� OOOtO Z m� C 00 m O m w m I' m L o o w mm m m O 0 0 O n m M M O O o M U. 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KOy N CON N l0 1l lO � '7 m l0 I� 1� 1� I� w 00 00 V N N N m CO m m m r O O O O O O O 66 O O O O O O O O O O O O O O r n !Cp$$! �i u w m 00 m w V N N N N w LO 't (3) 00 00 O u') n 00 w O 8 O O u N w N l6 f to V It w tO h I h h w 00 d' N N N 00 w w W O O O O O O O O O O 616 O o O O O O o O o O O O .{ge]6C q o'^odu 8 NmI lx m v 000r G ' m 'E rn �n m mUn �n In �n �n a' m�n m ^ uo Un C] r 2 � U LL U T C C u u a N u� v cli u p AfV r ti )n u1 u1 ON O )n m u7 )n )n u) u) in N L!7 in O ^ N m O E 0 00 m V tD N )n 'd V O l6 m m L) d' 't to O 7 N to M m u7 V m ID tD R l0 w V O N m n w O f. O to N N U v 0 0 r+ .4 O N r+ O O m o o r+ CS o 6 C Q Oi I I O � p C p U U t0 v U E N S] U N M N "-' N .-� N m m lD ° ¢¢¢¢ m U U U U x ,�, w m m m m U U 0 0 0 0 0 0 x o .. m s aZ2 L = d O C 'y) N M '-' N m V— N N N m V u7 lD O�� in w = ¢¢¢¢ m N N N U c� U c o o X== t/) [n N N N N u a m m m 0 0 0 0 0 0 0 0 0 I @ @ I I q I 11 I I I I I I q I � ■mm k\ �- })) \ \ }J/ \ / {� {±\ § \ CL § k 3 0 ° � k 0 OD o I|� o 0 U §\ § 2§§§ \ 2 § ) � .|� LAJ | ) 2 % q k» //�£ ( 2 ! ( - , . - . \ . 44 - 7 z < ° cl ' ■tom NORTHERN ENGINEERING I 1 1 I 1 I DESIGN POINT BASIN ID TOTAL TAL (acres) C z C loo 2 yr T, (min) 100-yr Tc (min) Q2 (cfs) Q10 (cfs) QEoo (cfs) Al Al 1.11 0.25 0.31 11.3 11.1 0.6 1.0 2.6 A2 A2 0.58 0.88 1.00 5.0 5.0 1.4 2.5 5.7 A3 A3 0.45 0.25 0.31 5.0 5.0 0.3 0.5 1.4 A4 A4 1.34 0.66 0.82 5.0 5.0 2.5 4.3 11.0 B1 B1 1.66 0.74 0.92 9.7 9.4 2.8 4.7 12.3 B2a B2a 4.62 0.62 0.78 10.0 1 9.7 6.5 1 11.1 28.3 62b 62b 0.45 0.42 0.53 5.0 5.0 0.5 0.9 2.3 B2c B2c 1.64 0.42 0.52 8.9 8.4 1.6 2.8 7.2 C1 C1 0.64 0.82 1.00 5.3 5.1 1.5 2.6 6.4 C2 C2 1.40 0.66 0.83 5.0 5.0 2.6 4.5 11.5 C3 C3 2.06 0.75 0.94 5.0 5.0 4.4 7.5 19.2 C4 C4 1.23 0.74 1 0.93 5.0 1 5.0 2.6 1 4.5 11.4 D1 D1 0.93 0.79 0.99 5.0 5.0 2.1 3.6 9.2 D2 D2 0.75 0.78 0.98 5.0 5.0 1.7 2.9 7.4 X X 3.84 0.88 1.00 19.9 18.5 5.5 9.4 22.4 CHI CHI 0.04 0.80 1.00 5.0 5.0 0.1 0.2 0.4 CH2 CH2 O.16 0.41 0.51 5.0 5.0 0.2 0.3 0.8 OS1 0S1 1.00 0.25 1 0.31 9.9 1 9.2 0.6 1 1.0 2.5 OS2 OS2 1.74 0.25 0.31 14.1 13.1 0.8 1.4 3.8 OS3 OS3 15.42 0.25 0.31 75.1 70.6 2.7 4.6 12.4 OS4 OS4 1 0.66 0.88 1.00 12.3 11.8 1.2 2.0 4.8 OS5 OS5 0.23 0.86 1.00 5.0 5.0 0.6 1.0 2.3 OS6 OS6 0.29 0.80 1.00 5.0 5.0 0.7 1.1 2.9 Al Al-A4, B1, B2, Cl-C4, D1, D2, X 22.71 0.68 0.85 26.5 26.5 21.3 36.4 92.9 C4 Al-A4CB1, B2, 10.99 0.62 0.77 18.5 18.5 11.4 19.4 49.2 Final Drainage and Erosion Control Report D:IProjects1502-0011DrainagelHydrologyl502-001_Rational-Calcs.xlsxlSummary Table E O -W Icn ro i W LL N N N ` N N rM H W ay J � Z 0 U) C E z Z N H W J Z H N E m 7 � c 0 E O U) C LL N N O a` I I d it CL E^r 'co L �3 co E O 1 ' co V' O o o C C C = C 1 FE E U U CL O N 0 N C N C C p c C OJZ W � N m 0 ♦ U co t` N OOD� c d' J pm) 0 O O O C) r a0 m O m J rn rn 0) of « . `o W r OV m S. O O pMp J to (o N ? a IT rn M 0) e w C °W °W W o (D o r c IT rn w rn w LO -iE W _ pp C C U V M 07 C m J N 3 (1) M N 0 U C N C 0 J tl5 LO O = w M N N N .22 U. M ao m L U J « r O c J 4 4 4 u o a 'a a 'a a 'a F-i a u~i h c F O N N Z C O N ro J 2 1 [1 I ,0 CA,L W pTj tll co p N (h N lh C j O O G W J CL _ r N M W 0) rn (i O N 0 (,� 0 W g ... n CC)) p0) O CO,N �Y R C m r f7 N 04 m 0 X C W rn rn rn CD m S 8 S OQ L O _N Z G � �yy �U77 pp p gc o voi o z O N f00 � Cy O) W 0 m V O Q G O (D O N 7 W H x y o N pp N 0 ` OfA N T On O U fq o O .. t o ` a _ cqq m m v m VLL u am Cl) ooi 0 0 0 U0 o d V U 0 0 0 O.O m 41 m N m J t w a ro q t d Q N U c a a G N � K f") •t0 i / O N C O N l0 O 0 J Z W Z � I I I I I [.] I I I I I I I / I ja §� _ k q )2 § § § �Ica C �L Xk\ OD, . . co — �'CL m \ B $ co. k 2 . !g m m E — a� R R . k 2CL 9 7 co k� E § § . E CO CCL M 10r \ \ § Gru §i 9 m ~ m B B k a� 8 J7 — f - . . k� ® §`\ . kk CY A C6 ~ . ©c k � § ) � 2 / ®J r \ ! a ■a — @ q 9 § / !� { on m C� I 1] '0 o> o U a CN crt O o m N U fi cV cV � �aCN (0 c0 O 0 � UE g N N c Y C3) Y E E >, U U S � I/1 N C N y O N O U _ � E = 7 0 op O Z -y C o 0 0 >E c =p 0 0 0 E o 0 6 >E a 4) C 7 a r J d N 10 Y Cl) U) v U a�i a >' _ �f N C > p c v _ o N C C O O O c >1 O p O p O N K y e O O O co d C O O O O cF •E o 0 0 0 — co a 5 r�i r�i E v`a� U) iq (n C J t0 r 04 4 4 4 11 W v C � y W J W J IL C C Z Z pCC y U) (0 t $ F O y Z � I I I I I I I I I I I 11 I 11 I 1-t 0 CL � � � `2 § § § 4 = § cli E! 2 § a \ A _ o o . § 2 R R a !a ' 00 § § 0 Ju E — ( © / R R � § J c . . . Cl) . . f 0 0 § 0 M / 9 2 �f u q . CYI CL \ § -> { 0 . E 9 § G CN § § ) 5 5 5 .. &• £ f § 0). )! — o . }° �a £ 0 0 E G G / !� ■o — . « 2� a e w a !W # @ CM E = 9 ° f . ; 4 J ; 3 ƒ ƒ ƒ � \ ■�_ . � I H I I I I I I I I q q / / I cn 0 . . . ). m . E f q [ 7 & a . f� £ § ci . co )a E § N a . ) § / \CL = A !} E § 2 � 6 _ - \) E § o 0 § 32 7 § / \ / \J ' 6 r ` 22 t § § § »�0 § § . •• — ; � 7 � ■ I I I I I d I I q � 0' 0 § § )$ E 2.2E co] Q a a ) . J■/ � 2 )ai o A J to Zk § k -J!E k k k . • § p [ \2E . o ! k ) § /16 § \ \ E e k E § © § � - )!£ k k k >E + 6 > § B $ # @ 9 \ E G ■ m - ■ a / 2 § .. U \ §vE k �^ Ma [ \!£ o a b E J ! ; r f ■ a £ ; \ \ a E x!E k k k ° k n >4) § B B - ] . H CC ° 9 . e ¢ m q ' \ \ to .- Project Tittle Project Number Client Pond Designation NORTHERN ADDRESS: PRONE: 970.221.4158 WE651TE: 2S. College Ave.Suite 10 ENGINEERING Fort Collins, C080524 FAA: 970.221.6159 WO^".^orthernengmeenng.cum The Grove at Fort Collins 502-001 Campus Crest Water Quality Pond Date: January 6, 2012 Calcs By: A. Reese WQCV = a (0.91i' —1.19i 2 + 0.78i 40 h r 1 WQCV =Watershed inches of Runoff (inches) 58.92% a = Runoff Volume Reduction (constant) i = Total imperviouness Ratio (i=1w'/100) 0.233 in Water Quality Capture Volume o.s 0.45 WQC\ —a( .11I.191, U.7S') t o4 l 0.35 - a 0.3 t m 0.25 3 0.2 -- > 0.15 u d 0.1 3 0.05 o - 0 I Total Imperviousness Ratio (i = 1w'/100) Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event 22.71 ac V=\WQCV I*A*1.2 l 12 /I 0.53 ac-ft V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 1.2 = 20% Additional Volume (Sediment Accumulation) amrlEu: reuN9r 990n1.41% wn1IM: 3rD S. Collro Me. Swb 10 Fvltalliu, Ca 9052/ w wnnmm�Wneanry.mm rAN:9n1.921.1199 NORTHERN ENG I-NEERI NG Project Tittle The Grove at Fort Collins Project Number 502-001 Client Campus Crest Pond Designation Water Quality Pond 81 4990 0.53 ac-ft n ac-ft elrtton Volu 0.00 ac-ft 053 ac-ft V=D'A,+A_+ A�•A;/ 3 D = Depth between contours (ft.) At = Surface Area lower contour (ft) Az = Surface Area upper contour (ft') Water Quality Pond Volume Elevation (ft) - Area (ft) Depth (ft) Vol. (ft') (ft' otat Vol (ac-ft) 4993.80 1.74 -0.01 0.00 0.00 0.0000 4994.00 157.31 0.20 11.71 11.70 0.0003 4994.20 1073.02 0.20 109.41 121.11 0.0028 4994.40 2316.96 0.20 331.12 452.23 0.0104 4994.60 3908-20 0.20 615.62 1067.85 0.0245 4994.80 4739.86 0.20 863.47 1931.32 0.0443 ' 4995.00 5041.49 0.20 977.98 2909.30 0.0668 4995. 00 5356.00 0.20 1039.59 3948.89 0.0907 4995.40 5689.67 0.20 1104.40 5053.29 0.1160 4995.60 6042.26 0.20 1173.02 6226.31 0.1429 4995.80 6413.53 0.20 1245.39 7471.70 0.1715 4996.00 6803.15 0.20 1321.48 8793.18 0.2019 4996.20 7252.55 0.20 1405.33 10198.51 0.2341 4996.40 7667.56 0.20 2491.82 11690.33 0.2684 4996.60 8104.86 0.20 1577.04 13267.37 0.3046 4996.80 8558.13 0.20 1666.09 14933.46 0.3428 4997.00 9047.56 0.20 1760.34 16693.80 0.3832 4997.20 9628.90 0.20 1867.34 18561.15 0.4261 4997.40 10263.52 0.20 1988.90 20550,05 0.4718 4997.60 10944.97 0.20 2120.48 22670.54 0.5204 4997.80 11685.66 0.20 2262,66 24933.20 0.5724 4998.00 12478.22 0.20 2415.95 27349.15 0.6279 4998.20 13300.71 0.20 2577.46 29926.61 0.6870 4998.40 14139.32 0.20 2743.57 32670.18 0.7500 4998.60 15008.50 0.20 2914.35 35584.53 0.8169 WQ Surface Elevation 4997.63 WQ Depth 3.83 100-yr Detention Elevation N/A 100-yr Detention Depth N/A Date: January 6, 2012 Cala By: A. 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O') OD OR t C �^+ O O O O O O O O C V V N O O O N M {{pp N N N 0) p J > C� m O 0 O 0 0 0 0 0 0 0 0 0 0 = U x m (D ID ID LO (D ID ID (D (D k con l N vi r (D cooN u 1 0) NE E>y 0> O Cl) O O O O O O > c x O v IV, 0)0000)0) v (D u) ID v V 0) a m (D m c £ 0 0 O LO IO U) 0 0 O J 6 co LO O 0 O 1 00 N E L Q (� M M O O O O O N N 0 y E N � v v v v v ci `0 m N_ LL C m O p 0- z J No Text I J 1 71 North ernEn ain eerina.com // 970.221.4158 ' INORTHERN ENGINEERING Center for Advanced Technologies 231 Filing — Lot 2 ' STANDARD OPERATING PROCEDURES (SOPS) A. Purpose In order for physical stormwater Best Management Practices (BMPs) to be effective, proper maintenance is essential. Maintenance includes both routinely scheduled activities, as well as non -routine repairs that may be required after large ' storms, or as a result of other unforeseen problems. Standard Operating Procedures (SOPs) should clearly identify BMP maintenance responsibility. BMP maintenance is typically the responsibility of the entity owning the BMP. ' Identifying who is responsible for maintenance of BMPs and ensuring that an adequate budget is allocated for maintenance is critical to the long-term success of BMPs. Maintenance responsibility may be assigned either publicly or privately. For this project, the privately owned BMPs shown in Section B below are to be maintained by the property owner, homeowner's association (HOA), or property manager. B. Site -Specific SOPS ' The following stormwater facilities contained within Centre for Advanced Technology 231 Filing, Lot 2 are subject to SOP requirements: Directly Connected Downspouts Permeable Modular Block Pavers (MBPs) Vegetated Swale Storm Drains and Tree Roots ' The location of said facilities can be found on the Utility Plans and Landscape Plans for Centre for Advanced Technology 231' Filing, Lot 2. Inspection and maintenance procedures and frequencies, specific maintenance requirements and ' activities, as well as BMP-specific constraints and considerations shall follow the guidelines outlined in Volume 3 of the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual. SOP Maintenance Summary Table ' Stormwater Facility / Ownership / BMP Responsibility UDFCD Maintenance Reference Directly Connected Roof ' Gutters and Downspouts. Private Follow guidelines for Roof Gutters and Downspouts Follow guidelines for Permeable Modular Block Pavers (Chapter 6 — Section 11.0) Permeable Modular Block Pavers (MBPs) Private Refer to Section 5: Maintenance from Permeable Interlocking Concrete Pavements. 41h Edition (PICP Manual ' Perforated Subdrain Private Follow applicable guidelines for Perforated Subdrain ' Vegetated Swale Private Follow guidelines for UDFCD, Chapter 6 ' The complete UDFCD BMP maintenance references listed above, except for the roof gutters and downspouts, can be found in Chapter 6 of Volume 3. Applicable BMP maintenance excerpts can be found at the end of this document. ' (NORTHERN ENGINEERING Center for Advanced Technologies 23rd Filing —Lot 2 ' Directly Connected Downspouts Many of the downspouts connect directly to the storm drain system. The following SOP applies to all direct downspout connections. These connections all located around the perimeter of the building with associated drain basins and cleanouts. ' Routine Maintenance Table for Directly Connected Downspouts Required Action Maintenance Objective Frequency of Action Inspect the downspout and basin to ' Inspections ensure the system functions as it was Routine designed. Repair or replace damaged downspouts as needed. Sediment, Debris Remove debris and litter from the basin. Routine — just before annual storm seasons (i.e., and Litter removal Remove sediment from the sump. April/May); at the end of storm season after leaves have fallen; and following significant rainfall events. ' Vegetated Swale There is only one proposed vegetated swale and it is located along the western side of the northern parking area. This system provides some water quality benefit to the overall project. Proper maintenance is critical to ensure lasting performance and integrity of the system. 1 1 Vegetated Swales Routine Maintenance Table (Summary from Table GS-1, Chapter 6 of UDFCD) Required Action Maintenance Objective Frequency of Action Maintain irrigated grass at 2 to 4 inches tall Lawn mowing and nonirrigated native grass at 6 to 8 inches Routine — As needed. and Lawn care tall. Collect cuttings and dispose of them offsite or use a mulching mower. Debris and Litter Keep the area clean for aesthetic reasons, Routine — As needed by removal which also reduces floatables being flushed inspection, but no less than two downstream. . times per year. Routine — As needed by Remove accumulated sediment near culverts inspection. Estimate the need to Sediment and in channels to maintain flow capacity. remove sediment from 3 to 10 removal Replace the grass areas damaged in the percent of total length per year, process. as determined by annual inspection. Inspections Check the grass for uniformity of cover, sediment accumulation in the swale, and near culverts. Routine — Annual inspection is suggested. ' ■� NORTHERN ENGINEERING Center for Advanced Technologies 23`d Filing - Lot 2 Permeable Modular Block Pavers (MBPs) There is two large MBP sections associated with the project serving a critical role in the drainage system. These systems provide important water quality benefits. Proper maintenance is critical to ensure lasting performance and integrity of the system. The more frequent and diligent the ' routine maintenance procedures are, the more likely it is to avoid and/or postpone significant repair and replacement actions. Such major remedies would include removal of the surface pavers to access (and potentially replace) the underlying sub -base material and/or underdrain pipes should either become clogged or otherwise fail to function properly. For additional information on the maintenance of the Modular Block Pavers, refer to Section 5: Maintenance from Permeable Interlocking Concrete Pavements, 4' Edition (PICP Manual) by the Interlocking Concrete Pavement Institute. Routine Maintenance Table for Permeable Pavement Systems ' Required Action Maintenance Objective Frequency of Action Inspect the pavement condition and Inspection observe infiltration either during a rain At least annually. ' event or with a garden hose to ensure that water infiltrates into the surface. Debris Removal, Use a regenerative air or vacuum sweeper As necessary - the frequency depends on use types Sweeping and to maintain infiltration rates. Replace infill (e.g., foot traffic only versus vehicle traffic) and ' Vacuuming aggregate as needed. patterns as well as specific site conditions such as tributary basin characteristics. DO NOT apply sand to the MBP surface. ' Snow Removal Mechanical snow and ice removal should As necessary. be used. If the surface is completely clogged and Full and Partial rendering minimal surface infiltration rate Routine -Annual inspection of hydraulic and ' Replacement of restoration of surface infiltration can be , achieved by removing the first /z to 1 inch structural facilities. Also check for obvious the Pavement or Problems during routine maintenance visits, Infill Material of soiled aggregate infill material with a for plugging of outlets. ' vacuum sweeper. Refill the openings with,especially clean aggregate infill materials. ' Trash Enclosure Should stormwater leach out pollutants Leakage, or other from the trash enclosure area, or should As necessary, based on routine observation and Surface other similar contaminants collect in the inspection by the professional property ' Contamination/ paver joint filler aggregate, said material shall be removed and disposed management and maintenance contractor. Pollution properly of, and replaced with new infill aggregate. DO NOT apply sand to the MBP surface. Mechanical snow and ice removal should be used. Conventional plowing operations - ' Snow Removal should not cause damage to the Routing - throughout the winter season and Stockpiling - pavement. Snow shall not be stockpile on pavers due to sediment accumulation ' which causes premature clogging of the system. 1 1 1 1 i 1 1 1 i 1 1 1 1 1 i 1 1 .1 (NORTHERN ENGINEERING Center for Advanced Technologies 231 Filing — Lot 2 Perforated Subdrain Maintenance Plan The perforated subdrain system storm drain outfall at the bottom of the Modular Block Paver (MBP) system is critical to the overall function of the paver subbase. As such, special maintenance has been identified to ensure these perforated drain systems perform as they were designed. Routine Maintenance Table Required Action Maintenance Objective Frequency of Action Use a video camera to inspect the condition of the perforated drain pipes. Inspection Cleanout pipes as needed. If the integrity Every two to five years. of the pipe is compromised, then repair the damaged section(s). r A It Its JR. Bmwu / \. Y� r Cal GROVE AT /`\/ \ \ P COLLINS It / A he RATE DOES'�/ Of %At Re Re / / / 0 SONSH/NE \ ,'(f HOUSE \ ///� LOT 1 1 A / / , I SO I SUIT ODEP 50 M wmauo ED I NI I Ue I ARM FOR DRAINAGE REVIEW ONLY NOT FOR CONSTTeRUCTION ® NORTH TO 0 30 60 BC Feet nIN FEET l LEGEND: I t, - 30 a PRCfERIY BWroARr — — — PROPOSED BARN LINES M [ttSTNO STERM SERER LINE �m PROPOSED UNOERORAIN �UB— PROPOSED STORM DRAIN LOSPNC W,£T CRATE ■ PROPOSED C R EXImNG CONMUR---�sa�S---- PROPOSE➢ 5'MAIE APPROXIMATE UMRS OF DEVELOPMEENT OPDSED CUTTER PROPOSED WTi YERTICA1- �. TER PROPOSED RIBBON CURB PROPOSED OVERLAND Row [REECTIM PROPOSED PE DM PAVERS PRCPBSED 90-SwALE BASIN DELINEATOR B1 MINORCOEFFICIENT MAJOR UNT CUEFrmENT ` RASP ACREAGE DESIGN POINT Q NOTES: ,. THE RZE. Thai AND LOLAnCN OF ALL RNONN NOEN ND EMOTES IRE MPROXIWIE MHEN $NOVM W 1ESE pMMNGS. 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LEGEND EXISTING NOW UNE - s EXISTING STORM SEWER PROPOSED UNDERORAIN W�UpM� PROPOSED STORM DRAIN COSENG INIFr DRAW ■ PROPOSED CCMWR �)^ EXISTING CONIWR--- PROPOSED CURB k CMFA AiIiIiiiias EKINTNG CURB Q OVrIFA GRKC-mcme (m) "LD$56 EIEAMERN! HAW OR 5000 DEVAMNI NND n (UNADJUSTED) (4997) win OF 10I FLOOD) BA4 ROM BLEVATIM (B"E) EOSIIIIB FLOCOWAY 2M R111-111MAW-M NaMm EIRIm"I S mU MO oE Pm 503-001 Nc LWLW 20. ]DOB AMOMAL rlaD SUNYEK: Npypml En immi BWNp4 M DKr(°): MaN 24, ]Cd, MI a 2010, ! OWLNW 04, =3 BENCHMARKS: _ MWMAW FI Gty d FN CWINA BenchmM: IA-f] DewOm- SOI IM (NGw 26 - WW6I BENCHMARK 0: Dwib:-lCOI 1]] MCMD A - WrW6fnIW) FEMA REFERENCE: - FIRM (ROC() INSURANCE RAW MAP): PANEL MM MAP NW9 . C9MMCINB]0 RENSED DAM. MAY 3. 3013 PROECROM STATE RAN W.DRADO NORTH (FORM HOMONTAL DATUM: NAD W, DAM S RERW •ERTCAL DATUM: HAW 66 (OFF UNITES 3 AM A, NBDR1 NATION! MOIDEIIC SUR`EY: (3G1) 71YM,] FFLA MAP SERVILE CENTER: (800) 358-6616 NAWNIAL FLOOD INSURANCE PROGRAM INFDIMAnW: RMA-MAP 0sx-P6n NOTES 1. R6FR ED ME RAT FOR LOT AREAS, WAGE ARS EASLRENrs LOT ONI NSMs. UTILITY EAEEWENML OTHER EASEMENTS, AND OTMW S RKY INFORMATION. ]. ALL ELEVATORS DEPICTED IN RAN NEW AND RENCHMARKS USMD HEREON ARE PER THE Ott OF FONT DAWNS VERTICAL CONTROL DATUM (NCR SB - UNADJUSTED). ADD 3.0 MET TO CONVERT TO THE NI µ DATUM SEE NOW FS FOR ADDITIONAL INFORMATION S. REFER TO THE ROC() INSURANCE STUDY FOR LUMBER COUNTY. CCLORA00 AND INCORPORATE() AREAS, M)LUME 1 OF 4, WASED DONE 17, 3008 FOR LARIMER COUNTY VERTICAL DATUM OFTWT (FABLE 3) TO CONVERT BETWEEN NAY) 08 AND ROW n, 4. A ROODPWN USE PERRY STALL BE OBTAINED PRIOR TO CONSTRUCTOR OF µY STRUCTURE OR STE ©RSTRUCM4 DELdT (GETLENTON PONDS. BIKE PATHS, PARKING LOT. Jr-IMi. ETC.) IN THE K(N RISK MOM PENCE. S RUDER TO ONE 1RAINMZ LETTER REPOT FOR CENTRE FOR ADVANCED ENGNEERIING. DAM JANUARY 2% 2014HFFORSPADOI OVAL IWOR& DM N B. A RANDOM OF THIS PROPERTY IS LOCATED M THE SPRING CREEK FEMA-REGIATARY ICLLRAR ROM ETKNM£ AND MUST "FORM TO ME SAFETY STANDARDS OF CHAPTER 10 OF THE CITY III CONE. ]. CRITICAL CAPE FACILITIES ARE NOT ALLOWED IN A FEMA-FUMOPLAN (100-YEAR AND SW -WAR). THOUGH THIS BIIWNB IS NOT A RQ]LRAIN AT THIS TIME, THE APPLICANT IS AWARE NAr IF THE UNITS DEeNED DISC BUIDING MAMRE IN AA.FRONON P,AINC IN Nt RTURC ANDS ONE DAYCARE MULD W A NON-CWFOMING U2 City OI tort G011lns, Coloraco UTILITY PLAN APPROVAL NPROP®: I� Y ngmae ��- '.I6CKBD BY: Be Crcwater arir y MECIMD BY: F IECKE0 BY. 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FM CSMAIED QMONS. ?40-DBAN NAIFAs PARAAEMs b YAL W �ANW 1 IRG TO 9.BSIIMACE FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION WATER QUALITY POND SUMMARY RED; PRDNDED PDND wan SPILL ac-it ac-fl) IMYRT EIEV. BO POO O.SI ow G ..w NRJ.BD 49BB.60 BN.o SAND m� 60 iSWALE1131 SWALE SUMMARY TABLE MIND INNIN IW NIN BW 9I 52 IN z19 Du 2 Uf L RMY NRiG1gX CRIRf II ff CgOII[O ZU A l WIx =W ? W �Z O zw i City of Fort Collins Colorado OT11M PLAN APPROVAL, APPAGR®. ""�Ef�� _ DBBCIRY lF2 ACRACKEDI> MCNBD BY: -It Parka RecreaUou CHECKED BY DR1 : CHECK® BY..