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HomeMy WebLinkAboutDrainage Reports - 09/05/1990OF FORT COLUWS u7n, n&, DRAINAGE REPORT STATE FARM SERVICE CENTER ADDITION 4900 SOUTH COLLEGE AVENUE FORT COLLINS, COLORADO AUGUST 1990 Prepared for State Farm Insurance Company One State Farm Plaza Bloomington, Illinois 61710-0001 Prepared by ARIX Corporation 800 8th Avenue Greeley, Colorado 80631 Project No. 89173.00 2)-d Su brut fa Rf V1 eu/ cof DRAINAGE REPORT STATE FARM SERVICE CENTER ADDITION 4900 SOUTH COLLEGE AVENUE FORT COLLINS, COLORADO AUGUST 1990 Prepared for State Farm Insurance Company One State Farm Plaza Bloomington, Illinois 61710-0001 Prepared by ARIX Corporation 800 8th Avenue Greeley, Colorado 80631 Project No. 89173.00 11 TABLE OF CONTENTS Section Page 1. Introduction ......................................... 1 2. Existing Topography .................................. 2 3. Basin Requirements ................................... 3 4. Site Grading ......................................... 3 5. Future Considerations ................................ 3 6. On -site Flows ........................................ 3 7. Detention Facilities ................................. 4 8. Off -site Flows ....................................... 5 9. Street Flows ......................................... 6 10. Calculations ......................................... 6 APPENDICES A. Site Grading and Drainage Plan B. Details C. Drainage Site Map D. Calculations E. HEC-1 Computer Printout F. Permanent Drainage Easement I F 1 C 1 1 1 [1 DRAINAGE REPORT FOR STATE FARM ADDITION AT 4900 SOUTH COLLEGE AVENUE FORT COLLINS, COLORADO PROJECT NO. 89173.00 PREPARED JANUARY 1990 BY ARIX CORPORATION REVISED AUGUST, 1990 1. INTRODUCTION This report documents drainage considerations pertaining to the proposed expansion of the State Farm Offices located in Fairway Estates Subdivision Lots 17 through 22 near the intersection of Fairway Lane and College Avenue. The existing office is located on Lots 23 through 28 and is currently served by a detention basin located at the southeast corner of the site. Modifications will be made on the lot occupied by the existing office which will increase the percentage of impermeable area and increase the peak storm runoff. The volume of the existing basin is being increased to compensate in part for the increased runoff. A new detention basin will be constructed on the lot north of the existing facility. The new detention basin (North Basin) has a storage capacity of 7525 C.F. and will discharge to the existing basin. The North Basin is being oversized and provided with an outlet to reduce the discharge to a rate lower than the historic 2- year release rate. This reduction in release rate will enable the existing detention basin (south basin) to limit the total release from the entire site to the historic 2-year release rate. 1 t [] lJ n 1 1 t 2. EXISTING TOPOGRAPHY The site lies within the Fossil Creek Drainage Basin. Drain- age in the vicinity is generally in a direction from the northwest to southeast at about a 2% slope. The existing site occupies an area of 1.06 acre, excluding public R.O.W. The property presently being developed is also 1.06 acre and located adjacent and directly north (uphill). The existing detention pond is located at the southeast corner of the existing site and can be expanded only marginally. Soils in the area are generally of a clay nature. No groundwater was found in any test holes. 3. BASIN REQUIREMENTS The Fossil Creek Drainage Basin does not include any storm - water detention requirements. However, in accordance with city requirements, detention is being provided to limit street flows to acceptable limits. To the maximum extent practical, grass -lined detention basins will be employed to enhance the water quality released. Discharge from the detention basin and off -site flow is near the southeast corner of the site and will flow in an easterly direction down Fairway Lane. The off -site drainage around the site and down Fairway Lane is not well defined and will not be substan- tially altered by this project. The detention ponds have overflow spillways located at the parking entrances (design points 5 & 6). The overflow spillways will release that portion of the off -site flow which passes through the site or is in excess of the 100-year flow. 2 I I 1 I t 4. SITE GRADING The site is being graded to match existing ground on all boundaries. It will not create any sumps or lack of positive drainage on any adjacent land. 5. FUTURE CONSIDERATIONS The City of Fort Collins has requested that the current design contain contingency provisions for relocating the service road from the front of the lot to the back of the lot at a location opposite to Setad Drive. This relocation will require relocation of the existing detention basin to a position adjacent to the east side of the existing building. It will also eliminate the portion of the north basin presently proposed to be grass lined. The above - described modifications will result in minor losses to the total detention volume provided. 6. ON -SITE FLOWS The project site is divided into three drainage sub -basins. These sub -basins are indicated on the attached site map in Appendix C and on Plan Sheet C2 in Appendix A. Sub -basin 1 includes the existing developed site. Sub -basin 2 consists of the portion of the proposed development which will contribute runoff to the existing detention pond. Sub -basin 3 consists of the remaining portion of the proposed development which will contribute runoff to the new detention pond. Drainage characteristics for the sub - basins are detailed in the calculations on pages 1 and 2 and are summarized below: 3 1 I ' Drainage Areas Runoff Coefficient Time of Concentration ' Historic Runoff Peak 100 YR Runoff Peak 2 YR Runoff 1 Sub -basin 1* Sub -basin 2 1.06 AC 0.27 Ac 0.60 0.90 16 Min. 5 ( 2 yr) 5 (100 yr) 0.92 CFS " .10 CFS 4.6 CFS ( 2.1 CFS 2.3 CFS 0.8 CFS Sub -basin 3 0.79 AC 0.63 10.5 ( 2 yr) 6.0 (100 yr) 34 CFS = r Y, l /,341 P 4.3 CFS 1.2 CFS (6The data listed for Sub -basin 1 was taken from the original stormwater calculations dated 3/1/83 - shown in Appendix D. 7. DETENTION FACILITIES The new detention pond will be located in the proposed parking lot north of the existing site. The maximum capacity of the pond will be 7525 cubic feet at elevation 92.5 and a depth of 1.63 feet (calculations p. 7). The depth in the pond will increase during 100-year storms to 92.83 in order to spill the offset flow out the overflow weir. The required capacity is 5401 cubic feet at elevation 92.30 (calculations p. 6) and a depth of 1.43 feet. The excess capacity may be used in the future if the service road is relocated. The outlet for the pond is a 12 inch reinforced concrete pipe with an invert elevation of 90.87. The outlet is constricted by a metal plate to an orifice 2-1/2 inches in diameter. The historic flow for the pond is 0.34 CFS; however, the orifice is sized to permit a discharge of 0.18 CFS (calculations p. 8). This reduced discharge will permit the south basin to limit the total release from the site to the '2 year historic discharge. The parking entrance on the south side of the pond at design point 5 will act as an overflow spillway with a crest elevation of 92.5. Off -site flows will be allowed to spill out the overflow. The length of time required for the pond to drain after a 100-year event is about 8 hours. The existing detention pond will be enlarged to increase the capacity to 6970 cubic feet (calculations p. 5). This capacity 4 I ' corresponds to an elevation of 90.35 and a depth of 1.85' which ' will provide the required storage volume (calculations p. 4). The berm surrounding the pond will be raised about 9 inches to elevation 90.8 to provide sufficient freeboard to pass the off -site ' flow through the pond. The parking entrance on the south side of the pond at design point 6 will act as an overflow spillway at ' elevation 90.35. Off -site flows will be allowed to spill out the overflow. The total historic flow for the site is calculated ' below: Sub -Basin 1 jo.92 CFSSub-Basin 2 .10 CFS Sub -Basin 3 . CFS-? d Total 1.36 CFS -A 110uld ' A new orifice plate will be constructed at the existing 15 inch outlet. The diameter of the orifice will be 6 inches. The ' capacity of the outlet structure will be 1.36 cfs (calculations p. 8). The length of time required for the pond to drain after a 100 ' year event is about 2 hours. t The total release of detention water from the site will normally be 1.36 CFS which is equal to the 2 year historic rate of 1.36 CFS. The only time the release rate will exceed the 2 year ' historic rate is when the downstream pond is full and off -site runoff is spilling out the overflow. 8. OFF -SITE FLOWS An area of 3.04 acres is located upstream of the site. Flows ' of Q2 = 4.2 CFS and Q100 = 17.8 CFS were calculated to enter the project site along the north boundary at design point 3 (calcula- tions p. 9-10). A grass drainage swale will be constructed to intercept the 2 year off -site runoff of 4.2 CFS and convey it to ' the existing south detention pond. The 4.2 CFS will pass through the pond and spill out the parking entrance at design point 6. The ' 5 ' 100 year runoff in excess of the capacity of the swale (13.6 CFS) ' will enter the north detention design pond and spill out the parking entrance at point 5. The off -site flow will increase the maximum water surface elevation in the pond to 92.83' (calculations p. 10). The discharge will be conveyed to the south pond in the existing roadway. The depth of flow in the roadway at the most ' constricted point was calculated to verify that the building would not be flooded (calculations p. 14). The flow depth was calculated as 0.26' which corresponds to an approximate water surface elevation of 91.41 at the west edge of the building. The building ' elevation is 92.67 which provides 1.3of freeboard`s The total off -site runoff which will be routed through the ponds during the 100 year event and discharged at the parking entrance at design tpoint 6 is 17.8 cfs. The attenuation of this peak discharge by the ponds would be negligible. The water surface elevation of the ' existing pond will be increased to 90.74'by the off -site flow. ' 9. STREET FLOWS Street flows along the service road in front of State Farm, along Fairway Lane in front of State Farm, and across Fairway Lane in front of Fred Schmid Appliances, were calculated and found to be within acceptable limits. It was found that flows in excess of a ' 2-year frequency will cross over Fairway Lane from north to south and be contained within the curb on the south side of Fairway Lane. t10. CALCULATIONS Calculations for the various flows and capacities discussed ' herein are attached, together with an aerial topographic map which shows relative locations of the various facilities and drainage ' areas. 6 I APPENDIX A Site Grading and Drainage Plan F 1 [l 1 1 1 1 1 1 1 1 1 APPENDIX D Calculations STATE FARM DRAI.NAGi_ CALC;Ui..ATli_(E'I( STFARN4. PREPARED: Oii_:0190 -7) JDA NORTH BASIN WITH OUTLET CPIPACI'fY:LIMITED TO REDUCE R.EOD. STORAGE IN SOU1TH L'kSIly t:_::. .DESIGtd"STORi4 rRc.f�(JE1J�._"-.._........................._._..._. ... MAjOR 3 i ORM: 100 YEAR HISTiiR','C:- 'ffi E;(%STII'dG DE''VELOPMEN'I' _____...... OFFSITE FLOWS: ROUTED THROUGH* BASIN i_IVERFLnII TO ^iILITN t-n«T.L ' AREA ( AC:) RUP.IC,FF (A) CQE"F(C) PROPOSED DEVELOPED`CONDITIOIV;._;...........-: _.._..._. n:. •r l I Il J 1 J- -� E 1 q' IMPERMEABLE AREA 0,. 6 0,'=15 LAW N'kREA,(HEAVYc,l!IL..) 2.. oLGPE .. 0.11"' t].-E:O I 11 1, LI 7•; �.L= C;. 113 0.:=,F� LOPE - ...TOTA'L GROSS AREA 0.:_&;r0� _0.161�..•_. EXISTING (HISTORIC) CONDITIONS: ..Ihir^ERhEAL:L.E AfiE!(.:.............._........ ..............Orc:+rr:.. n..._.,�r.. LAWN ARE_A(HEAVY SOIL_) < SLOPE Ci. 0.20 7i: SLOP"t-_. _..-.... ._. 0.S)C'00.._..._ C _._. 5. _.._. .. _ TOTAL AREA ONSITE 0 {' 17` 1-7925 Z3 . ' L?ASIN'Si.OPE:................_... ... .._,.,_.,....... 0..._..... BASIN LENGTH: (FT) "OU FREQUEN(:Y ADJUSTMENT FACTOR (Cf): _ _...„ _ ._.__ . .100 .YEAR -_ ..1 _ .... E R 1.00 DEVELOPED Tc (MIN)-100YI_.��R 5.913.) DEVELOPED Tc (MIN) - 2'Y'Fr',R.. iy. ............. ... _............ ' HISTORIC FLOW- -7gz5O=CPC.IA ... __. .,_.. ., n ......_. .. ___ - . COII_,INED EXST (HIE'EORIC) ARE -A (A/C:)'-:' 0.`? . Z3 Tc HISTORIC-2 YR INTENSITY 20.71 ' YR INTENSITY @Tc =20 (IN/HR) (I) :• ......- HICTORIC FI_lJ�; @...`.YE'A r __...._._.__-- ---- _._._... AR I:JTE1.STTY ' 01 33� N� � ~~ . ' . N� ------'- '----'---�-`------`---`~--' '-- --~------�--- -------- STATE FARM DRAINA8E CALCULATIONS ' 3TFA1 -1M5 � N� PREPARED: 02/01/510 }CJ j[),�4 SOU TH DA3IN INCREASE CUSIDERIN8 TRANSFER OF -----STORAGE REOUIREMENT-~TO NORTH-8Y~[IMITING DISCHAR8E-FRUM DESIGN STORM FREOUENCIES� .�^ MAJOR STORM; 100 YEAR � i HIST0RIC^2 YR EX�STING��DEVELOPMENT- ^ DETENTION VOLUME iNCREASE IN SOUTH BASIN TO BE CALCULATED BASED ON l---- INCREASED CONTRIBUTING 'AREAS -'PLUS— IMPACT OF CONVERTING.SOME OF EXISTING PERMEABLE AREA TO IMPERM -~AREAk"AC)'RUNOFF 'i ADDED AREA WITH PROPOSED DEVELOPED (A) COEF(C> 654 'IMPERMEABLE 'AREA '`���'_--' _-- - --'--l0'2�57�-- '-0/-�95' LAWN AREA(HEAVY SOIL) < 2% SLOPE. 2 TC( 7% ' 0.0180 0.0495 0.20 0.25 ^ 7T% SLOPE�` - ^��` -0.O1�6T'-' -0�35' `! TOT&L AREA 0NSITE 0. 0.�4� ,^7�_ � MODIFICATIONS AT EXISTING'SITE:- IMPERMEADLE AREA:ADD NET OF 2550 SF 0.0585 0,95 ~ OPEN AREA: SUB.� NET OF 2550 SF '~O.0585 0.20 ' TOTAL COMBINED AREA 0. 0"��- &" `-- 'BASIN V SLOPE �, BASIN LENGTH: (FT) � NORTH* BASIN � � FREQUENCY ADJUSTMENT FACTOR (Cf): D}C['YE AR~�-�---�^~' YEAR 1.00 ~~L/ DEVELOPED Tc (MIN)-100YEAR � ������/� ! - -DEVELOPED7c (MIN)~2` � EAR'�_`7­77­7-`~_ HISTORIC FLOW: � �� ` ''� '�� O=CfCIA 15. )����-' � 0...95 iEXIST. OPEN SPACE AREA . 0.2696 0.20 / ; COMBINED EXST.(HISTORIC) AREA (A/C) 0.�*��+� 0.�4�,�z� Tc HISTORIC,-2 YR'INTENSITY'-�^-'�^`�' - -�-_�^._�� -~ .. .-.�,.~. �-� . 2 YR l�{�N5�|Y �|�=�o ��m/nx/ ��/ �.uo HISt0RIC FLOW @ 2 YEAR INTENSITY i L C 11 n APPENDIX B Details .t n PROVIDE PAIxIED xRfILCHA;R SYM I AT EACH DRI'Lili HANDICAP PARLIY[.- AAT CEN➢P vRBO -I IL IIIAME'IR AIL I:HEI 5 uloL LV 1A ApA T WHEELCHAIR STMBDL .cS SCALE: I" _ 3'-D" INN? d' III _>a99' 9' a�1 1 4 99"B y. n I wild ,Himl L, I jIIL � .. y ♦ DIIIABIF0 RAMP a' -U" "M?" T:YFRAILLOIDAR MAX. SLATS rFeU— k h n St XN NT— I't 11I.I:.ILl ) �' T TOICAL SIDEWALK - REFER TO $3 ILL.' VYIx. I VIXIVIXIOI_O.. UMR PUCIS/ tI f r,;D: FA .JJN:f.ErE GUK6 I � 'OI , ORIFICE IL _.:.. , �1 PA (KSTALL �- , IF IS, HAS I HV L'AM TE G' r . i I. •-� LETTEMFY STALL 8I PASSU ^I NST�. A_. _ .: S-FF, �\ PLATE �) N9 It, F_ OPENING `•-- - -� NV EL 8850 :K �, SRI 5' �J � �� F eTo /If 00 _kr �B [( Gt f 212 .0 OPENING CUT NE F' i I .... ........._,,,.,,_._ I_.._. JIT i C{ f --� s aI ao"nRl D D cD_. Ns I�. HANG1CAPPEG PARKING SIGN - t GILL— 0.. TWLE11 FDGE Sr GPnY 11, P` �. - 1 Ms (. oF.. FINISHED GRADE E, /._0.ve e o e _ 1 .. mma 3VS r,l 9 _ - e NO _IL,� _ � covcP ......, - PAvfxfnl I I j ] AI 0' COPPER � AWL 11' LOTTER PAN GROUND Roo V;c I O_? T ',WE NFI SONC R(FSI FIiI'R E C. ALI CON IC V& r&Z CLxE ITWE P_sSG -UCH THLI - G" BAlI I.DJH'iI N✓_ _ ?LIE SUf. JACi raps I E%LE Eos NOTES: N�V� THE Poll BASE DIM, v1' s N P' VGLLEY GD?TEk PAIL^ OF r ON pu SIDE s. ' OINT5EAT 40 0 °SIC "A -._-j' -rl0 SCIILE REVISED AUGUST 1990 1'AItNIII(. IIJII It1f, IY9 I{A'.I III Ini'. CONTRACnux JOINTS AT SCIALE NO icALi NI I5'-0" MET X. SPACING. - A Professional Corwatpon THIS WING M 1. ALL EXPOSED SURFACES $MCI A�'X TAX NXO•EIVY OF a_ BE STRIPPED GREEN.ON TROWELED N•HD is NOT ORMOry SERVICE CENTER —ADDITION A CURB EDGING RUBBED SMOOTH. D sE REENODucED SORNFIED OR FRED f]ECMEOAP, STATE FARM INSURANCE COMPANY J BARRICR EDRR PROJECT FOR ANY OTHER On Errtw LIRIMER COUNTY Li Engineers; Arrnxena vl.0r.rs SF OFISLET .THIS cfxfaRADc 3. REFER TO SHEETU-1 FOREngineers; f<IUM WITH6VE = NO C3 VERTICAL CRG DETATO FISH]A l�.ww.m umCOMPANY - DETAILS OF RLAIGH w.„.,N RiQECE Np ea L.00 5 OrAl U1119.1 BRIDAL PATH B UTILITY EASEMENT EXTEND SLOPE TO HEIGHT 6' ABOVE EXIST. GROUND FROM SIDEWALK TO START OF DRAINAGE SWALE \—S / FIELD VERIFY LOCATION / HIGH WOODEN FENCE OF EXIST. BURIED UTILITIES OEDEXTENSION TO EXISTINj EDGE OF EASEMENT SR4INAGE SCALE / DETENTION BASIN SEE DETAIL rBEE DETAA. PvsRTiuA EXISTING DETENTION BASIN I E .10AM A \ M SS — I,RC p— <S �, -- � v 1 I� f'GbuGCEaC a_rSY Gliil2 88.52 EX4 T. IS• 4 C — 2—MEE �a wrrr I— .. M NO FILL TO 4 ; �I MODIFY EXISLOUTLET G TTER L PRO OE 6- S' \ CONTROL STUCTURE ICI r 90 v COVE VER IX11 \ W1T4y E%IS 9EE SECTION B/C3 N BA _. EIII A0 % RDN''IN- II SAW CU�_Tj I ��H*L.EL.90.T4 PPORI If ff EL NORTH DET ION BASIN w Ky9 DURING IOOYR I iI STORM INE'W AW 1 EBBSR TOP OF I I Y TCH EXI 6 SLOPE — ---- I - R'C x933 Ii �4•PAVPy{CEQDS INS 111 04YLL6H LOPE TO 4' BUTTE 11 e 24 I I STATE FARM INSURANCE >r� / TO BE III EXISTING FINISH FLOOR a D RELo TED it ELEV.=92.67 s b SUBBASIN 1 J4 I T 4 1 a ivlY w ,WI /� 1i SAWCUT V FIN. OOR EXIST caG g \ ELEV.� 2.67 EVALUATION I III \ I AREA \ NEW CURB 0 wm FIN. FLOOR Aµ,--L--_wy — w i 142, IT NME y - NET RAINAGE SBO M.II[ (- T /{['1' pl \ ®/ NEW PAVE ENT p�3 11� 14+ SL SEE G! Al i 9 14111 FABRIC OR EO' TEMPORARY SILT FENCE NO SCALE MAINTAIN EXISTING SLOPE GRADE 4'I CONTRACTOR IN: IISL E FOR DEPTH VARIES IUP OF MUD SAMIN. IED ON STREET vOAT mRe 02.4.2 CFS n • Ae S•.02 A • DOW v • L23 F/S DRAINAGE SWALE NO SCALE N DRAINAGE SUMMARY - FOR AREA ADDED TO THE SITE r SOUTH BASIN IT NORTH BASIN ADDITION TOTAL OF GROSS PLATTED AREA (ACRE)1 .7925 0.2696 LCHS COMPOSITE RUNOFF COEFFICIENT .63 0.90 0.70 ONSITE DETENTION (C.F.) 7525 2010 9535 DETENTION/ACRE GROSS AREA (CII 5617 7456 8995 DRAINAGE BASIN: FOSSIL CREEK EXIST. IG VALLEY Be A' L L ___9128[ \ �_ _ i a NOTE: THE ABOVE TABLE GOES NOT INCLUDE THE EXISTING DEVELOPED AREA G OR THE EXISTING DETENTION BASIN. IT DOER INCLUDE THE AREA OF THE POSSIBLE / ti S G G PROPOSED DEVELOPMENT WHICH WILL CONTRIBUTE RUNOFF TO THE EXISTING B IN 3 GAS LINE �I BASIN 2 4' GUTTER ? p�A'= ,,�j- �\ 92 ----` POND. PAN aEE DETAI BASIN 1 -I _ S3� BEGIN T i I 10 NEW CURB II G TOTAL ARE DRAINAZE TABLES: EXISTING SITE HYDROLOGY (UNDEVELOPED OT) 370.45 - -- _re _- _y� TOTAL RATIORUNOFF; IA6ACRES AL \ \\\ \ SERVICE \ ROAD \\--BOTt jEE•\ILITY_— _._ ID -- �- -- ENTERING 6c': Q22 NOFF; 02 • 0.44 CPS 0100 • I,SO CFS ITE EASEMENT LOWS: 02 -4.20 CFS 0100 17.8 CFS ge Sb. T _\ DEVELOPED SITE HYDROLOGY - DESIGN PT. 02(CFS) OIOO(CFS) 1.51 1.51 29 .29 4.2 17.8 LEGEND '3 - D 13.6 RTIFICATION OF DRAINAGE FACILITIES 13 0 17.8 B.M.- PIN IN CONCRETE SIDEWALK IN FRONT REWIRED BY A REGISTERED PROFESSIONAL 7 1.16 2.36 SUB -BASIN BOUNDARY ENGINEER PRIOR TO ISSUANCE OF A OF SIGN 4730 ON FRONTAGE ROAD. CERTIFICATE OF OCCUPANCY. DETENTION SUMMARY ADDITION COMBINED INCREASE IN (FROM I ORO (CITY DATUM] HIGH WATER LINE POND DESIGNATION NORTH TO SOUTH THIS DEVELOPMENT PHAS (FROM TOPO SURVEY BY C05 ENGR. CORP.1 E MAX. RELEASE RATE 0.18 CFG 0.44 0.44 AREA SUBJECT TO INUNDATION REQUIRED VOLUME (CF) 5401 2010 7411 DURING THE 100 YEAR FLOOD VOLUME PROVIDED (CF) 7525 2010 9535 HIGH WATER ELEVAINCL 4992.83 4990.74 --_--- PERMANENT DRAINAGE EASEMENT WEIR DEPTH FOR OFFSITE FLOM)TOTAL SITE RELEASE (W/DETENTION): r--a—r SILT FENCE GENERATED ON -SITE: 044 CFS THIS DEVELOPMENT 1.36CFS COMBINED WITH ORIGINAL ON AND OFF -SITE: 192 CFS STATE FARM SITE REVISED AUGUST 19 0 A P,oreaa�o,al cO.po.n;o� scALE -=sG' THIS DRAWING Is THE PROPERTY OF SERVICE CENTER —ADDITION AND 15 NOTDHAWN RLN '`R'xARIX MODIFIED OR XitoCHECKEDWARK STATE FARM INSURANCE COMPANY FOR AN, OTHER APPROVED Engineers MCMIMs PlanrMrs LARIWER COUNTY COLORAW MAIN 01 TIME PROY CAREED rAAAAA HOT EXCEPT By _.. DATE an C2 c,..e rrMcwd.ao w,„„v •'�=a'•"'. i. 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JFfei ' tE ai�cet ia�at : 1 :....:.......*. . ,tat .q.!'....................,,...3 Q,t.tet S C� tt NTH SI?at IL 'Et Setei 00?0i . . \�. . . . . . . , ISM Ii i? aSaai SEaai 5 Pool s HOT '! aFaai 6 eiaet ---------------\---------'---------'---------• Ssa�ai 55c NNdA9 C. a' 0' 5'E o'E S'E a't 5'% a'i c'r MO^,did0 fa) 'Ha'IiIII fI) ' igi3l IiaLi' 7Q R T TQti ill R A p A I u v P. E. r "qp E T L HUM TO DETOT TTiE T unit.: T 1,1 T 1 PrAv Tp OF P G R 'fO,'4 FOP N17T4UH cP"TOR s I N q A x I ti u 1.1 TDR FLOW i 6 ;I D REA STAGE VAX STIGI i.3o .360 7 [1 t APPENDIX F Permanent Drainage Easement 0 1 _kl DEDICATION OF ' PERMANENT DRAINAGE EASEMENT ' This Dedication of Permanent Drainage Easement is made, effective as of the day of , 1990, by and between State Farm t Mutual Automobile Insurance Company, One State Farm Plaza, Bloomington, Illinois 61710, and the City of Fort Collins, Colorado. ' W I T N E S S E T H WHEREAS State Farm Mutual Automobile Insurance Company is the legal ' owner of the real property situated in Larimer County Colorado described as follows: ' Lots 17 through 28 replat of a part of Fairway Estates to the City of Fort Collins, Larimer County, Colorado more particularly described in Exhibit A ' attached hereto. WHEREAS State Farm Mutual Automobile Insurance Company is ' constructing facilities on the land identified above for conveyance and storage of storm drainage water to meet the current storm drainage requirements of the City of Fort Collins. 1 1 0 1 NOW, THEREFORE in order to protect the said storm drainage facilities and as consideration for securing required permits pertaining to this construction project, State Farm Mutual Automobile Insurance Company dedicates the property described in Exhibit A as a permanent -drainage easement and places the following restrictions on the use of said property by State Farm Mutual Automobile Insurance Company, its successors and assigns: 1. They shall not build or construct or place anything on any portion of the easement except as shown.on the approved construction plans for the Service Center Addition dated August 1990 or as hereafter permitted; 2. They shall be responsible for keeping the easement clear of all weeds, high grass, and volunteer trees or bushes; 3. They may plant and grow flowers or place picnic tables or play equipment within the area of the storm water detention ponds as long as the drainage paths into and out of the ponds are not obstructed. IN WITNESS HEREOF, State Farm Mutual Automobile Insurance Company has executed and notarized this Dedication of Permanent Drainage Easement. Attested by: Notary -State of Colorado 1 Name Title Date LEGAL DESCRIPTION A portion of Lots 17 through 28 Replat of a Part of Fairway Estates to the City of Fort Collins, Larimer County, Colorado, being•more particularly described as follows: All of said Lots 17, 18; 19, 20 and the northerly 22.5 feet of said Lot 21; also the easterly 84 feet of said Lots 21 through 28. 1 0 1 l 1 I 1 1 1 [l 1 i i 1 1 APPENDIX C Drainage Site Map