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RESOLUTION NO. 2018-27
RESOLUTION NO. 2018-27 RESOLUTION TO APPROVE THE PLAN OF IMPROVEMENTS AND DRAINAGE REPORT FOR THE HENRY AND HALLE'S ADDITION IN THE CITY OF FAIRFAX, IOWA WHEREAS, a Plan of Improvements and Drainage Report for the Henry and Halle's Addition in the City of Fairfax, Iowa, have been submitted to the City of Fairfax from Brain Engineering, Inc. and Sobaski Real Estate, L.L.C.; and WHEREAS, Hall and Hall Engineers, Inc. has reviewed said Plan of Improvements and said Drainage Report and has recommended approval of the Plan of Improvements and the Drainage Report for the Henry and Halle's Addition with the following Conditions: 1. That Prior to the City Council accepting the public improvements for the sanitary sewer and the outlet structure and storm sewer pipe for the storm water detention pond, the Owner shall provide the City with a 4-year maintenance bond for these improvements. 2. The Owner/Owner's engineer resubmit the final approved, signed and sealed plan of improvements to the Iowa DNR Wastewater Section for stamped and signed approval for the Sanitary Sewer Construction Permit. 3. As part of the final plat development agreement for the Henry and Halle's Addition, the Owner shall provide the maximum impervious area(Includes building, paving and granular surfacing) for each of the five lots within the Henry and Halle's Addition. 4. The Owner/ Owner's engineer shall address the outstanding comments for the Henry and Halle's Addition drainage report, dated May 7, 2018 (see attached), and the outstanding comments for the Henry and Halle's Addition plan of improvements, dated May 8, 2018 (see attached) and shall resubmit the final approved, signed and sealed drainage report and the final approved signed and sealed plan of improvements for the Henry and Halle's Addition prior to the construction of these improvements. 5. That Prior to the City's Acceptance of the Storm Water Detention Pond, Outlot A, The Owner shall have an engineer licensed in the State of Iowa Certify that this pond has been constructed and graded in conformance with the City approved plan of improvements and the City approved drainage report. NOW, THEREFORE BE IT RESOLVED,by the City Council of the City of Fairfax, Iowa, that the Plan of Improvements and the Drainage Report for said Henry and Halle's Addition in the City of Fairfax, Iowa, is hereby acknowledged and approved on the part of the City of Fairfax, Linn County, Iowa with the following Conditions: 1. That Prior to the City Council accepting the public improvements for the sanitary sewer and the outlet structure and storm sewer pipe for the storm water detention pond, the Owner shall provide the City with a 4-year maintenance bond for these improvements. 2. The Owner/ Owner's engineer resubmit the final approved, signed and sealed plan of improvements to the Iowa DNR Wastewater Section for stamped and signed approval for the Sanitary Sewer Construction Permit. 3. As part of the final plat development agreement for the Henry and Halle's Addition, the Owner shall provide the maximum impervious area(Includes building, paving and granular surfacing) for each of the five lots within the Henry and Halle's Addition. 4. The Owner/Owner's engineer shall address the outstanding comments for the Henry and Halle's Addition drainage report, dated May 7, 2018 (see attached), and the outstanding comments for the Henry and Halle's Addition plan of improvements, dated May 8, 2018 (see attached) and shall resubmit the final approved, signed and sealed drainage report and the final approved signed and sealed plan of improvements for the Henry and Halle's Addition prior to the construction of these improvements. 5. That Prior to the City's Acceptance of the Storm Water Detention Pond, Outlot A, The Owner shall have an engineer licensed in the State of Iowa Certify that this pond has been constructed and graded in conformance with the City approved plan of improvements and the City approved drainage report. BE IT FURTHER RESOLVED, by the City Council of Fairfax, Iowa, that the Mayor and the City Clerk/Treasurer are hereby authorized and directed to execute said Resolution. Passed and approved this 8t" day of May, 2018. AYES: Daly, Kell, and Volk NAYS: None ABSENT: Otto and Wainwright Burnell G. Frieden, Mayor ATTEST: Cy thia Stimson, City Clerk/Treasurer � of era y 0 20' 410, Project No. 434317-95 AN(; F',AVa `G NOTE 1) THE FOLLOWING ITEMS SHALL BE INSTALLED AS PART OF THE INITIAL HENRY AND HALLE'S IMPROVEMENTS. • STORM SEWER LINES P-1, P--2, P--3, P-4, AND ONE SECTION OF STORM SEWER LINE P-5 NORTH OF INTAKE 1-3 • MANHOLE STMH-1, AND THE BASE OF INTAKES 1-1, 1-2, AND 1--3 • THE REVETMENT, E.E.S., AND PCC TOEWALL AT THE OUTLET OF STORM SEWER PIPE P-1 • THE 6—INCH DIAMETER SUBDRAIN STUBBED OUT AND CAPPED FROM INTAKES 1-1 AND 1-2 • THE 15" HOPE STORM SEWER TO LOT 5 THE FOLLOWING ITEMS SHALL BE INSTALLED AS PART OF THE FUTURE HENRY AND HAI LE'S IMPROVEMENTS. • STORM SEWER LINES P-5 AND P-6 • THE TOP OF INTAKES 1-1, 1-2, AND 1-3 • INTAKES 1-4 AND 1-5 • THE 6 --INCH SUBDRAIN AND CLEANOUTS • THE GRANULAR SUBBASE AND STREET PAVING FOR EAGLEVIEW DRIVE I) FLJrORE DRIVEWAY ACCESS, TO LOIS 1-5, FROM FUTURE EAGLEVIEW JN%JE CONCRETE PAVO)IFNT, SHALL BE PER C.R. METRO STD. DETAIL NO. 2700-117. 2) PAVING THICKNESS SHALL BE A MINIMUM OF 6—INCHES. 3) DRIVEWAY WIDTH SHALL BE FROM 24'-40' IN WIDTH. 4) NO SIDEWALK BE REQUIRED. easyFS it7 e: Na RESIGN DESCRIFMN BY DATE - _ DLs 5j1 — BRJIINHENRY AND iiALLE'S ADDITION CrGv a Scale H:1 ao - FAIRFAX, IOWA iu.wrtyc.xf: ....... .... .... ENGINEERING, INC. PLAN AND PROFILE: STORM SEWER mum EMERGENCY AND NON -EMERGENCY PHONE NUMBERS CITY OF FAIRFAX, IOWA CITY ENGINEER (HALL & HALL) PUBLIC WORKS DEPARTMENT POLICE DEPARTMENT BUSINESS (LINN COUNTY SHERIFF) EMERGENCY FIRE DEPARTMENT BUSINESS EMERGENCY ONE CALL (UTILITIES) IOWA DEPARTMENT OF TRANSPORTATION DISTRICT ENGINEER MAINTENANCE GARAGES MID AMERICAN ENERGY CENTURYLINK ALLIANT ENERGY MEDIACOM IMON WINDSTREAM SOUTHSLOPE (319)362-9548 (319)846-2204 (319)892-6100 911 (319)846-2204 911 (800)292-8989 (319)364-0235 (319)364-8189 (319)298-5162 (319)399-7600 (319)786-1912 (319)395-9699 (319)261-4670 (319)790-7114 (319)665-5312 PLAN OF IMPROVEMENTS FOR HENRY AND HALLE'S ADDITION CITY OF FAIRFAX, IOWA LOCATION MAP NOT TO SCALE THE PROPOSED IMPROVEMENTS INCLUDED IN THESE DRAWINGS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE CEDAR RAPIDS METROPOLITAN AREA DESIGN STANDARDS MANUAL WITH THE FOLLOWING EXCEPTIONS: 1) EAGLEVIEW DRIVE TO HAVE A 60 -FOOT RIGHT-OF-WAY WIDTH AND NO SIDEWALKS. STREET CLASSIFICATIONS & SPEEDS DESIGN STREET NAME FUNCTIONAL CLASSIFICATION SPEED EAGLEVIEW DRIVE COLLECTOR 30 INDEX OF SHEETS NO. DESCRIPTION ADDRESS: A.O1 TITLE SHEET (319)294-9424 A.02 GENERAL NOTES AND LEGEND EMAIL: _.......__. 8.01 ._... _ _ _ _�..........._ _._�. .._._..__.,,..,_,___..._. __ ....... TYPICAL CROSS SECTION .. ., C.Oi STANDARDDETAILS _......_. ............ —_......... ............. C.02 ESTIMATE OF PROJECT QUANTITIES AND TABULATIONS --.____ __—....-......_,... _ ...__... __.._..---............._ _ _ �..__..._ C.03 -C.04 _. GRADING AND EROSION CONTROL PLAN D.01 -D.02 PLAN AND PROFILE: SANITARY SEWER AND WATER MAIN D.03 PLAN AND PROFILE: EAST -WEST SANITARY SEWER G.01 HORIZONTAL ALIGNMENT INFORMATION AND BENCHMARKS M.O1-M.03 PLAN AND PROFILE: STORM SEWER R.O1 REMOVALS AND SERVICE CONNECTIONS PLAN TOTAL PLAN SHEETS - 15 TITLEHOLDER: ENGINEER: SOBASKI REAL ESTATE, L.L.C. BRAIN ENGINEERING, INC. c/o ZACH SOBASKI 1540 MIDLAND COURT NE 104 WILLIAMS BLVD. CEDAR RAPIDS, IOWA 52402 FAIRFAX, IOWA 52228 PH: 319-294-9424 319-845-8000 CONTACT NAME: ._...-.- .................. __ DANIEL L. SCHMIDT _...___._. _..__. __..._ .......... ADDRESS: 1540 MIDLAND CT. NE, CEDAR RAPIDS, IA. _ ............... ..._. _......._..._.__ �.._ PHONE: (319)294-9424 FAX ._. 319294-1056 _. _,,, �..__........ EMAIL: dons®brain--enq.cam CITY OF FAIRFAX THIS EN'1NFERING 0000MEN IS APPROVED FOR CONSTRUCTION 40 SHANE WICKS, CITY ENGINEER DATE 1 here4y certify that 0iis en<Tineeiing document �> C ESS lOfy9 evas f�repar�d try me or under my dlrcct Parsnnal _.� ...... O Supervision and that I ani a dui licensed Prafessional Q Engineer under the laws of the ;tats of Iowa. DRAWN L3Y. REVISION DATE DANIEL fined Date DLS __._..��,1„6/18 DATE CITY FILE N0: SCHA/ID � �� _�.'�._� � ....._ z�.�/a*a 201 --__5f16,/18 > ?, g Daniel L. Schmidt, P.E. 1 1�4 i - REVIEWED BY tib uu , My License Renewal Date Is December 31, 2018 .... . ..... ' >. License Number 13841 ' ” "" = ° = " ` ` Project NO: IOWA ATE. Pages or sheets covered by this seal: 15 n.. NGINEERING, INC"�iD4 434317-9� LEGEND GENERAL. NOTES: PAVING C E Ptt #iJ,l NOTES: i ALL C.OtI.; IlUC`ION SHAG. sE NACCCR.^.ANCF'ff TH THE CURRfYi CEDAR RAPIDS 'v1EF2CPCiLIIAN AREAS TANOARD 1., ALL SLOPES IN PAVEV:ENT SHALL BE UNIFORM TO AVOID PONDING. FIR[ HYDRANT ✓ SPECIFICATIONS FOR PUBE.IC M:PRO`✓EMEiNTS UNLESS 01HEMAISE NO] ED. 7 COMPAC i SU€TCiIv`r3DE BENEATH PAVL@,htri`rTS IN ACCOftL3Ah•.CE cAj€1€i THE CUf{#} -#SIT �„f-tkAR • -.. V/iLb!E URB OvVOFE k� ., � v ., .,... ..,... -r ..r ,r_ IAL_ 3E F•Eo?titNSL3LF:. POR L-XECU7!IaG sll E,:r FEr : n: U I ED , z, A ._.Y IS OF EX.:�C,r_.1I1f ORTAKCE T E CvFJT..n TOR , RAPIDS METROPOLITAN AREA STANDARD SPECIFICATIONS FOR PUBLIC 1# if'HU1fCf.4f P•1'F UNLESS THE WORK IN R, SAFE MANNER. THE CONI RACTOR IS SOLELY RESPONSIBLE FOR CCMPL A€vCE'Ar, 1H ALL OSHAr EGU ATIONS. . O1 HEfiW1S,E NOTED.. STREET LIGHT �� CO?4PLIANCE_ IS MANDATORY, UTILITY POI_!_ .: _c , n " ^BEGINNING CONSTF?UCTION '.V'Tt IN PUE?L.iC RIGHT -OF .N.AI'. ALL 'WORK iN 3 NOTIFY THE: "O. E_RN f ,� AU HORi r� 48-7c lOURS PR CR Tv 3. A.Lt. PAVEMENT SHALL BE PLACED ON 6" GRANULAR SUBBASE IN ACCORDANCE WTi 1 IOWA DCT RIGHT -OF -'✓'JAY PERMITS SIIALL BE OBTAINED PRIOR TO WORK WITHIN I "E RIGH F OF -1A AY. OBTAIN APPLICABLE LOCAE_ PERMITS, STANDARD SPECIFICATION FOR HIGHWAY AND BRIDGE CONSTRUCTION SEC IION 4121. GUY WIRE 4 THE fv1E ;ANS OF THE 'NORKAHD THE SAFETY OF THE CONTRACT OR`S EMPLOYEES ARE SOLELY 1TiE RE5'ONSItii LITY OF THE TRAFFIC SIGN CONTRACTOR MANHOLE i`li 5 51 FE CLEAN-UP AND SWEEPING,HA.LL BE PERFC RMFDON A DAILY BASIS, SIDENLIU(S. I AIR K NG OTS, ROADWAYS. ETC. SHnI_L 5E KEPI' CLEAN Al ALE_ TIMES.RAVtzM, NT N01;ES_ .. ...... PROPOSED RA -3 OR RA -5 INTAKE �-� 6. NO WORK SHALL BE PERFORMED BEYOND I HE PROJECT LIMITS WITHOUT PRIOR AUTHORIZATION FROM THE OW'NER'S 1. SEE TYPICAL PAVEMENT DETAIL IN PIAN SET FOR PROPOSED CROSS SECTION, TELEPHONETERMINAL fXITEL REPRESE_r :ATI✓E 2. ALL CONSTI2UG I If)P4 SHALL BE IN ACCORf?ANTE WITH THE CURRENT CEDAR RAPIDS 7. MANTnIN PosinvE DRAINAGE ON T'r.E SITE FROtiGHOUT T HE PROJEc1 rn1RA71oN. L�9ETROPOI_€"f/,i� AREA STANZAIC SPECIFICATIONS FOR PUBLIC IMPROVEMENTS UNLESS CABLE TV TERMINAL UC,ATV OTHERWISE NOTED. 8 OPEN EXCAVAfIONS ON SITE MUST BE FENCLD OFF AND MOVED ACCORDINGLY, OVERHEAD ELECTRICAL OfIE ........._....... 3, CURBS SHALL BE CAST INTEGRAL V;4TH THE CONCRETE PAVEMENT UNLESS NOTED OTHERWISE.UNDERGROUND . 9, CONTROL DUST SPREADING FROM ALL VvoRKANa STAGING AREAS. EDGES SHALL BE ROUNDED BUT NOT ROLLED. ELECTRICAL -- - - - {E) 10, THE LOCATIONS OF EJTii_11' MAINS, STRUCTURES, ANDS ERVICE CONNECTIONS PLOTTED ON THIS DRAWING ARE APPROX'MATE UNDERGROUND TELEPHONE --------- — — —(T) --- ONLY AND WERE OBTAINED FROM PLANS OF RECORD. THERE MAY BE OTHER EXISTING UTILITY MAINS, STRUCTURES AND SF. RVCE 4, JOINTING SHALL BE IN ACCORDANCE WITH CEDAR RAPIDS METRO AREA STANDARD DETAILS, CONNECTIONS NOT KN01Af J AND MAY NOT BE SHOWN ON THIS DRAWING. GAS LINE --- (G) ---- -- 11. PROVIDE TRAFFICAND PEDESTRIAN CONTROL MEASURES (SIGNS, BARRICADES, FLAGGERS, ETC.) IN COfsM1PLIANCE VoTH PART VI OF CABLE 1V LINE — -- — (C) - - THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) LATEST EDITION AND CEDAR RAPIDS METRO AREA STANDARDS. STORM SEWER a;%SIZE --- ------ ST 12.. PRIOR TO CONSTRUCT ION, THE CONT2ACTOR SHALL UNCOVER EXISTING UTiL171ES AT CRITICAL LCCATIO€NS TO VEf21 Y EXACT -STORNI SEWER NOTES: 1, ALL. CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CURRENT CEDAR RAPIDS "v1ETRCPOLITAN HORIZONTAL AND VERTICAL LOCATION STANDARD SPECIFICATIONS FOR PUBLIC IMPROVEMENTS UNLESS OTHERWISE NOTED. SANITARYSEWER W/SIZE SS 3 - - -AREA 13, 101NA C^,DE 480, UNDERGROUND FACILITIES INFORMATION, REQUIRES VERBAL NOTICE TO IOWA ONE -CALL 1-800-292-8989, NOT LESS WATER MAIN vilSIZE VVG ---- -- -- THAN 48 HOURS BEFORE EXCAVATING, EXCLUDING WEEKENDS AND HOLIDAYS. FENCE ------ X 14. REPLACE ANY PROPERTY MONUMENTS REMOVED OR DESTROYED BY CONSTRUCTION. MONUMENTS SHALL BE SET BY A LAND SANITARY. SEAM 13 NOTES: 1,. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CURRENT CEDAR RAPIDS RIGHT-OF-WAY R/W SURVEYOR REG':SI ERED I'0 PRACTICE IN THE STAT E OF IOWA, METROPOLITAN AREA STANDARD SPECIFICATIONS FOR PUBLIC IMPROVEMENTS UNLESS OTHERWISE NOTED. BACK OF CURB TO BACK OF CURB B—B 2. ALL MANHOLES (1.4) SHALL_ HAVE -01IIMNEY SEALS INSTALLED. DECIDUOUS TREE EROSION CONTROL NOTES. 3. THE ENTIRE= SANITARY SEWER SYSTEM SHALL BE INSTALLED AS PART OF THE INITIAL HENRY AND CONIFEROUS TREE 1, THE CONTRACTOR SHALL PROVIDE TEMPORARY EROSION CONTROL, SEDIMENT AND DUST CONTROL., IN ACCORDANCE WATER POLLUTION PREVENTION PLAN AND CEDAR RAPIDS HALLE'S IMPROVEMENTS, 4.'IFf SANITARY EVI SERVICES SHALL BE PER THE CEDAR RAPIDS METROPOLITAN AREA WITH THE REQUIREMENTS OF THE PROJECTS STORM STANDARD SPECIFICATIONS AND F)FI`f31LS, AND SHAT -I. ITZ EXTENDED TO THE Lfiaf„MEN? LINE AND PAVEMENT REMOVAL LIMITS rir z>: r: rr- >rr - - METROPOLITAN AREA STANDARD SPECIFICATIONS FOR PUBLIC IMPROVEMENTS. MARKED WITH A 4"X4" POST. 2. THE CONTRACTOR SHALL INCORPORATE ALL EROSION CONTROL FEATURES INTO THE PROJECT PRIOR TO DISTURBING SILT FENCE FOR DITCH CHECK THE SOIL. UTILITY EASEMENT UE 3. THE CONTRACTOR SHALL COMPLY WITH THE SOIL EROSION CONTROL REQUIREMENTS OF THE IOWA CODE, THE IOWA *v%1A fFR D18TRILII-LC}.N Nf3 C S; DRAINAGE EASEMENT DE DEPARTMENT Of NATURAL RESOURCES NPDES PERMIT, AND LOCAL ORDINHNCES, THE CONTRACTOR SHALL TAKE ALLALL i;&f44STRUCTiON SHALL BE IN ACCORDANCE WI CFI THE CURRENT CEDAR RAPIDS METROPOLITAN ®BU 1 NECESSARY MEASURES TO PROTECT AGAINST EROSION AND DUST POLLUTION ON THIS SITE AND ALL OFF-SITE BORROW AREA STANDARf SPECIFICATiOt4S FbR PUEII.IC: IMPROL;EMPNTS UNLESS OTliERkMSL N{)'rr-O BENCH MARK w/NUMBER OR DEPOSIT AREAS DURING CONSTRUCTION OR AS A RESULT OF CONSTRUCTION. `l., WATER -SERVICES SHALL BE 1” tiD 7_{I(3 (AWtNA C9E31) POLYETHYLENE PIPE, AND SHALL BE EXTENDED CONTROL POINT � TO THE UTILITY EASEMIENTLINE AND MARRIED VOTH A 9"0POST. 4, THIS PROJECT REQUIRES THE OBTAINING OF AN NPDES GENERAL PERMIT NO. 2 FOR STORM WATER DISCHARGE 3, ALL VWrER SERVICE SHALL HAVE STAINLESS STEEL. COMPRESSION FITTINGS FOR THE CORPS AND FOUND SECTION CORNER ASSOCIATED WITH INDUSTRIAL ACTIVITY FOR CONSTRUCTION ACTIVITIES FROM THE IOWA DEPARTMENT OF NATURAL CURB STOPS. RESOURCES (IDNR), THE OWNER SHALL OBTAIN THE PERMIT. THE GENERAL CONTRACTOR AND ALL SUBCONTRACTORS 4. THE FIRE HYDRANTS SHALL BE EITHER WATEROUS OR CLOW BRAND FIRE HYDRANTS, AND THEY FOUND .1 2" REBAR OR AS LABELED / SHALL BE RESPONSIBLE FOR COMPLIANCE AND FULFILLING ALL REQUIREMENTS OF THE NPDES GENERAL PERMIT NO: 2 SHALL HAVE A STORZ. NOZZLE CONNECTION, SET 1/2" REBAR W/YELLOW CAP #9647 0 INCLUDING THE STORM WATER POLLUTION PREVENTION PLAN, 5, IF WATEROUS BRAND FIRE I-fYi7RitNTSIARE INSTALLED, THE GATE VALVE BOXES HAVE A ROD TYPE RISER INSTAIlm IN 7IIEM, TOP OF SLAB ELEVATION T/S = 5. AL DOCUMENTS RELATED TO THE STORM WATER DISCHARGE PERMIT SHALL KEPT SITE ATALL TIMES AND MUST 6. INSTALL. TRADER WRE ALONG' THE ENTIRE El -INCH WATER MAIN AND ALONG EACH WATER SERVICE OF T, BE PRESENTED TO THE IOWA DNR UPON REQUEST WHICH INCLUDE THE NOTICE OF INTENT, PROOF OF PUBLICATION, TO THE STOP BOX. BRING THE TRACER WIRE TO THE SURFACE AND GROUND THE WIRE AT THE FIRE POLLUTION PREVENTION PLAN, PROJECT INSPECTION REPORT, AND OTHER ITEMS, FAILURE TO COMPLY WITH THE VALVES, AND THE WATER STOP BOXES.. DISCHARGE REQUIREMENTS IS IN VIOLATION OF THE CLEAN WATER ACTAND THE CODE OF IOWA., INS ALLEDSURFACE 7. THE ENTIRE VVAT>~R MAIN SYSTEM SHAL(. RC INSTALLED AS PARTOF 1"tf;" INITIAL HENRY AND THE EN IRE WATER HALLIS IMPROVEMENT& B. THE CONTRACTOR SHALL PROTECT ADJOINING PROPERTY INCLUDING PUBLIC UTILITIES, WATER MAINS, SANITARY B. INSTALL AND SECURE "GUI OF SERVICE" BAGS OVER ALL THREE OF TRIG FIRE 1IYDRANTS. SEWER, STORM DRAINAGE SYSTEMS, AND STREETS FROM ANY DAMAGE RESULTING FROM EARTH MOVING ACTIVITIES OR 9. ALL THREE FIRE HYDRANTS SHALL BE INSTALLED TO. THE FINISHED GRADE ELEvATIoNS PROVIDED OTHER DEBRIS FROM PROJECT SITE. REPAIR DAMAGE IMMEDIATELY AT NO ADDITIONAL COST, FOR EACH FIRE HYDRANT ON PLAN SHEETS D.01 AND D.02, 7, THE CONTRACTOR SHALL PREVENT ACCUMULATION OF EARTH, SILTATION, OR DEBRIS ON ADJOINING PUBLIC OR PRIVATE PROPERTY FROM THE PROJECT SITE, REMOVE ACCUMULATION OF EARTH OR DEBRIS IMMEDIATELY AND TAKE REMEDIAL ACTIONS FOR PREVENTION.. S. THE CONTRACTOR SHALL PROVIDE TEMPORARY AND/OR PERMANENT SEEDING OF AREAS UPON COMPLETION OF GRADING AS SOON AS PRACTICAL, FINAL STABILIZATION MEANS ALL SOIL DISTURBING ACTIVITIES ARE COMPLETE AND A UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY OF 70% FOR THE AREA HAS BEEN ESTABLISHED OR AN EQUIVALENT STABILIZATION MEASURE. 9, TEMPORARY EROSION CONTROUSIABILIZATION SEEDING OF DISTURBED AREAS MUST, AT A MINIMUM, BE INITIATED IMMEDIATELY WHENEVER ANY CLEARING, GRADING, EXCAVATING, OR OTHER EARTH DISTURBING ACTIVITIES HAVE PERMANENTLY CEASED ON ANY PORTION OF THE SITE OR TEMPORARILY CEASED ON ANY PORTION OF THE SITE AND WILL NOT RESUME FOR A PERIOD EXCEEDING 14 CALENDAR DAYS, 10. THE CONTRACTOR IS REQUIRED TO MAINTAIN ALL TEMPORARY EROSION CONTROL MEASURES IN WORKING ORDER, INCLUDING CLEANING, REPAIRING, REPLACEMENT, AND SEDIMENT REMOVAL THROUGHOUT THE PERMIT PERIOD. CLEANING OF SILT CONTROL DEVICES SHALL BEGIN WHEN THE FEATURES HAVE LOS"T 50% OP THEIR CAPACITY, 11, SILT FENCE SHALL BE INSTALLED AROUND ALL STOCKPILED TOPSOIL. �. ..,._ _ HE�i Project No. Prowni Datel No nslc o�ecRo- ncr, "r onT DLs ,j 18 _. _ –_ i-iENRY AND �ALLE'S .r�dl: --- Gal. _ _BRANIN ADDITION '0 GENERAL NOTES AND LEGEND A,02 34-317-95 t,�r _.. -- ruvs�Arc9: r _ _. ENGINEERING, INC, f AIRFAX, IOWA WEST 4.5' 6", TYPE i CURB 6" LONGITUDINAL SUBDRAIN 30' 3.5' _.,.._.......... __...... _..-_._. 60' RIGHT—CF—WAY LCC S _....._._.__.__ ...... _._........ ._ __._.__._.............__._ 31' b ---R _ 15. .....__..... _ �............. w1 .. __,,...._.... _... ............ ..... __w. ....... � 1 PROPOSED � ELEVATION— . ' KT -2 OR L-2 JOINT(TYP) 2�2 5'/ KT -2 OR L-2 f i JOINT(TYP) KT --2 OR L-2 _ JOINT(TYP) f a" P.C.C. / -PAVEMENT 2.5% 6" THICK GRANULAR SUBBASE TYPICAL ROADWAY CROSS SECTION FUTURE BUILD -OUT NO SCALE r> I 14 5 _� ..._.,.._ i.5'>—..« I I I 6", TYPE I CURB 10 i r STORM SEWER REFER TO PLANS EAST _ st-r.Fr Project No. iiroivn•. Datr. do - Hrti is cRirrcw �* uer U S 4j25yI8 HENRY AND HALL E'S rtsc U<i: Sc.I' _ TYPICAL CROSS SEC110N 01 4,'.54,317--95 NA .. ...�...-..� - ADDITION TO _.. _ . . _ E N � 1 N E E R ! N 6 -N C FAIRFAX, IOWA SHE -F.7 Project NO. O I flMS N UEMRMONEiY GA7 DLS >ftt>�� - - HENRY AND HALLE'S STANDARD ET {. ttr arrd Scale .— ... ----- _ ,___..... .... 434317--95 ,�n _ BnalmADDITION TO AIL C.01 fRe�sN<;c�:.. .. .... _ __....._ _.......__...__FAIRFAX, IOWA _ ...._-� _.... _.....__.._,_. E (y f [y (�I ErvE R I N G. I NC. E` TI v1ATE PROJECT EAPJTITI ES _ .... .. 11 EM N ITEM CODE IlEld DESCRIPTION UNIT � QUANTITY _ _ _ .._.._._._ _ 1 01 100 _O A OBILIZA t 1 .......... -- ..........._.,..- ....-._ S 2 01200-W TRA IC CONTROL I _ _ ._.... _.. _ .....-..., 01300 0 LEVPO ARl' ROSICN AND SECIMEIdT CONTROL LS 1 .... _.. _. .300-10 SILT FEINCE D.1CH CHECK C4 4 0' .- ... .............._... . 5 01300-10 FILTER SOCK INLET PROTECTION EFS `' 6 01300-10 FILTER SOCK L 545 -- __ __ _ __ ......... _ ___,,,_,,,,., ......._..._ _. _.... _.....,...._._._ _ _. .. , 7 02100-01 SUBGRADE PREPARATION SY 2,228 ___..__ ._.....-.- .._........ . . _ _ _-----....._,,.._.. _._.__.,.... _. __.-.._......., _-._._._..... � ,.,___.- 8 02100-50 6" GRANULAR SUBBASE SY 2,228 ._ _._ _ ....... . _.._..-.____�.__...._._._.___ ..._ -..__-__.., ____.._.._.__......m.._,..._...,..., _........ _ _ ...._ 9 02300-01 SANITARY SEWER MAIN, 8" DIA. PVC DR18 Lr 8 -- .....,. _... _..._-__....._ .._.. - --- 10 02300-10 SANITARY SEWER SERVICE, 4" DIA. PVC SDR 23.5 LF 191 11 02300-20 SANITARY SEWER MANHOLE, 48" DIA. EA 4 ...... __._ _ __ ----- _ .--._------ _____ _ ...,_...... _.. 12 02400 01 STORM SEWER MAIN 5" CLASS III RCP LF 61 _-- _ _ __..._ _ 13 02400-01 STORM SEWER MAIN, 18" CLASS Ili RCP LF 285 14 02400-01 STORM SEWER MAIN, 24" CLASS 111 RCP LF 66 15 02400-01 STORM SEWER MAIN, 30" CLASS Ili RCP LF - 31 _.__,,. _..... _ _,.. _ _...__...... __.__ 16 02400-01 STORM SEWER MAIN, 33" CLASS iii RCP LF 223 ...._._ ,...._....... ............._., .. ......_ _ ._.,... _ ._ 17 02400--10 SUBDRAIN, 6" HDPE LF 739 18 02400-13 SUBDRAIN CLEANOUTS EA 4 19 02400-30 FLARED END SECTION, 33" CLASS III RCP W/TOEWALL AND GUARD EA 1 . ........ 20 02400-40 STORM SEWER MANHOLE (IDOT SW 104), 72" DIA 1 21 02400-50 STORM SEWER INTAKE (METRO RA -3) EA 3 22 02400-50 STORM SEWER INTAKE (METRO RA -5) EA 2 23 02500--01 WATER MAIN, 8" PVC, C900 (DR --18) LF 568 24 02500-20 FURNISH AND INSTALL GATE VALVE AND BOX, 8" DIA. EA 2 25 02500-30 FURNISH AND INSTALL 8"x6" TEE FOR HYDRANT E 3 26 02500-31 BLOWOFF ASSEMBLY EA 1 27 02500-40 WATER SERVICE, 6" PVC C900 (DR 18) LF 68 28 02500-40 WATER SERVICE, 1" HD 200 (AWWA C901) POLYETHYLENE LF 197 29 02500-50 FURNISH AND INSTALL FIRE HYDRANT EA 3 30 02600-01 CLASS 'E' REVETMENT - 2' THICK TON 12 31 02700-01 PORTLAND CEMENT CONCRETE PAVEMENT, NON -REINFORCED 8 INCH SY 1,919 ._...._.__._-__.-__._W _ ....___ _- 32 02900-10 SEEDING FERTILIZING AND MULCHING AC 1.6 Pro ec+ No. d f'dwW uuco: DLs �J30118 {;pr,Y.r,<fr 4,3431 7-�5 1 scale: NA STORM SEWER PIPE LINE SIZE LENGTH SLOPE UPSTREAM DOWNSTREAM FLOW LINE FLOW LINE REQUIRED Q AVAILABLE VELOCITY NO. (IN DIA) (FT) (i) INTAKE INTAKE # IN OUT �- (CFS) (CFS) _ (FPS) ...... _ .. _ �T.... _ _- ._...__ _�..... _ .. P-1 33 32 0.30 STMH-1 FES -1 754.15 754.05 27.85 28.96 �88 _ _...-. -... � - - - _ �....... - _ � ....._ �. _ - - _ P-2 33" 197 0.30 1-1 STMH 1 754.79 7.54.20 27.85 28.96 4.88 P-3 30" 31 0.35 1-2 1-1 755,10 754.99 21.34 24.26 4.94 P-4 24 66 - 0.53 1-3 I 2 755.85 755.50 14.43 16.46 5.24 -_.... -. _ _, __ _ ... _ .... I' � 18" 285 0.51 1--4 !_3 757,70 755.85 6.25 150 4.24 ..... _ .... _ - ........ _ ..., P-6 15" 32 0.50 1-5 1-4 758.06 757.90 1.96 4.57 3.72 F-710" 25 1.00* BEEHIVE 1-4 759.00** 758.23 1.36 2.37 4.35 *ASSUMED MINIMUM SLOPE **ASSUMED INVERT ELEVATION (NOT CONSIRUCTED AS OF 4/29/16). 1) ALL PIPES ARE CLASS III RCP EXCEPT FOR P-7 WHICH SHALL BE DUAL WALL HDPE. 2) PIPE LENGTHS ARE MEASURED FROM INSIDE STRUCTURE WALL TO INSIDE STRUCTURE WALL 3) PIPE LENGTHS INCLUDE FLARED END SECTIONS B13 allm.. _. -__ _ _-_- __ . ......... . ....... ._..___.........., ,., it N G I N E E R I N G, i N C_ HENRY AND HALLE'S ADDITION TO FAIRFAX, IOWA SHE -E-1 ESTIMATE OF PROJECT QUANTITIES AND TABULATIONS C Piojeci No. 4:54; " 7-95 Date: PLS _._-.L.scule: 1 `=40' REVISION DESCRIPTION 13HAIN E N G I N E E R I N G, I N C. HENRY AND HALLE'S ADDITION FAIRFAX, IOWA 0 20' ;C}. GRADING AND EROSION CONTROL PIAN ME= C.C4 770 750 744 a r r —1 �.� 10' 400' ... .. ... .......""' _._.__ REFER TO SHEET A.02 FOR SANITARY 5 `.^rE Z SYSTEM AND WATER SYSTEM C ONSI R CHON N -') S. SB — PROPOSED STGI' BOX ; AMI— S KLj DTZ 'S SECOND ADDITION ION SOUTH 10. i EET OF LOT 2 JAMES KU RTZ'S STA 2403.3, 22.5' CT 2ND 8" `'ATL VALVE LOT 1 STA 1-I-83.3. 22.5' L. ='1 UG & Epi OWOF , 2 + —1 -x-00 0+00 1 1-00 I AAH - _.......__ _ _._... _ ... — ............... ...... 4— — - STA 2 f PAVEMENT W DRIVE N FUTURE EAGLEVIE END cE PCC ItVEAd T µ51A —1+0G SANITARY SEWER & APPROXIMATE TIE—IN TO EkSTING WATER MAIN EAEA-ENT" ROADWAY SURFACING (SHOWN AS REFERENCE; STA 2+56.9 PLUG END OF 1' WATER SERVICE, 30' RT STOP 80X, 25' RT PARCEL B, P.O.S. #2111 STA 2+67.1, .iia' RT 4—INCH SANITARY SEWER SERVICE I 15 i 3G 3 10, W LT INCH SANITARY Imo, ._...._._ / . STA i +: LOT 4 SEWIER SERVICE. .S x6' Ti STA 2 � 46.4 STA 3+13 LOT 4 I , . FIRE HY 8"x6" TEE, 22.5' LT PLUG END OF (FINISHE `IRE HYDRANT, 25.5' LT (.-FINISHED GRALF 76G 5 s r WRIER SERVICE, 40Ll STOP BOX, ' C-1 7(tYP) F;p"....._. _.,._,,...._t7/i ItN W8 W8 Ift w8 a 1 b tJi 3+00 ' 1+00 S Sa .. "'"".3§58. ' ssa �. S- I} 'S MH --2 ...�— ..� _ e L__....... .._._ _..... _. , ..... _ _ —J. _. PARCEL A, P.O.S. #487 m N STA 3+90.2, 40' RT O 4—INCH SANITARY— SEWER SERVICE LOT 5 STA 3+93.2 PLUG END OF WATER SERVIC' STOP 80X, 2 FW 50 44 Project No. 43431% 95 Drown Dato p ntvsioa ) 5 r m N s on PLAN AND PROFILE: aL' /1st BRAINHENRY AND HALLE'S ADDITION SANITARY SEWER _— __ (,€�xkod• Scale N.i �o - - —.." FAIRFAX, IOWA AND WATER MAIN __ _. — _ _.___ �.__---_----- _- _...__. ___... Reviewed: ... . .._......... ........... _ _.......... , ..._,_._._ ..._.____._.. ENGINEERING, INC. L1 RY I _......._ LOT 4 I_ I C:€. a0' T !6,6' IT YP ) w.B 40' RT LOT 5 770 760 7507 746 cc r 3 - I.+00 30' SA\ TARl' I SEYdLR EASEMENT STA 4+,57.38 18"x6" TEE 22.5 LE FIRE HYDRANT, 25.5' LT (FINISHED GRADE=76'.5) k i5' LOT 3 STA 4 i 88.5 40 1A PLUG AND MARK ( 4 :NCH SAN TARY SEWER SERVICE STA 44-91,55 PLUG FIND OF 1" ✓ f WATE:n' SERVICE, CE 40' LE STOP BOX, 26,5' i _ n 7' t { YP') 313 w 8 Wo W8 N11 SFE SHL E 1 P 01 FOR -XIS NG `Av A ZY SEWILIR AND SORZM- ER CONNEC.ONS AN J P -MO VA ti O <MATION .......... _...... ......... ..... . ......................... ____...... .........__ _ _ .._.. !t !I REMOVE /0 _E OF EXISTING ttt 4 -IN" H SANT SPY SEWER SEC ) E ANP RVILUG `., KMIA N NG PIPE WITFI WATER LOT 1 n � PLUG Al FUTURE :','EST PROPERTY LINL SIA 7+2 €3 .. f3QX 26.glh4 1 - 4Y .. ..... P _..._ .E.. Sri 'R.n1 �t Jvt3 l,A L 'e i .� .H ,..�..��-,m,,,,,,,,,Pz-�r-..�- t - ..�, ,,...,,..��� 5 X .�•.�..�,..,..,>n::, .�,nnra�......s'f..„� �«w�..«�a ...,._, - 5+00 6-00 7+00 tE, agufl. —. ti,----------_ n " SAN. SEWER 60' - >. 10' u ILITY EASEMENT CONNECT THE PROPOSED 4" DIA. SANITARY SEWER SERVICE TO THE EXISIING 4" DIA. SANITARY SEWER STA 3+93.2 LOT 5 SERVICE(SEE R.01) PLUG END OF 1" WATER SERVICE, 40' RT STOP BOX, 25' RT Project No. 43/1317--95 tlfKl Nsr I�otc. rvo. aEms ON DESc"Fn u�-. .. I w .. l oaT __ .jlf - -- - - - ------ . ...... . .. .. . . ................ Checked; .. _Scale H:1' 40 -` —....... _ . BRIalm ------- ._., __._ -_. ENIGINEERI N G , INC. CONNEC"T E:XISTIING 1" WAFER sl -p FOR LG1 1 TO PROPOSFD 8° WAH R MAIN STA 74,_9.3 22.5' LT 6" SERVICE CONNECTION __11 L) — TO SHFFT A.02 FCR SAN fAR't ` E-WER _7YSTFM AND WADER SYSI M t,ONf.;TRUC)T(ONI NOES. 2) THE: Ct+TIO'd OF THE STOP BOX FOR EXISIINO, WAFER SERVICE TO LO -1 1 IS BAi;__D ON P"RP✓ OUSLY APPROVED SITE PLAN AND HAS, NOT HEEN F e_ LD STA /4-56.3, 22.5' Li LOCAT; D. IF THERE S NOl A EXISTING SCF' BOX ON 1- 8" GATE VALVE I: I HE EXISTING ST OP BOX IS NOT WITHIN '-!E MH -4 EAGLEVIEW DRIVE µ s w7 3E RE_OCATED R : !STALLED V• ITI IIN THE 8"x6" 'E E, 22.5' L ` - IRE HYDRA.N", 25.5' LF _... PROPOSED PLUG NORTH LEG 0= TEE SB PROPOSED STOP BOX WATER SERVICE EVC: q f7C1:0U _.,,._. PAY- ,,,..,_ .}f M". .,... R/'V!------ _ .. ABANDON IN PLACE TIES a cmc{`1( - PORTON OF ._XSi NG WATER iaTA t FE3 _�Jr E �� SERVICE 10 1 OT 1 10'UTI_ITY EASEMENT 8+00 9+00 ........... ._. +_.......... — _ L....._ _ _ ..._..._ STA 7+15.6 FUTURE EAGLEVIEW DRIVE END OCC PAVEMENT O PCI: LJ PROPOSED 6" STOP BOX, 25'RT -WATER SERVICE ---R/W— - aP•- —..... ....__.. .,._ate ._. —Rlx �_.w �._._._.._. EXISTING 4 -INCH LOT 2 .. .............. WATER SERVICE 'EO EXISTING C3 .._.,�.....: WELL TO FEED 8" WATER MAIN SANITARY SEWER DISCONNECT THE 2 EXISTING z; WATER SERVICES FROM THE SERVICE. j EXISTING WATER WELL 0 20' 40' CONNECT PROPOSED 1" E - —AND HALLE'S ADDITION I J✓' WATER SERVICE TO EXISTING WATER SERVICE WEST of r�EC�T RC.'NE T I! EXISTING SHUTOFF Project No. 43/1317--95 tlfKl Nsr I�otc. rvo. aEms ON DESc"Fn u�-. .. I w .. l oaT __ .jlf - -- - - - ------ . ...... . .. .. . . ................ Checked; .. _Scale H:1' 40 -` —....... _ . BRIalm ------- ._., __._ -_. ENIGINEERI N G , INC. CONNEC"T E:XISTIING 1" WAFER sl -p FOR LG1 1 TO PROPOSFD 8° WAH R MAIN STA 74,_9.3 22.5' LT 6" SERVICE CONNECTION __11 L) — TO SHFFT A.02 FCR SAN fAR't ` E-WER _7YSTFM AND WADER SYSI M t,ONf.;TRUC)T(ONI NOES. 2) THE: Ct+TIO'd OF THE STOP BOX FOR EXISIINO, WAFER SERVICE TO LO -1 1 IS BAi;__D ON P"RP✓ OUSLY APPROVED SITE PLAN AND HAS, NOT HEEN F e_ LD STA /4-56.3, 22.5' Li LOCAT; D. IF THERE S NOl A EXISTING SCF' BOX ON 1- 8" GATE VALVE I: I HE EXISTING ST OP BOX IS NOT WITHIN '-!E 00 PROPOSED FAGLtV"Eth; DRIVE RIGHT -CF -WAY, IT `:HALL STA 7 "59.3 3E RE_OCATED R : !STALLED V• ITI IIN THE 8"x6" 'E E, 22.5' L ` R GHT ^F WAS IRE HYDRA.N", 25.5' LF _ PLUG NORTH LEG 0= TEE SB PROPOSED STOP BOX (EINISHTD GRADE -763,1) EVC: q f7C1:0U _.,,._. PAY- ,,,..,_ .}f M". .,... R/'V!------ _ .. ABANDON IN PLACE TIES a cmc{`1( - PORTON OF ._XSi NG WATER iaTA t FE3 _�Jr E �� SERVICE 10 1 OT 1 _ ....o .. Trr 8+00 9+00 ........... ._. +_.......... — _ L....._ _ _ ..._..._ S-A .PE FUTURE EAGLEVIEW DRIVE END OCC PAVEMENT O PCI: LJ PROPOSED 6" -WATER SERVICE ---R/W— - aP•- —..... ....__.. .,._ate ._. —Rlx �_.w �._._._.._. CONNECT PROPOSED 6" .. .............. WATER SERVICE 'EO EXISTING C3 .._.,�.....: WELL TO FEED 8" WATER MAIN DISCONNECT THE 2 EXISTING WATER SERVICES FROM THE EXISTING WATER WELL 0 20' 40' NORTH LINE: OF HENRY - —AND HALLE'S ADDITION EXISTING 1" WATER SERVICE f20Pt_�FD '+50 b+tJij to-t-jv HENRY AND HAL! E'S ADDITION f AIRFAX, IOWA PLAN AND PROFILE: SANITARY SEWER AND WATER MAIN 70 60 50 46 9+50 SHEE [x.02 P I S5I A7 8-1-6L 00 i K 86.96£ EVC: q f7C1:0U .. _ .. _ a cmc{`1( iaTA t FE3 _�Jr E �� 4#3.,.. ��Z _ ....o .. Trr Fu ilrti PA ,LD1 I T4 1 _ LJ _, ..,,, { .mow.... y M 1 .. .. .............. _ ......_,_.,,, ..,.. C3 .._.,�.....: 1_.... f20Pt_�FD GTE r�EC�T RC.'NE T j }XdVE PROFIE 1 _,._..___ _, s PLUG NOR'(H ICG i�F�ti'OSEb Nt I L FROM STA PROPOSE 5+50 TO Lf-VV I STA 6+75 REEfZ , HAIL ._ FIE':VAION ... . _ _I....._...�....._._..._.. ........ .___.,_... VARY WITI . _.. 1TFPTFI 01 5,5 1 __ \N a,t� alp ori co '+50 b+tJij to-t-jv HENRY AND HAL! E'S ADDITION f AIRFAX, IOWA PLAN AND PROFILE: SANITARY SEWER AND WATER MAIN 70 60 50 46 9+50 SHEE [x.02 Project No. 434317--95 Srole: H:1:: X40' V.1 "= I o' VEMSi0N UESCRIP(ieN BRAIN ENGINEERING, INC. HENRY AND HALLE'S ADDITION FAIRFAX, IOWA PLAN AND PROFILE: EAST -WEST SANITARY SEWER D.03 BENCHMARKS: 1) TOP OF NORTH CORNER OF EXISTING DETENTION BASIN OUTLET STRUCTURE ELEV. = 758.77 2) RIM OF EXISTING SANITARY SEWER MANHOLE IN EXISTING 24° SEWER MAIN WEST ;Of= PROPER`fY. MANHOLE, MH -0 ELEV. = 758.35 SHED 7 Project No. t7 o m.. iloit . REVsod oEsaii R to 6r __DATE ....__. __ — � �a - — HENRY AND HALLE'S HORIZONTAL ALIGNMEN I Gheckcu Scale: ..�_ .. ._ __ 434317-95 ... ___ _ _BRAIN ADDITION TO INFORMATION AND BENCHMARKS G.01 _ .�....._ 1... _ ........_ ._..__.....,.. _ _ . _ _ ..._. ENG 1 N I~ E R 1 N G 'AIR ` A%' , IOWA _........ ................... 770 760 7150 740 F'ro,ect No. i)rpYtf}: Qok N0 (Etl #sft ti!S al'00:4 UY !At DES 5 j9/ t U _ . _ r -he <ac1: Scalc ! 7 4'15 434,317-95 onAlHENRY AND HALLE'S ADDITION rte• ry FAIRFAX, IOWA ENGINEERING, IN0. ;) TIiF= FOLLOWING FI�EbiF SHALL O INS�iALLED AS PART OF THE IN_i'iAL HENRY AND HALI_E'S IMPROVEMEN'S. • SfCRM SEWER LINES P--1, P-2, P-5, P -4, AND ONE SECHON OF `5TOR:'J, S! V&R LINE P-5 NORTH 0- I, ET (E. L-3 • MANHOLE SThMH-', ANI) THE €3.AzE OF iNiAKES 1-1, 1-2, AND 1-3 • THE Ril-V`(FTf•MENT, F.€_ ` _ AND PCC TOEWALI, K1 THE OUTI_L-1- OF STORM SEWER PIPE P-1 • THE 6--'NCIDIAMETER St BDRAIN STUBBED OLl T .AND CAPPED M FROINTAKES i-1 AND 1-2 • THF 'S" HDPE STORM SEWER TO LOT 5 2) THE FOLLOWING ITEMS SHALL BE INtii:ts€ LED AS PART OF THE FUI URE. HENRY AND HALLE"', IMPRi VEM€:NTS. • S70RM SEWER LINES P-5 AND P-6 • THE TOP OF INTAKES 1-1, I -2, AND 1--3 • INTAKES 1--4 AND 1--5 • THS 6 -INCH, SUBDRAIN AND C1114\101I1TS • THE GRANULAR SUBBASE AND STIRL t PAVING FOR EAGLEVIEW DRIVE. B)A:RE .IfIiyf.W N - oh 1) FUTURE DRIVEWAY ACCESS TO LOTS 1-5, FROM FUTURE EAGLEVIEW DRIVE CONCRETE ('AV0MENT, SHALL BE PER C.R. METRO STD. DETAIL NO. 2700-117. 2) PAVING THICKNESS SHALL BE A MINIMUM OF 6 -INCHES. 3) DRIVEWAY WIDTH SHALL BE FROM 24'--40' IN WIDTH. 4) NO SIDEWALK BE REQUIRED. 770 760 750 740 PLAN AND PROFILE: STORM SEWER SHEET M.01 iC)I'•!rt !( P!OI_I, >OIlO}wiNt ttf :S4 ,HA3_I_ HE INSIALLLD AS PART OF -:HE 1`illlT(„ H1 €'( AND HALLE'S I4v{tx(} �E.i4'I ii7CZ STOJtw ", SILWE-R LINES P ' t 2, P-3, :' -1- ,:D ONE SECTION Of, S3T(3Wf SEWER LItiE P-5 € ORTH OF INIAKE I-3 • Tlil' NOFi111 LIN) END OF THE SING'.E S=CTION OF P--,> SHALL BE BLOCKED WITH MARINE GRADE=. PL'A',10 }D, A MINIMUM OL 1 --:NCH jli€('KNESS, AND COVERED WITH ENGINEERING FABRIC. • MANItOi I S11411- 1, AHD IHF € J% E OF N''I'AK 3 1-11, 1 -1 AND i • THE RT.VETMENI, F, S, A£SE: PC( TOLWAII_ AF THF 00111-1 OfSTORM SEWER PIPE P "i 1HE J._INCH 0IAMCJFR SUBI1RAIN SrUBBLA) O AND CAPPED FROM INTAKES AND i 2 p • THE 15" HDPE STCR\4 SEWER FO tOT 5 Jn,MFS K1RZ'S 2) FUTURE THE FOLLOWING ITEMS SHALL BE NS- :: Li AS "ART O} THE HENRY AND FIAL._F'S 2ND ib'.FRCVEU: NTS. LO: 1 • STORM SEWER LINES P--5 AND P-6 1 1 1 1 „ t? 1 1 I 1 JAMES KUR,Z'S COND ADDIT 1" N I w r SOU i E{ 1 O I - FEET I OF L0 2 I 2+31.47, LT I INTAKE, I -E I j METRO RA --5 760." , OUTLO T A I L (a O) -754 79 u / 11..(:50")--754,99 • TFE TOP OF INTAKES 1, i 2, AND I-3 SANITARY tJ'Wr:R & r_�... .._Njw_ •INTAKES 4 AND 5 WATER MAIN EAEk,'E:NF ® THE 6 INCH SUBDRA.IN AND CLEANOJ'S � Ws • TfE GRANULAR SUBBASE AND STREET: PAVING FOR EAGLEVIEW DRIVE SJ8DRAIN -_......_..... s, ., �� ..._ ,. ,_w� .. n .... — ...... . ...... 1 off 2+00 1 3+00 1!I CG O+CO 11UC I STA 2-02.96 . I FUTURE EAGLEVIEW DRIVE END OF PCC PAVEMENTS _ �. 2 S;A 1+00 31 LF OF 30" _.._ •. _P. _ APPROXIMATE TIE—IN TO EXISTING RCP @ 0.35%' ROADWAY SURFACING (SFiO\.'N AS (P-3) REFERENCE) - -� 10' PRIVATE STORM SEWER EASEMENT PARCEL A, P.O.S. #487 —' — 0 20` 40' PARCEL B, P.O.S. #2111 1) IUIIJRE PRIVATE DRIVEWAY ACCESS. TO LOTS 1-5, FROM FUTURE j 1) THE TOP OF THE INTAKE BASIS FOR INTAKES I-1, t-2, AND 1-3 . !! SHALL BE COVERED WITII 2• --INCH HICK, MARINE GRAD WOOD CAGI_E�lIEUJ DRIVE CONCRETE PAVEMENT, SHALL BE PER C.R. METRO PLANKS AND FILTER FABRIC, AND BACKFILLED TO EXISTING (TRADES. STD. DETAIL NO. 2700-117. N 2) PAVING THICKNESS SHALL BE A MINIMUM OF 6 -INCHES. 3) DRIVEWAY WIDTH SHALL BE FROM 24'-40' IN WIDTH. 4) NO SIDEWALK BE REQUIRED. 30' A€ IfARY I ; SEW' -R FAS- VENT l LOT 4 I ......_.. W B WB ------ 66EAGLEVIEW DRIVE f. ............. 10' UTILITY l>�.EMETEN'I� 35 LF OF 15" `_HDPE & 1.00% FL(W) = 756.45 FL(E) = 756.60 LOT 5 PRIVATE STORM SEWER FOR LOT 5 (SHOWN FOR REFERENCE) =1 __ w...___R Project No. IUfown:. DLS 434317-95 }/ 11 a Scce: REMSMN DESCREF MN BINAIN FNGINEERING,y INC. HENRY AND HALLE'S ADDITION FAIRFAX, IOWA PLAN AND PROFILE: STORM SEWER 70 .2 50 44 M.02 0 �) I 30' SANITARY SEWER EASEMENT 1 STA 5+88.60, 15.15' LT LOT 3 NI T 4 ( A.KT_, 1-5 € € METRO TRA -3 [ € Ti C 161.83 1 I'1 -t€ ITf._ EAS E - „Fri F 88.D6 -..--__......F:/K.-o/r..... .. ........ RAI-, R2,h._........ _ F i jj � r "V8 vm ws +00 5+00 DRIVE 60' I i R, _V ENT 10' UTILITY EASEMENT P-7: 5., 25 1 F OF 10" HDPE © 1.00% - (i1 .45 LOT 5 (SLOPE MAY VARY) (PART OF FUTURE .80 IMPROVEMENTS TO LOT 5 EAGLEVIEW DRIVE) SEWER FOR LOT € REFERENCE) , 770 760 750 746 C cc r 3 NOTE: SEE (SHEEl' RV FOR FXISTNG SAN I fAR-y i SEWER AND STORM SEWER CON NEC. .0'vS AND REMOVALS INF } RMA"TION _....... ................ ....._ —_ PROVIDE A MINIMUM 2" THICK lS.,LA1'ON BOARD A._ONG Ti E eac 0[ STORM N. AK � LOT 1 � C U; d T U }' U 31111 _h1LL}.;,ENi _ ........ .. ......._ .... .......... . ... ........... Rfl'1-._....... S c 6 "mow'.... II P: .;UBORAIN --T - 6,100 EAGLEVIEW9' DRIVE +00 : _.. 32 LF OF 15" RCP 0 0.5U% (P-6) m T STORM SEWER 10' UTILITY EASEMENT — _ .__ ......_ t ♦ INSTALL IDOT SW --512 AREA INTAKE (18" DIA.) LOT 2 j RIM 761.50 F1. (EX -8")=759.00 VERIFY) E t ,�TQHM �;nidlf' h}Q Pr,V111C t�GiES; 1) THE F0€T0`a"l, Ttrms, .3„rd1_ BE I,,SrAL ED AS 'SART Of THE INITIA1, 1,41,NRY AND HALLI:' iEyii'RC)Vr4,4f fd'€'S. • STORM, SEWER LTNi�S P-- 1, F-2. P -:S P-4, ANJ ONE -;rat. OF S10Rm LINF ? 5 NORTH OF !IdGu<f 1 - • tJAtiHC)RE �i?JH , ANID THE PA E_ OF RvT KI"'; I 1 i ASID I-3 • 'HE f2f Jf:HM N R -T .5., ND PCCIOF.d,Ai t L AT . F ,UtLLT 01 STORM SEWER PIPE P 1 • THE 5 --INCH DIAMETER SUB RAIN STUBBED OU: AND CAPPED FROM INFAKES AND / • THE 15” HDPE .;FORL1 SEWFIR TC LOT 5 • fHE BEF_HIVE ':IvfAK(t OVER THE EXISTING STORM LINE ON LOT 2. 2) THE FOLLOWING ITEMS ST -V41, BE INSTALLED AS PART Of THE f_:l_TURE. HENRY AND iALLE'S IMf'RO'Vt' MENTS. • STORM Sc.1":SLR LINES P 5 AND F 6 • RHE TOP OF INTAKES 1-1, i-2, AND 1-3 • 4 INTAKES I AND Ib THF b INCH SUBDPAIN AND CL ANOU1 THT GRANULAR SU-,3BASE AND SffRFf`€�4v.NG FOR EAGLLVIFI^; DRIVE 8+00 9+00 -1 — .. ......._..— _.. ......_. _ ...........__ -. — _... .........__ — ._ ...I. ....._.._ --� STA 7+59.95 END OF PCC PAVEIJFNT FUTURE EAGLEVIEW DRIVE R/1-- 0 1 1 /w U 20' 40, I� _T__a 011 U,13 F— i1B IYTAY-Ay— i1,-0 ; 1) FUPURE' PRIVATE DRIVEWAY ACCESS TO LOTS 1-5, FROM FUTURE EAGLEVIEW DRIVE CONCRETE PAVEMENT, SHALL BE PER C.R. METRO STD. DETAIL NO. 2700-117. 2) PAVING THICKNESS SHALL BE A MINIMUM OF 6 -INCHES, 3) DRIVEWAY WIDTH SHALL BE FROM 24'-40' IN WIDTH. 4) NO SIDEWALK BE REQUIRED. 70 60 50 46 Project No. 434317--95 Drown. Date: � na � REM off DE cR PTioa By DME PLAN AND PROFILE: D 16f18 �HENRY AND HALLE'S ADDITION _ Scale:,,1 40 FAIRFAX, IOWA STORM SEWER __ - ------ ENGINEERING. INC. Project No. 43431 7-95 EXISTING 4" SANITARY LOT 3 TOS REMAIN REMOVE 10 LF BE -WEEN CONNECTION "- LOCATION AND WEST P:GHT--OF--WAY) OF EXISTING 4—INCH SANITARY SEWER SERVICE AND PLUG REMAINING PIPE WITH WATER TIGHT PLUG AT FUTURE WEST R.O.W. LINE 10' UTILITY EASEME=NT_ V3 --.—__............ .sifiti.—......_,._.......gjy�...,,,,.....__..,....({fh•.__........__............'....."+' fy-._ PROPOSED 8" WATER MAIN --• WS�VV8 VV8 m m EXISTING 18" HDPE STORM SEWS1z l EXISTING BUI..;ING LOT 1 EXISTING 1" WATER SERVICE TO REMAIN REMOVE EXISTING 12" HDPE® STORM SEWER AND INTAKE I� W8 ----- 4^^^-..., w8 — W8 --7---, W8 S J 7+00 5+00 PROI=0 ED 8 ``zANI RY SEVIER � E&�00 sss�„-------Sas N _ _ w . ; — — _ _ 1 EAGLEVIEW DRIVE -^- -- REMOVE EXI91ING STORM SEWER A 1 BETWEEN BEEHIVE INTAKES (69 LF)O u PROPOSED 1" = PROPOSED 4" DIA. SANITARY ---wt VT__ 10" HDPE(�A WATER SERVICE=_�"`""""_°`` SEWER SERVICE V�'_ J ,_ I.... _. — — .. 1 O' UTILiIY EA?SEMENT CONNECT THE PROPOSED 4" DIA. SANITARY SEWER SERVICE 4 TO THE EXISTING 4" DIA. SANITARY SEWER SERVICE l EXISTING 4" SANITARY.----- LOT 5 SEWER SERVICE u NOTE: A INDICATES AN ITEM TO BE A PART OF FUTURE HENRY AND HALLE'S IMPROVEMENTS. ALL OTHER ITEMS INDICATED ON THIS PAGE ARE ASSUMED TO BE A PART OF THE INITIAL HENRY AND HALLE'S IMPROVEMENTS. oLs :>j16/18 d: Scale: i "-30' REVSiCN DESUNFMON CONNECT 10" HDPE TO PROPOSED BEEHIVE LOT 2 INTAKE EXISTING 10" HDPE y STORM SEWER CONNECT PROPOSED 1" WATER SERVICE TO EXISTING WATER SERVICE- WEST OF EXISTING SHUTOFF m EXISTING 1 WATER SERVICE 1315A111 ENGINEERING, IN.C. HENRY AND HALLE'S ADDITION FAIRFAX, IOWA CONNECT EXISTING 1" WATER SERVICE FOR LOT 1 TO PROPOSED 8" WATER MAIN 6" SERVICE CONNECTION F?/W--Hny-.....,,. "'-_--_..... ABANDON IN PLACE THIS PORTIONµ 0. EXISTING WATER SERVICE TO LOT 1 8+00 FUTURE EAGLEVIEW DRIVE PROPOSED 6" WATER SERVICE TO SUPPLY WATER TO 8" MAIN CONNECT PROPOSED 6" WATER SERVICE TO EXISTING WELL TO FEED 8" WATER MAIN DISCONNECT THE 2 EXISTING WATER SERVICES FROM THE EXISTING WATER WELL C} 15' 30' SHEET' REMOVALS AND SERVICE R.01 CONNECTIONS PLAN I I I DRAINAGE REPORT � 1 HENRY AND HALLE'S ADDITION Fairfax, Iowa I r I` t PREPARED BY BRAIN ENGINEERING, INC. 1540 Midland CT NE, Cedar Rapids, Iowa 1 May 16, 2018 i i I' h h u w ro,,,o4,� 1 hereby certify that this engineering document e nFESSIpN�C,%% suaperpvision and tormed hat,I ame or `iader duly my icensed direct Profonal essional Engineer under the laws of the State of Iowa. DANIEL �� � S' ne Date z L.� ' z U SCHMIDT 1 M s 13841 Daniel L. Schmidt, P.E. •.•, My License Renewal Date Is December 31, 2018 IONIP, License dumber 13841 �4''"•••,. „,,,,,,,,,m Pages or sheets covered by this seal: l II 1 TABLE OF CONTENTS Page I. Executive Summary 3-6 II. Post-Development Runoff Analysis 7 (Individual Drainage Areas to Intakes) III. Stormwater Conveyance Design 8 IV. Stormwater Management Design 9-10 V. Adjacent Creek Flood Elevation Information 11 VI. Appendix 12- 2 I. Executive Summary This 7.08 acre project site is located north of Highway 151 and east of a major tributary to Prairie Creek. The western portion of the property is within the 100-year floodplain such that fill will be needed to achieve proper elevations for permanent structures as well as surrounding improvements. The property is currently partially developed with two separate buildings with associated parking/paving improvements consisting primarily of asphalt millings. There is an existing detention basin along the west side of the property which provided stormwater management for the partially developed property. The stormwater will be managed within the expansion of the existing detention basin along the southwestern side of the entire property. This detention basin will provide stormwater management for the entire developed Henry and Halle's Addition. The overflow of the basin was established at an elevation approximately 6 inches above the 100-year flood elevation of the adjacent tributary. Water quality volume is calculated by the volume difference between the 1-year flood elevation of the adjacent drainageway to the volume provided at large opening elevation in the basin outlet structure. Approximately 6.51 acres of runoff area will ultimately be directed to the detention basin. Storm sewer will be constructed to convey developed storm runoff to the basin from both the individual lots as well as the future Eagleview Drive pavement and right-of-way areas. Detention Basin Design Note: 6.51 acres of this site is served by the proposed expanded detention pond. The detention basin is designed based on the known developments on Lots 1, 2, and 5, as well as speculative developments on Lots 3 and 4 and further development on Lot 1. An exhibit of the speculative developments on Lots 3 and 4 is included in the appendix (Exhibit B-1) to clearly portray the impervious area assumptions. Also assumed are future expansions of building and paving areas within Lot 1. The total area of impervious surfacing is assumed as 4.476 acres as indicated in the exhibit. While paving within the lots is currently asphalt millings, the basin is designed with the assumption that all paved areas will be concrete or traditional asphalt pavements. Table 1 illustrates the projected impervious area for each developed lot and future road right- of-way for Eagleview Drive. These areas were used as the basis for the detention basin design. Table 1: Impervious Areas for Proposed Lots Current Total Proposed Allowable Lot Total Lot Area Impervious Impervious Area impervious (Sq. feet/Ac.) Area (Sq. feet) area (%) (Sq. feet 1 65,344/ 1.50 30,572 48,929 74.88 2 29,927/0.69 21,090 21,090 70.47 3 42,799/0.98 0 32,368 75.63 4 36,540/0.84 0 28,354 77.60 5 53,315/ 1.22 0* 43,677 81.93 A (R.O.W.) 32,526/0.75 12,452 20,535 63.13 TOTAL(Lots 1-5) 227,925/5.23 174,418 76.52 TOTAL(w/R.O.W.) 260,448/5.98 64,114 194,953 74.71 *Improvements on Lot 5 are assumed to be incomplete as of date of this report. 3 Note #1: The on-site watershed area contributing to the detention basin totals 6.51 acres which includes the basin area within Outlot A. However, the developable lots (Lots 1-5) and the future right-of-way (Lot A) total 5.98 acres. Within that 5.98 acre area, 194,593 sq. feet (74.71%) can be impervious ground cover per the detention basin design calculations. Note#2: For the Stormwater Management Design provided for the Detention Basin located on Outlot A, Lots 1 through 5, all inclusive, may have up to the maximum allowable impervious areas for each of these lots as provided for in Table 1 of this report. Impervious areas shall include all buildings, all hard (paved) surfacing, and all granular surfacing (including asphalt millings and/or sealcoating). If any Lot (1 through 5, all inclusive) exceeds its allowable impervious area as provided on for Table 1 of this report, then that Lot shall be required to provide, on- site storm water management to address the additional storm run-off as generated by this additional impervious area. Table 2 indicates the pre-developed and post-developed peak discharges for the property. Post-developed peak discharge values are prior to stormwater detention measures. Table 2: Runoff Summary Onsite Contributing Offsite Runoff Pre-Development Post-Development Existing Developed- Recurrence evelopedRecurrence Peak Discharge Peak Discharge Discharge Discharge Interval cfs) (cfs) (cfs) (cfs 5 yr 8.23 19.47 0 1.00 10 yr 11.88 24.41 0 1.17 25 yr 17.90 31.97 0 1.40 50 yr 23.27 38.28 0 1.57 100 yr 29.36 45.17 0 1.77 4 A detention basin with multi-stage outlet will be constructed along the western portion of the development. Table 3 indicates the stage-storage characteristics of the proposed basin. Table 3: On-Site Detention Basin Characteristics Stage Storage Inflow Outflow (Depth -ft) (cubic feet) (cfs) (cfs) 752.5 0 0.0 0.0 753.0 169 0.13 0.07 753.5 1,056 0.33 0.10 754.0 2,964 0.63 0.13 754.5 5,956 1.02 0.15 755.0 9,979 1.90 0.16 755.5 15,112 3.48 0.24 756.0 21,386 12.43 0.29 756.5 28,962 26.44 0.33 757.0 37,668 39.22 0.36 757.5 47,199 44.92 0.39 758.0 57,618 37.56 3.07 758.5 69,046 14.70 7.00 758.59* 71,395 7.12 7.51 759.0 81,590 - - * 100-YEAR EVENT ELEVATION Table 4 indicates the maximum allowable release rate from the detention basin during a 100-year rainfall event. Table 4: Allowable Release Rate Allowable On Site Pre- Contributing Off Site Release Rate developed Peak Developed Peak Discharge (cfs) Discharge Rate-5 - 100 yr(cfs) r cfs 10.00 = 8.23 + 1.77 Table 5 indicates the predicted peak inflows, outflows, and water elevations at different storm frequencies for the proposed basin. Table 5: Detention Basin Peak Inflows, Discharges, and Water Elevations Storm Return Peak Inflow (cfs) Peak Discharge Peak Water Frequency (cfs) Elevation 5 yr 19.47 0.37 757.08 10 yr 24.41 0.61 757.59 25 yr 31.97 2.26 757.89 50 yr 38.28 4.89 758.21 100 yr 45.17 7.51 758.59 5 Table 6 indicates the required overflow release rate for the basin's emergency overflow spillway. Table 6: Detention Basin Overflow Release Rate Overflow On Site Post- Contributing Off Site Release Rate Developed Peak Developed Peak Discharge (cfs) Discharge Rate— — 100 yr(cfs) 100 yr cfs 46.94 = 45.17 + 1.77 6 II. Post-Development Runoff Analysis (Individual Drainage Areas to Intakes) A. Watershed Area The watershed areas will consist of a mixture of impervious surfacing and grass cover. Each sub-area varies in the mixture of proposed impervious and pervious ground cover. B. Time of Concentration The time of concentration for these small developed drainage areas to individual intakes and storm sewer is assumed to be 5 minutes. C. Precipitation Model The precipitation model used for this site is the Rainfall Intensity Duration Frequency Curve for Section 6 —East Central Iowa. At Tc= 5.0 minutes: 5-yr= 6.56 inches/hr. 10-yr= 7.65 inches/hr. 25-yr= 9.18 inches/hr. 50-yr= 10.30 inches/hr. 100-yr= 11.60 inches/hr. D. Rainfall Loss Method The Runoff Coefficient, `C' used for the developed areas draining to each intake or storm pipe varies based on the percentage of impervious ground cover. Table 7: Intake Area Coefficients Drainage Area Runoff Coefficient, `C' A 0.80 B 0.79 C 0.77 D 0.80 E 0.68 F 0.60 G 0.93 H 0.95 E. Runoff Model Since the drainage areas are small, generally less than an acre, the Rational Method was used to model the flows from each sub-area. F. Summary of Post-Development Runoff The 10-year storm event has been used to design the proposed storm sewer system for the intakes and storm piping north of Intake 1-2. The remaining downstream system was sized to convey the 100-year design event. 7 III. Stormwater Conveyance Design A. Design Standards Used Cedar Rapids Metropolitan Area Engineering Design Standards. B. Storm Sewer 5 storm sewer intakes will be constructed within the future Eagleview Drive roadway, and 2 private intakes will be constructed on Lots 2 and 5 to convey storm water runoff to the proposed stormwater management basin. The proposed storm sewer piping north of Intake, 1-2 is designed to convey the runoff generated from a 10-year rainfall event. Storm sewer from 1-2 to the basin is designed to convey the 100-year event. Table 8: Storm Sewer Piping Information Pipe# Drainage Required Pipe Slope Available Velocity area Flow size (%) capacity (fps) acres) (cfs) (in. cfs P-1 3.03 27.85* 33 0.30 28.96 4.88 P-2 3.03 27.85* 33 0.30 28.96 4.88 P-3 2.53 21.34* 30 0.35 24.26 4.94 P-4 2.43 14.43 24 0.53 16.46 5.24 P-5 1.15 6.25 15 0.51 7.50 4.24 P-6 0.33 1.24 15 0.50 4.57 3.72 P-7 0.23 1.24 10 1.00 2.37 4.35 *Pipe sized to convey the 100-yr event runoff. See Exhibit D-1 for intake drainage areas C. Culverts No culverts are proposed for this development. D. Open Channel Flow-Swales and Ditches A swale will be constructed south of Lot 4 and just north of the detention basin berm to convey overflow runoff from Eagleview Drive as well as intercept some future runoff generated from Lot 4 for conveyance to the basin. This swale will have a 4-foot wide bottom, 4:1 side slopes, a 1.0% slope, and a minimum depth of 1.0 feet. The low point storm sewer piping (P-1 to P-3 is sized to convey the 100-year runoff such that contribution to the swale is minimal. The capacity of the swale is 7.65 cfs at a 6-inch depth and 29.83 at a depth of 1.0 feet as indicated in the appendix. E. Hydraulic Model Hydraulic modeling was not used for this development. 8 IV. Stormwater Management Design A. Design Standards Used Cedar Rapids Metropolitan Area Engineering Design Standards. B. Detention Basin Location The detention basin will be constructed along the western boundary of the property located east of the adjacent creek/drainageway. Approximately 6.51 acres of area will be routed to the proposed basin. The basin outlets directly into the adjacent drainageway. C. Detention Basin Elevation Information The basin overflow elevation has been established at 759.2. This is approximately 0.6 feet above the 100-year elevation of the adjacent creek. The top of the bank is established 1.0 feet above the overflow at an elevation of 760.2. The 500-year creek elevation, at this location, is 759.4. The bottom of the basin at the outlet structure is at an elevation of 752.5. This is above the creek elevation during the 1-inch, water quality, storm event but substantially below the 1-year storm event creek elevation. This basin depth is required to provide positive drainage for the proposed storm sewer piping constructed throughout the development. D. Basin Performance Table 9(3): On-Site Detention Basin Characteristics Stage Storage Inflow Outflow (Depth -ft) (cubic feet) (cfs) (cfs) 752.5 0 0.0 0.0 753.0 169 0.13 0.07 753.5 1,056 0.33 0.10 754.0 2,964 0.63 0.13 754.5 5,956 1.02 0.15 755.0 9,979 1.90 0.16 755.5 15,112 3.48 0.24 756.0 21,386 12.43 0.29 756.5 28,962 26.44 0.33 757.0 37,668 39.22 0.36 757.5 47,199 44.92 0.39 758.0 57,618 37.56 3.07 758.5 69,046 14.70 7.00 758.59* 71,395 7.12 7.51 759.0 81,590 - - * 100-YEAR EVENT ELEVATION 9 E. Detention Basin Outlet The existing detention basin outlet consists of a 48"x36" concrete box riser structure with a 24" RCP culvert to the adjacent creek. The riser structure will have a 2-inch diameter hole drilled an elevation of 752.5 and 755.1 for water quality management. A 28"x9" rectangular opening is established at an elevation of 757.5. The top of the concrete box is at an elevation of 758.60. F. Spillway and Embankment Protection The emergency overflow spillway of the basin shall be constructed to include Pyramat permanent erosion control protection. The spillway has the capacity to convey the 100- year developed rainfall if all other outlets become non-functional. The overflow for this basin shall be a 20'wide low point at an elevation of 859.2 in the berm on west side of the basin. The existing overflow will need to be widened to meet this dimension. The required capacity is 46.94 cfs. The capacity of the proposed overflow is 62.18 cfs (See Appendix) G. Method Used for Detention Basin Sizing Final design of the detention basin was determined through hydrograph routing utilizing HydroCAD and the SCS TR-20 methodology. H. Water Quality Design Standard Total area of this project= 308,575 square feet. Total volume required = 308,575 sq. feet x 0.083 feet= 25,611 cubic feet. Total water quality storage provided: Volume at 757.5 =47,199 cubic feet Volume at 755.1 = 11,006 cubic feet (Q, stream elevation) Water Quality Volume Provided = 47,199- 11,006 = 36,193 cubic feet Note: The Q1 elevation at the south cross section is 755.4. The location of the basin outlet pipe is downstream at an interpolated Q1 elevation of 755.1 The detention/water quality will fully drain in 46.65 hours (see Appendix) 10 V. Adjacent Creek Flood Elevation Information Cross Section Summary-North Cross Section Storm Return 24 hr. Runoff Peak Discharge Peak Water Frequency Depth (in.) (cfs) Elevation 500 yr 9.68 8,048 761.99 100 yr 7.27 5,527 761.34 5 yr 3.77 2,002 759.30 2 yr 3.02 1,321 758.32 1-inch* 1.0 30 753.42 Cross Section Summary-Mid Cross Section Storm Return 24 hr. Runoff Peak Discharge Peak Water Frequency Depth (in.) (cfs) Elevation 500 yr 9.68 8,048 761.33 100 yr 7.27 5,527 760.42 5 yr 3.77 2,002 758.34 2 yr 3.02 1,321 757.44 1-inch* 1.0 30 751.65 Cross Section Summary-South Cross Section Storm Return 24 hr. Runoff Peak Discharge Peak Water Frequency Depth (in.) (cfs) Elevation 500 yr 9.68 8,048 759.65 100 yr 7.27 5,527 758.88 5 yr 3.77 2,002 756.98 2 yr 3.02 1,321 756.11 1 yr 2.60 966 755.40 1-inch* 1.0 30 750.55 Creek Elevation Summary-At Pond Outlet(0.3' below South cross section elevations): Storm Return Peak Water Frequency Elevation 500 yr 759.35 100 yr 758.58 5 yr 756.68 2 yr 755.81 1 yr 755.10 1-inch* 750.25 Flood Protection Elevation, Lots 1-5: Lot Number 100-yr Flood Flood Protection Elevation Elevation 1 761.3 762.3 2 761.3 762.3 3 760.5 761.5 4 760.2 761.2 5 760.5 761.5 11 VI. Appendix A. Exhibits and Calculations 12 OVERALL DRAINAGE AREA RUNOFF CALCULATIONS 11 434317-95 Henry& Halle's Addition Detention - Full Buildout Type 11 24-hr Rainfall=3.75" Prepared by Hewlett-Packard Company Printed 5/10/2018 HydroCAD® 10.00-15 s/n 00656 ©2015 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 7S: PREDEVELOPED-OVERALL Runoff = 8.23 cfs @ 12.13 hrs, Volume= 0.633 af, Depth= 1.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=3.75" Area (so CN Description 104,355 61 >75% Grass cover, Good, HSG B 104,370 69 50-75% Grass cover, Fair, HSG B 14,810 96 Gravel surface, HSG B 75,359 75 Row crops, SR + CR, Good, HSG B 298,894 69 Weighted Average 298,894 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.8 100 0.0110 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 3.02" 3.3 170 0.0150 0.86 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.5 98 0.0090 0.66 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 18.6 368 Total Subcatchment 7S: PREDEVELOPED-OVERALL Hydrograph 9.:; ❑Runoff cfs $.. yp 8.23 : , T ellz I 24-hr Rainfal F=3.75" ff, Q►re'a=298,894 sf Ru n o', Runoff Volume=0.633 of N Depth 5... ', Runoff',De = 3Ow en th 36 LL 4.. g 8 ,. Tc 18.6 --! I � min 3.., CN=69 2.: 1.: 0- 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) 434317-95 Henry& Halle's Addition Detention - Full Buildout Type //24-hr Rainfall=7.22" Prepared by Hewlett-Packard Company Printed 5/10/2018 HydroCAD® 10.00-15 s/n 00656 ©2015 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 6S: TOTAL SITE-INCL ROAD Runoff = 45.17 cfs @ 12.06 hrs, Volume= 3.026 af, Depth= 5.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Type II 24-hr Rainfall=7.22" Area (so CN Description 194,953 98 Paved parking, HSG B 88,609 61 >75% Grass cover, Good, HSG B 283,562 86 Weighted Average 88,609 31.25% Pervious Area 194,953 68.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment 6S: TOTAL SITE-INCL ROAD Hydrograph 50 48 ❑Runoff 46 45.1 cfs T e 112 M 44`, yp 4-Mr 42;, 40: I ainfall=7.22" 36.' fZUnO �a=283,562 of r _ re 34- 3Z.: 30- Runoff Volume=3.026 of U - N 26: unoff: Depth=5.58" 0 24' ITc=15A min 20.; CN=86 12.; 10:, 2 0.,:, 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) PROJECT NAME: HENRY&HALLE'S-STREET PROJECT#: 434317-95 [Al 1-5 SURFACE FLOW fBl 1-4 SURFACE FLOW HARD SURFACE: 10,677 SQ.FEET C= 0.95 HARD SURFACE: 18,935 SQ.FEET C= 0.95 GRASS SURFACE: 3,543 SQ.FEET C=j 0.35 GRASS SURFACE: 6,655 SQ.FEET C= 0.35 TOTAL AREA= 14,220 SQ.FEET TOTAL AREA= 25,590 SQ.FEET COMPOSITE'C'= 0.80 COMPOSITE'C'= 0.79 Tc=1 5 MIN. Tc= 5 MIN. 110=1 7.65 IN/HR 110= 7.65 IN/HR Q10= 2.00 CFS Q10= 3.57 CFS 1100= 11.6 IN/HR 1100= 11.6 IN/HR Q100= 3.03 CFS Q100= 5.41 CFS [Cl I-4A(INCL.EAST ROOF) fDl 13 SURFACE FLOW HARD SURFACE: 7,024 SQ.FEET C= 0.95 HARD SURFACE: 19,798 SQ.FEET C= 0.95 GRASS SURFACE: 3,042 SQ.FEET C= 0.35 GRASS SURFACE: 6,445 SQ.FEET C= 0.35 TOTAL AREA= 10,066 SQ.FEET TOTAL AREA= 26,243 SQ.FEET COMPOSITE'C'= 0.77 COMPOSITE'C'= 0.80 Tc= 5 MIN. Tc= 5 MIN. 110= 7.65 IN/HR 110= 7.65 IN/HR Q10= 1.36 CFS Q10= 3.70 CFS 1100= 11.6 IN/HR1100= 11.6 IN/HR Q100= 2.06 CFS Q100= 5.61 CFS fEl 1-2 SURFACE FLOW fFl 1-1 SURFACE FLOW HARD SURFACE: 2,726 SQ.FEET C= 0.95 HARD SURFACE: 10,108 SQ.FEET C= 0.95 GRASS SURFACE: 1,958 SQ.FEET C= 0.30 GRASS SURFACE: 11,591 SQ.FEET C= 0.30 TOTAL AREA= 4,684 SQ.FEET TOTAL AREA= 21,699 SQ.FEET COMPOSITE'C'= 0.68 COMPOSITE'C'= 0.60 Tc= 5 MIN. Tc= 5 MIN. 110= 7.65 IN/HR 110= 7.65 IN/HR Q10= 0.56 CFS Q10= 2.30 CFS 1100= 11.6 IN/HR ErE 1100= 11.6 IN/HR Q100= 0.85 CFS Q100= 3.48 CFS fGl AREA INTAKE I l ROOF HARD SURFACE: 12,602 SQ.FEET C= 0.95 HARD SURFACE: 16,616 SQ.FEET C= 0.95 GRASS SURFACE: 313 SQ.FEET C= 0.30 GRASS SURFACE: 0 SQ.FEET C= 0.30 TOTAL AREA= 12,915 SQ.FEET TOTAL AREA= 16,616 SQ.FEET COMPOSITE'C'= 0.93 COMPOSITE'C'= 0.95 Tc= 5 MIN. Tc= 5 MIN. 110= 7.65 IN/HR 110= 7.65 IN/HR Q10= 2.12 CFS Q10= 2.77 CFS 1100= 11.6 IN/HR 1100= 11.6 IN/HR Q100= 3.21 CFS Q100= 4.20 CFS TOTAL OFF SITE HARD SURFACE: 5,374 SQ.FEET C= 0.95 GRASS SURFACE: 5,159 SQ.FEET C= 0.30 TOTAL AREA= 10,533 SQ.FEET COMPOSITE'C'= 0.63 Tc= 5 MIN. 110= 7.65 IN/HR Q10= 1.17 CFS 1100= 11.6 IN/HR Q100= 1.77 CFS DETENTION BASIN CALCULATIONS 12 434317-95 Henry& Halle's Addition Detention - Full Buildout Type //24-hr Rainfall=7.22" Prepared by Hewlett-Packard Company Printed 5/10/2018 HydroCAD® 10.00-15 s/n 00656 ©2015 HydroCAD Software Solutions LLC Page 1 Summary for Pond 8P: Basin-EXPANDED Inflow Area = 6.510 ac, 68.75% Impervious, Inflow Depth = 5.58" Inflow = 45.17 cfs @ 12.06 hrs, Volume= 3.026 of Outflow = 7.51 cfs @ 12.48 hrs, Volume= 3.026 af, Atten= 83%, Lag= 25.0 min Primary = 7.51 cfs @ 12.48 hrs, Volume= 3.026 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.01 hrs Peak Elev= 758.59' @ 12.48 hrs Surf.Area= 0 sf Storage= 71,395 cf Plug-Flow detention time= 790.3 min calculated for 3.025 of(100% of inflow) Center-of-Mass det. time= 790.6 min ( 1,586.9- 796.3 ) Volume Invert Avail.Storage Storage Description #1 752.50' 100,423 cf Custom Stage Data Listed below Elevation Cum.Store (feet) (cubic-feet) 752.50 0 753.00 169 753.50 1,056 754.00 2,964 754.50 5,956 755.00 9,979 755.50 15,112 756.00 21,386 756.50 28,962 757.00 37,668 757.50 47,199 758.00 57,618 758.50 69,046 759.00 81,590 759.50 95,289 760.00 100,423 Device Routing Invert Outlet Devices #1 Primary 752.40' 24.0" Round Culvert L= 134.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 752.40' / 751.80' S= 0.0045 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 752.50' 2.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 755.10' 2.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 757.50' 28.0"W x 9.0" H Vert. Orifice/Grate C= 0.600 #5 Device 1 758.80' 36.0" x 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 434317-95 Henry& Halle's Addition Detention - Full Buildout Type //24-hr Rainfall=7.22" Prepared by Hewlett-Packard Company Printed 5/10/2018 HydroCAD® 10.00-15 s/n 00656 ©2015 HydroCAD Software Solutions LLC Page 2 Primary OutFlow Max=7.51 cfs @ 12.48 hrs HW=758.59' (Free Discharge) L1=Culvert (Passes 7.51 cfs of 31.00 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.26 cfs @ 11.80 fps) 3=Orifi ce/G rate (Orifice Controls 0.19 cfs @ 8.89 fps) 4=Orifi ce/G rate (Orifice Controls 7.06 cfs @ 4.03 fps) =Orifice/Grate ( Controls 0.00 cfs) Pond 8P: Basin-EXPANDED Hydrograph EI Inflow 50 has lots ❑Primary 48°' Inflowr Are a=6.510 ac- 44 42`% he k� EI'��ev-756 59' 40�, 38 36;; Stora qe=71,396 cf 32-: N 28i U .. -- : 26- 3 0 24,' 20 :, 1Z 10-§', ' .51 cfs 8.. 6 4 2., 0.,, 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Time (hours) 434317-95 Henry& Halle's Addition Detention - Full Buildout Type //24-hr Rainfall=7.22" Prepared by Hewlett-Packard Company Printed 5/10/2018 HydroCAD® 10.00-15 s/n 00656 ©2015 HydroCAD Software Solutions LLC Page 3 Pond 8P: Basin-EXPANDED Stage-Discharge 760- ', ❑Primary 759.., ' Orifice/Grate 758.., Orifice/Grate w 757.,. w o 756.., v W Orifice/Grate 755- 754- 753- Orifice/Grate 0 5 10 15 20 25 30 35 Discharge (cfs) Pond 8P: Basin-EXPANDED Stage-Area-Storage 760- 759- 758-. 60759..758.. w 757.., w 0 756 w w 755- 754-.1 55 754.. 753 Custom Stage Data 0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 100,000 Storage(cubic-feet) HENRY AND HALLE'S ADDITION TIME OF DETENTION ELEVATION RANGE(FT.) STORAGE INCREMENTAL INC. TOTAL FLOW TIME FROM TO VOLUME STORAGE DEPTH DEPTH RATE AT TOP VOLUME FEET FEET CFS HOURS 757.50 757.00 47,199 9,531 0.50 2.40 0.375 7.060 757.00 756.50 37,668 8,706 0.50 1.90 0.345 7.010 756.50 756.00 28,962 7,576 0.50 1.40 0.310 6.789 756.00 755.50 21,386 10,380 0.50 0.90 0.265 10.881 755.50 755.10 11,006 11,006 0.40 0.40 0.205 14.913 TOTAL 46.65 HRS. OVERALL DRAINAGE AREA EXHIBITS 13 cl PROPERTY LINE EX. BUIL G XISTING PARKIN r PRE-DEVELOPED WATERSHED BOUNDARY EXISTIN PARK G (6.86 Ac.) PRIVAT ACCESS EASEME m P CEL A . . . OT 2 P' S� ii . NO. 2 11 PRE-DEVELOPED K J ES KURT S ,ECOND AD ITION G1ED- WATERSHED BOUNDARY a —D � V -Op A A PROPERTY LINE .... ......... LLJ z cn PARCEL B 0 50 100 200 WP.O.S. N 0. 2 3 CL ............. 2 -LJ _j Ld Ld Z, Lj_j CL Lu n 5A 1, R T co vW Page A-1 of I Project No. 434317-95 N N I� 3 1 N K n K N 1 N 1 3 3 N 1 77VI r PROPERTY 3 LINE � I EXISTI � � "j N BUIL NG I z T 2 BUI DING TOTAL LOT AREA (LOTS 1—5) = 227,928 SQ. FT. FU IN BUDI ANI E STING I IMPERVIOUS AREAS (LOTS 1-5) = 174,418 Tl PAVIN POST-DEVELOPED I EXIST G WATERSHED BOUNDARY P NG 174,418/227,925 = 76.52% IMPERVIOUS I (6.51 Ac.) I 3 N PROPOSED TOTAL F URE B LDING � D IMPERVIOUS AREAS (INCL. R.O.W.) z 194,953 SQ. FT. (4.476 Ac.) LOT " G_ \ z POST-DEVELOPED m 3 OT 5 w WATERSHED BOUNDARY ; �\ FU RE PA NG A _ — — — — — — PROP SED z B DING w \ a PROP ED 1 NZ P ING W PROPERTY LINE , �� FUTU BUILD G Q cn LOT z FLIT RE PA V G ~ ` oLLJ ' LL1 J � / O = 9. N1 CL z Nm l N � Nm Ni 0 50 100 200 = LXv Page B-1 ar Project No. 434317-95 TOTAL AREA= FUTURE STREET 5,905 SQ. FT. HIGH POINT PAVED OFF-SITE UNPAVED OFF-SITE i CONTRIBUTION CONTRIBUTION 1 PROPERTY 3 LINE 3 LOT 2 N 0 3 0 LOT 1 3 3 � K � N m - LOT 3 m D G) z m 3 LOT 5 < p m z OUTLOT A w N < 3 z 2 p m w PROPERTY LINE v 3 � LOT 4 3 z � z m o 3 jr 0 PARCEL B z P.O.S. NO. 2111 I , 0 50 100 200 O Lu J UNPAVED OFF-SITE - PAVED OFF-SITE CONTRIBUTION I _ CONTRIBUTION 1111H KURTZ'.,SECOND L, N[Yf.}IIIO N sa.irn =r-er OF I..Or2 w ITOTAL AREA= � 4,628 SQ. FT. I I FUTURE STREET I U HIGH POINT J m 2 W Page C-1 of Project No. 434317-95 INTAKE AREA EXHIBIT 14 STREET HIGH POINT ........... ........... ........... PROPER LINE EX. BUILDING LOT 1 li N 1-4 FUT. BUILDING FUT. PAVING a LOT 3 '0 0000 o .0 PROPERTY cr_ LINE BASIN FUT. BUILDING Ld FUT. PAVING IMPERVIOUS SURFACE 2 Cn >\ LJ Ld LOT 4 1-3 — 1-2 .iii —————————————— L3 -————— -T33— nm uuuiiiiE 2 Q) PERVIOUS SURFACE ............ ............ ....... ........... z STREET HIGH POINT 65 .r, m. Page ............ ........ ........... ........... D1 ........................ ............ ............ ........ ............ ........ ....... Project No. 434317-95 INTAKE REPORT 15 Inlet Report Hydraflow Express Extension for Autodesk@ AutoCAD@ Civil 3D@ by Autodesk, Inc. Sunday,Apr 29 2018 Intake, 1-5 (RA-3) (10-Yr.) Curb Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 4.00 Q (cfs) = 2.00 Throat Height (in) = 5.00 Grate Area (sqft) _ -0- Highlighted Grate Width (ft) _ -0- Q Total (cfs) = 2.00 Grate Length (ft) _ -0- Q Capt (cfs) = 1.96 Q Bypass (cfs) = 0.04 Gutter Depth at Inlet (in) = 10.22 Slope, Sw (ft/ft) = 0.100 Efficiency (%) = 98 Slope, Sx (ft/ft) = 0.025 Gutter Spread (ft) = 8.08 Local Depr (in) = 6.00 Gutter Vel (ft/s) = 2.07 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 1.00 Gutter Slope (%) = 0.50 Bypass Depth (in) = 1.20 Gutter n-value = 0.016 All dimensions in feet r' II W77 r mom ,..... ^^r . ri rry y� rrrrrrrrr rrrrrrrrr Inlet Report Hydraflow Express Extension for Autodesk@ AutoCAD@ Civil 3D@ by Autodesk, Inc. Sunday,Apr 29 2018 Intake, 1-4 (RA-3) (10-Yr.) Curb Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 4.00 Q (cfs) = 3.57 Throat Height (in) = 5.00 Grate Area (sqft) _ -0- Highlighted Grate Width (ft) _ -0- Q Total (cfs) = 3.57 Grate Length (ft) _ -0- Q Capt (cfs) = 2.93 Q Bypass (cfs) = 0.64 Gutter Depth at Inlet (in) = 10.98 Slope, Sw (ft/ft) = 0.100 Efficiency (%) = 82 Slope, Sx (ft/ft) = 0.025 Gutter Spread (ft) = 10.60 Local Depr (in) = 6.00 Gutter Vel (ft/s) = 2.30 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 4.40 Gutter Slope (%) = 0.50 Bypass Depth (in) = 3.12 Gutter n-value = 0.016 All dimensions in feet rm ,,, i ///777 r r Inlet Report Hydraflow Express Extension for Autodesk@ AUtoCADO Civil 3D@ by Autodesk, Inc. Monday,Apr 30 2018 Intake, 1-3 (RA-3) (10-Yr.) Curb Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 4.00 Q (cfs) = 4.34 Throat Height (in) = 5.00 Grate Area (sqft) _ -0- Highlighted Grate Width (ft) _ -0- Q Total (cfs) = 4.34 Grate Length (ft) _ -0- Q Capt (cfs) = 3.29 Q Bypass (cfs) = 1.05 Gutter Depth at Inlet (in) = 11.27 Slope, Sw (ft/ft) = 0.100 Efficiency (%) = 76 Slope, Sx (ft/ft) = 0.025 Gutter Spread (ft) = 11.56 Local Depr (in) = 6.00 Gutter Vel (ft/s) = 2.38 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 6.00 Gutter Slope (%) = 0.50 Bypass Depth (in) = 3.60 Gutter n-value = 0.016 All dimensions infect iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiifir � . Inlet Report Hydraflow Express Extension for Autodesk@ AUtoCADO Civil 3D@ by Autodesk, Inc. Monday,Apr 30 2018 Intake, 1-5 (RA-3) (100-Yr.) Curb Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 4.00 Q (cfs) = 3.03 Throat Height (in) = 5.00 Grate Area (sqft) _ -0- Highlighted Grate Width (ft) _ -0- Q Total (cfs) = 3.03 Grate Length (ft) _ -0- Q Capt (cfs) = 2.64 Q Bypass (cfs) = 0.39 Gutter Depth at Inlet (in) = 10.75 Slope, Sw (ft/ft) = 0.100 Efficiency (%) = 87 Slope, Sx (ft/ft) = 0.025 Gutter Spread (ft) = 9.84 Local Depr (in) = 6.00 Gutter Vel (ft/s) = 2.23 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 2.80 Gutter Slope (%) = 0.50 Bypass Depth (in) = 2.64 Gutter n-value = 0.016 All dimensions in feet 0110 irvi"i�n' a� ii 0/0-00 VVNI 111110101 Inlet Report Hydraflow Express Extension for Autodesk@ AUtoCADO Civil 3D@ by Autodesk, Inc. Monday,Apr 30 2018 Intake, 1-2 (RA-5) (100-Yr.) Curb Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = 8.00 Q (cfs) = 4.88 Throat Height (in) = 5.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = -0- Q Total (cfs) = 4.88 Grate Length (ft) = -0- Q Capt (cfs) = 4.88 Q Bypass (cfs) = -0- Gutter Depth at Inlet (in) = 9.86 Slope, Sw (ft/ft) = 0.100 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.025 Gutter Spread (ft) = 6.88 Local Depr (in) = 6.00 Gutter Vel (ft/s) = 2.50 Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0- Gutter Slope (%) = -0- Bypass Depth (in) = -0- Gutter n-value = -0- All ll dimensions infect w 14 vvvvvvvvvvvivvvvvvvvv ry vvvvv�ivvvvvvvvvviivvvvvvvvvvivv Inlet Report Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc. Monday,Apr 30 2018 Intake, 1-1 (RA-5) (100-Yr.) Curb Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = 8.00 Q (cfs) = 3.87 Throat Height (in) = 5.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = -0- Q Total (cfs) = 3.87 Grate Length (ft) = -0- Q Capt (cfs) = 3.87 Q Bypass (cfs) = -0- Gutter Depth at Inlet (in) = 9.31 Slope, Sw (ft/ft) = 0.100 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.025 Gutter Spread (ft) = 5.04 Local Depr (in) = 6.00 Gutter Vel (ft/s) = 2.23 Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0- Gutter Slope (%) = -0- Bypass Depth (in) = -0- Gutter n-value = -0- All dimensions in feet add65 rr SWALE AND BASIN OVERFLOW CALCULATIONS 16 Channel Report Hydraflow Express Extension for Autodesk@ AutoCAD@ Civil 3D@ by Autodesk, Inc. Thursday, May 10 2018 SWALE TO BASIN Trapezoidal Highlighted Bottom Width (ft) = 4.00 Depth (ft) = 0.50 Side Slopes (z:1) = 4.00, 4.00 Q (cfs) = 7.647 Total Depth (ft) = 1.00 Area (sqft) = 3.00 Invert Elev (ft) = 100.00 Velocity (ft/s) = 2.55 Slope (%) = 1.00 Wetted Perim (ft) = 8.12 N-Value = 0.030 Crit Depth, Yc (ft) = 0.42 Top Width (ft) = 8.00 Calculations EGL (ft) = 0.60 Compute by: Known Depth Known Depth (ft) = 0.50 Elev (ft) Section Depth (ft) 102.00 2.00 101.50 1.50 101.00 1.00 100.50 0.50 100.00 0.00 ................................................................................................................................................................ 99.50 -0.50 0 2 4 6 8 10 12 14 16 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk@ AutoCAD@ Civil 3D@ by Autodesk, Inc. Thursday, May 10 2018 SWALE TO BASIN Trapezoidal Highlighted Bottom Width (ft) = 4.00 Depth (ft) = 1.00 Side Slopes (z:1) = 4.00, 4.00 Q (cfs) = 29.83 Total Depth (ft) = 1.00 Area (sqft) = 8.00 Invert Elev (ft) = 100.00 Velocity (ft/s) = 3.73 Slope (%) = 1.00 Wetted Perim (ft) = 12.25 N-Value = 0.030 Crit Depth, Yc (ft) = 0.90 Top Width (ft) = 12.00 Calculations EGL (ft) = 1.22 Compute by: Known Depth Known Depth (ft) = 1.00 Elev (ft) Section Depth (ft) 102.00 2.00 101.50 1.50 101.00 1.00 100.50 0.50 100.00 0.00 ................................................................................................................................................................ 99.50 -0.50 0 2 4 6 8 10 12 14 16 Reach (ft) Weir Report Hydraflow Express Extension for Autodesk@ AUtoCADO Civil 3D@ by Autodesk, Inc. Thursday, May 10 2018 BASIN OVERFLOW Trapezoidal Weir Highlighted Crest = Sharp Depth (ft) = 1.00 Bottom Length (ft) = 20.00 Q (cfs) = 62.18 Total Depth (ft) = 1.00 Area (sqft) = 24.00 Side Slope (z:1) = 4.00 Velocity (ft/s) = 2.59 Top Width (ft) = 28.00 Calculations Weir Coeff. Cw = 2.68 Compute by: Known Depth Known Depth (ft) = 1.00 Depth (ft) BASIN OVERFLOW Depth (ft) 2.00 2.00 1.50 1.50 1.00 1.00 0.50 0.50 0.00 0.00 -0.50 -0.50 0 5 10 15 20 25 30 35 40 Weir W.S. Length (ft) OUTLET STRUCTURE DETAIL 17 48" 36"x48" PCC BOX STRUCTURE T/BOX = 758.80 (INSIDE DIMENSION) 28"xg" ORIFICE ELEV. = 757.50 6" PCC REINFORCED WALLS 2" DIAMETER HOLE ELEV. = 755.10 24" DIAMETER OUTLET PIPE FL = 752.40 2" DIAMETER HOLE ELEV. = 752.50 8" REINFORCED CONCRETE BASE B/WELL = 751.00 !81" ROCK BASE OUTLET ORIFICE DETAIL NO SCALE Drawing Title: � o U m BRABASIN OUTLET DETAIL, J OZ CilENG.IN ,EEKING , INC HENRY & HALLE9S ADDITION