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Home My WebLink About2011-08-16 Development Application Materials CITY OF OAK PARK HEIGHTS ♦ DEVELOPMENT APPLICATION 8 14168 Oak Park Boulevard � p y O t P.O. Box 2007 Base Fee: 400.00 i Oak Park Heights, MN 55082 Escrow Amount: (651) 439 -4439 Fax: (651) 439 -0574 Street Location of Property 14447 60th Street Legal Description of Property Sec 04, Township 029, Range 020 Owner: Name_ Croix Oil Company Address: PO Box 15, 1749 Greeley City: Stillwater State: MN Zip: 55082 Telephone: (Home) (Business)651- 439 -5755 (Fax) (Other) Applicant: Name Jay F. and Deborah L. Andrews Address: 12661 60th Street North City: Stillwater State: IC Zip: 55082 Telephone: (Home) (Business) 651- 430 -0099 (Fax) 651 - 439 -6650 (Other) Type of Request(s) Zoning District Amendment Home Occupation x Conditional Use Permit Site Plan Review Variance: Single Family Residential PUD: Amendment Variance: Other Residential /Commercial /industrial PUD: Concept Plan Subdivision PUD: General Plan Subdivision: Minor Street Vacation Comprehensive Plan Amendment City Financial Assistance Description of Request(s): New location for existing business in Oak Park Heights. If a request for planning /zoning action on the subject site or any part thereof has been previously approved, please describe it below: Ail owner/Applicant Initials / Pn (11)_ C u RECEIVED a. a AUG c C�' I O ui a (ccrstm br 4 2011- 0 8 , O (a CITY OF OAK PARK HEIGHTS AMPM Development Application, Page 2 General Conditions Application Review The undersigned acknowledges that before this request can be considered and /or approved, all required information and fees, including any deposits, must be paid to the City. An incomplete application will be returned to the applicant. The application approval process commences and an application is considered complete when all required information and fees are submitted appropriately to the City. Professional Fee Responsibility It is the understanding of the undersigned that all City incurred professional fees and expenses associated with the processing of this request(s) will be promptly paid upon receipt. If payment is not received from the applicant, the property owner acknowledges and agrees to be responsible for the unpaid fee balance either by direct payment or a special assessment against the property. Applicants monthly licants will be billed on a month) basis for Planning, Engineering, Legal and Community Development fees as they are accrued. It is understood that interest will be charged on the account at the maximum rate allowed by the Fair Credit Act if it becomes thirty (30) days past due. Failure to pay administrative and processing fees in a timely manner may result in denial of the application. All fees must be paid at the time of application and shall be paid prior to the issuance of a building permit. The undersigned applicant further acknowledges and consents that all unpaid fees owing the City of Oak Park Heights shall be treated as unpaid utility fees and may be certified for collection as with delinquent utility billings and may be assessed against the subject real property if unpaid by October 31 of each year. Property Address 14447 60th Street,Stillwater, MN 55082 ALarit hlt Date: 6//4/)/ Owner Signaty Date: 1/1&72-,,,, Applicant r re Tire Proz Project Narrative "TireProz & Wheel Experts currently operate an existing business, in the building they lease at 14661 60th St. N. TireProz are proposing to purchase the property at 14447 60 Street and relocate their business to that address. The proposed project includes removing the existing building, bituminous and west driveway; constructing a new building, along with a new tire enclosure, trash enclosure, bituminous parking lot/driveways, curbing, rain gardens and landscaping, per all local and state codes and regulations. The new building will be 6,800 sf in size and includes an exterior of glass, stucco (EIFS) wall panels, architectural integrated colored block, glass doors, windows, showroom; counter area; office; parts room; 7 service bays; 1 delivery bay; 2 toilets; and a mezzanine with an office and storage area. iJ) E 1 ®1 D Building Solutions Tire Proz Jay F. and Deborah L. Andrews 14447 60 Street Oak Park Heights, MN Updated: August 15, 2011 General Contractor Derrick Building Solutions, LLC 1505 Hwy 65, P.O. Box 445 New Richmond, WI. 54017 Project Manager — Dustin Rassbach Phone: 715- 246 -2320 Mobile: 715- 760 -1005 Fax: 715- 246 -4948 ,- \ Owner Jay F. and Deborah L. Andrews 14661 60 Street North Stillwater, MN 55082 Phone: 651- 430 -0099 Architect River Valle, Architechts, LLC E5205 732" Avenue Menomonie, WI 54751 Wayne Dau Phone: 715- 309 -2368 Fax: 715- 309 -2390 Civil Engineer AC /a 2920 Enloe Street, Suite 101 Hudson, WI 54016 Phone: 715- 381 -5277 Matt n Assignment of Purchase Agreement dated July 1, 2011 FOR VALUABLE CONSIDERATION, Jay F. Andrews Sr. ( "Assignor ") hereby assigns and transfers to Jay F. Andrews Sr. and Deborah L. Andrews, jointly and severally (collectively, the "Assignee "), Assignor's interest, rights and obligations in and to that Purchase Agreement, dated July 1, 2011, executed by and between Assignor and Croix Oil Company, and related to that parcel of real property legally described as follows (the "Purchase Agreement "): All that part of the Northeast Quarter of the Northwest Quarter (NE 1/4 of NW 1/4) of Section Four (4), Township Twenty-nine (29) North, of Range Twenty (20) West, described as follows: Beginning at a point on the North line of the said Northeast Quarter of the Northwest Quarter (NE 1/4 of NW 1/4), Two hundred thirty (230) feet West of the Northeast corner of the said Northeast Quarter of the Northwest Quarter (NE 1/4 of NW 1/4); thence South on a line parallel to the East line of the said Northeast Quarter of the Northwest Quarter (NE 1/4 of NW 1/4) Three hundred (300) feet to a point; thence West on a line parallel to the North Line thereof One hundred ninety (190) feet to a point; thence North on a line parallel to the East line thereof Three hundred (300) feet to a point on the North Line of said tract; thence East along the North line thereof One hundred ninety (190) feet to the place of beginning, subject to existing highway easements, power line easements and restrictions of record. Washington County, Minnesota Furthermore, Assignee hereby accepts such assignment and agrees to assume the position of "Buyer" under the provisions of the Purchase Agreement and agrees to fully assume and comply with the terms, provisions, and conditions set out in the Purchase Agreement. Assignor and Ass' . ; e have executed this Assignment as of the day of August, 2011. ASSI 0. ' / ASSIG =WE Pi i doo. .�►., ii ► . Jay F e IA Sr. Jay F. n . Deborah L. Andrews • n Washington County > Tabs > Tax Search > GRMPrintBill Page 1 of 2 Washington County Treasurer n Washington County Treasurer Phone: (651) 430 -6175 14949 62nd Street North Email: taxes @co.washington.mn.us P.O. Box 200 t a Return to Stillwater, MN 55082 -0200 Summary Tax Summary Last Update: 8/12/2011 1:17:05 AM CST PIN Number: 04.029.20.21.0012 Tax Roll : 1 - Real Property Current Owner Property Address CROIX OIL CO & ATTN MARK J OGREN 14447 60TH ST 1749 GREELEY STS PO BOX 15 STILLWATER MN 55082 Property Description Section 04 Township 029 Range 020 TAG 6101 OAK PARK HTS- 834- MSCWMO Unpaid Tax Current Tax $8,184.00 Delinquent Tax $0.00 Total Unpaid Tax $8,184.00 Class Code 1 - Real Property Current Year Tax Year: 2011 Bill Number: 623033 Total Tax & Assessment: $16,368.00 Period Due Date Tax Penalty/Fee Interest Total Due INST 1 5/15/2011 $0.00 $0.00 $0.00 $0.00 INST 2 10/15/2011 $8,184.00 $0.00 $0.00 $8,184.00 Total Due: $8,184.00 Delinquents Year Bill Number Tax Penalty/Fee Interest Total Due No Delinquent Records Found Payments Last Paid Bill Number Tax Year Amount Paid Receipt Number Paid By 05/17/2011 623033 2011 $8,184.00 WC11.33530 10/19/2010 423328 2010 $8,791.00 U10.31198 05/18/2010 423328 2010 $8,791.00 U10.12169 05/18/2010 41705 2009 $399.81 U10.12169 10/22/2009 41705 2009 $9,133.60 U09.19496 10/19/2009 41705 2009 $8,155.00 U09.16756 n Tax Assessment for Tax Year 1 2011 Tax Year 2011 Bill Number: 623033 Class Code 1 - Real Property Operation http : / /mn- washington.manatron.com/ Tabs /TaxSearch/GRMPrintBill.aspx ?i= 04.029.20.21.0012 8/12/2011 Washington County > Tabs > Tax Search > GRMPrintBill Page 2 of 2 Authority Credit CITY OF OAK PARK HEIGHTS $0.00 FISCAL DISPARITIES $0.00 ISD 834 STILLWATER $0.00 METRO COUNCIL $0.00 METRO MOSQUITO $0.00 STATE OF MN $0.00 WASHINGTON COUNTY $0.00 WASHINGTON COUNTY HRA $0.00 WASHINGTON COUNTY RRA $0.00 Bond Authority Credit CITY OF OAK PARK HEIGHTS $0.00 METRO COUNCIL $0.00 METRO TRANSIT DIST $0.00 WASHINGTON COUNTY $0.00 Debt Authority Credit ISD 834 STILLWATER $0.00 WASHINGTON COUNTY $0.00 The Washington County Property Records and Taxpayer Services Department makes every effort to produce and publish the most current and accurate information possible. No warranties, expressed or implied, are provided for the data herein, its use, or its interpretation. If you have any questions, please contact us at (651)430 -6175 or Taxes @co.washinton.mn.us. http : / /mn- washington.manatron.com/ Tabs /TaxSearch/GRMPrintBill.aspx ?i= 04.029.20.21.0012 8/12/2011 STORMWATER MANAGEMENT PLAN APPENDIX A OF THE SWPPP TIRE PROZ CITY OF OAK PARK HEIGHTS, MINNESOTA 8/16/2011 Owner: ,. TireProz 800 Crest View Drive Hudson, WI 54016 Prepared for: Derrick Building Solutions PO Box 445 1505 Hwy 65 New Richmond, WI 54017 Prepared by: Auth Consulting /Associates 2920 Enloe Street, Suite 101 Hudson, WI 54016 715- 381 -5277 715- 381 -5338 fax I hereby certify, that this plan, specification, or report was prepared by me or under my direct supervision and that I a . duly registered engineer under the laws of the State of Minnesota. V / 4./// Mathew D. Hieb Registration Number 26140 � r SUMMARY f• Overview The purpose of this report is to provide an analysis of the stormwater associated with a new building for TireProz Store in Oak Park Height, MN. Property Owner: Tire Proz Site Location: Oak Park Heights, Washington County, Minnesota Site Analysis • Soils Map Review- USDA soils mapping indicate that the property consists of type B soils. The map site consists of 858C Urban Land - Chetek Complex. Below is a description of the soil classification types. Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long - duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils , have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. • Ground cover /drainage basin- A site visit was utilized to determine site ground cover conditions. S &N Land Surveying completed a detailed topographic survey to establish the drainage patterns and drainage basins. oummary of Required Standards • City of Oak Park Heights follows Middle St. Croix Watershed District (listed below) o Middle St. Croix County Watershed District ■ • Rate Contol – pre vs post 2 (2.75 "), 10 (4.15 ") and 100 (5.9 ") year events • Volume Control • Retain first %2" of runoff from new impervious surfaces- only areas of mill /overlay would be considered existing, in this case the report assumes all impervious surfaces are new and calculates infiltration/filtration volume based on that assumption. • Retain first 'A" of runoff from compacted soils • MNDOT o Rate Control pre vs post 2, 10, 50, 100 • MPCA o Volume of of new impervious surface must be treated prior to discharge —the definition of new impervious for MPCA is additional impervious surfaces, which in this case is 0. Best Management Practice Selection • Rain gardens with grass swale pretreatment- if infiltration is less than Y2" per hour rain gardens will be converted to filtration ponds. See testing requirements listed in volume control section. Rate Control Volume Control Storm Event Predeveloped Postdeveloped (cfs) (cfs) 2 year 3.1 1.8 10 year 4.9 4.2 50 year 6.5 5.8 100 year 7.4 6.7 Volume Control Assume all impervious surfaces require volume control (for WMO requirements). Plans are designed to allow for a filtration system in the event that on -site infiltration testing is less than Y2" per hour. Testing will be completed at the beginning of the project and infiltration/filtration areas shall be protected from compaction if testing exceeds %2" per hour. Volume = `/2" *29,936 sf= 1,247 cf required for infiltration/filtration Storage Volume Rain Garden/Filtration Cell West = 940 cf /'N. Storage Volume Rain Garden/Filtration Cell Ease = 352 cf Total Available Volume = 1,292 cf II (4S ) 0 0 PREDEVELOPED AREA A AREA B AREA C 0 AN 7P 7 , 7/NFIL/FILT -- 8R JUNCTIION S ubcat Reach 'on. Drainage Diagram for tireproz site Prepared by {enter your company name here }, Printed 8/15/2011 Hydro 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC (4S PREDEVELOPED ARE A AREA B AREA C � D 6P 7P INF L /FILT INFIL /FILT 8R JUNCTIION Subcat Reach "on. Drainage Diagram for tireproz site Prepared by {enter your company name here), Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC tireproz site Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment- numbers) 0.321 55 Woods, Good, HSG B (1S, 2S, 3S) 0.656 61 >75% Grass cover, Good, HSG B (1S, 2S, 3S, 4S) 1.795 98 Paved parking, HSG B (1S, 2S, 3S, 4S) tireproz site Type 11 24-hr 2 yr Rainfall = 2.75" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1S: PREDEVELOPED Runoff = 3.10 cfs @ 12.06 hrs, Volume= 0.226 af, Depth= 1.95" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 yr Rainfall= 2.75" Area (sf) CN Description 45,787 98 Paved parking, HSG B 5,181 61 >75% Grass cover, Good, HSG B 9,422 55 Woods, Good, HSG B 60,390 88 Weighted Average 14,603 57 24.18% Pervious Area 45,787 98 75.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 90 0.0780 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 2.4 248 0.0260 1.71 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 14.6 338 Total Subcatchment 1S: PREDEVELOPED Hydrograph Runoff 3.10 cfs I e, 1 1 Type II 24 -hr 2 yr 1 Rainfall:- Runoff Area = 60,390 sf Runoff Volurne =0 af 2 J ! I Runoff Depth =1.95 ° Flow'Length =338' Tc =14.6 mein 1 -' CN =57/98 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 11 24-hr 2 yr Rainfall=2. 75" Prepared by {enter your company name here} Printed 8/16/2011 . HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2S: AREA B Runoff = 0.77 cfs @ 12.05 hrs, Volume= 0.056 af, Depth= 1.20" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 yr Rainfall= 2.75" Area (sf) CN Description 10,227 98 Paved parking, HSG B 11,426 61 >75% Grass cover, Good, HSG B 2,712 55 Woods, Good, HSG B 24,365 76 Weighted Average 14,138 60 58.03% Pervious Area 10,227 98 41.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 41 0.0370 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 1.6 34 0.2410 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 2.5 158 0.0050 1.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps --- 12.9 233 Total Subcatchment 2S: AREA B Hydrograph -- - 1-- 1 -- -1 - -I- -- 0.857" ' 1 ■ ■ - 1 � 1 1 I 1. L- Runoff 0.8� I I I 1 I 0.77 cfs 1 1 1 ■ 1 I ■ I 1 I I ■ 0.75 ' i ' `t 11 -r r 2 y r _ 0.7-- __L_J__J__1__L J J 1 L L J 1 LRainfall-2.75" 1 I I 0.65- 1 ■ I 1 1 1 1 Runoff Area = 24,365 sf - 1 7 r 1 T r r 0 - - -1 - - - - - , - - - -- - - � - - F - Runoff Volume =0:456 of h O S - J 1 1 L L 11 -a 045: 1 � 1 1 R unoff Depth= 1.20 o a 4 _ _ -1 1 ngth =23-3' 1 4 I - flaw -Le LL J 7 -r r r -I 035- 1 1 0.3_ , ∎- : : 1 c =12.9 rn1n _ I I 1 ' ! 1 0.25 1 CN =60/98 0.2 0.15 I I 1 I 1 1 ■ 1 L J J - J J 1 L , , 1 L L 1 1 L I I 1 I I 1 I I I I 1 1 1 1 1 1 I 0 I I / - - 1 I I I I 1 I 1 1 1 I 1 1 1 0.05: 1 ' 1 1 1 1 1 1 1 . 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 11 24-hr 2 yr Rainfall= 2.75" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 3S: AREA C [49] Hint: Tc <2dt may require smaller dt Runoff = 1.08 cfs @ 11.95 hrs, Volume= 0.059 af, Depth= 1.79" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 yr Rainfall= 2.75" Area (sf) CN Description 11,809 98 Paved parking, HSG B 3,641 61 >75% Grass cover, Good, HSG B 1,869 55 Woods, Good, HSG B 17,319 86 Weighted Average 5,510 59 31.81% Pervious Area 11,809 98 68.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: AREA C Hydrograph ® Runoff 1.08 cfs I' TypeII24 -hr Rainfall= 2.75" ' Runoff Area = 17,319 sf Runoff Volume= .... 0.059 af Runoff ,Depth =1.79" ° Tc =5.0 LL ' CN=59/98 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 11 24-hr 2 yr Rainfall= 2. 75" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 4S: AREA A Runoff = 0.84 cfs @ 12.01 hrs, Volume= 0.054 af, Depth= 1 52" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 yr Rainfall= 2.75" Area (sf) CN Description 10,382 98 Paved parking, HSG B 8,328 61 >75% Grass cover, Good, HSG B 18,710 82 Weighted Average 8,328 61 44.51% Pervious Area 10,382 98 55.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4S: AREA A Hydrograph J L J L L J J 1 L I J 1 ? I I p R noff o.s 1 0 cfs I I I 0.85 'Typo 11-2 2 _ y;r „ 0.8f' _ 0.75i' ■ RainfallAt2.75 P- - 07 , I I I I I 1 0.65 ' ? r r r Ruf ' if 0.6. - .55 7 r r r a 0:05 - -t noff ,Hp1r� of 0 y r r + r + u 0 . 5 ' ' --- - - - - -� H - -H -- -- r--- i-- - - -H - Ru noff IDe.pth-- 1 -.52__ _ 33 0.45 ' ' _ -1-- -1- -: -- -- '----- -'-- -'- -; -- "T6= 1 - rnit - � I LL 0.4' J 1 L L J 1 L L J J L am-Y J J L L J 1 L L 0.3i- ' J __ L L L L _.. 0.25:x' , , 0.2i' SO 0.15_ i . r r 1 0.1 i 1 - r n r r r ..._..T 0.05 J7,, ��Z � �� /ir 0 2 4 6 8 10 1 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 11 24-hr 2 yr Rainfall = 2.75" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 7 Summary for Reach 8R: JUNCTIION [40] Hint: Not Described (Outflow= Inflow) Inflow Area = 1.386 ac, 53.68% Impervious, Inflow Depth = 1.19" for 2 yr event Inflow = 1.84 cfs @ 11.98 hrs, Volume= 0.137 of Outflow = 1.84 cfs @ 11.98 hrs, Volume= 0.137 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Reach 8R: JUNCTIION Hydrograph _. 1 I ' 1 • Inflow .Outflow 2 1.84 cfs Inflow Area =1.386 ac II I fp 0 ■ — v 1 1 g 1 -' 1 , LL 1 I F 1 I t I i I 1 i t , , 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 4, Time (hours) tireproz site Type 1124 -hr 2 yr Rainfall= 2.75" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 8 Summary for Pond 6P: INFIL /FILT 0 INFILTRATION RATE ASSUMED, ACTUAL WILL BE DETERMINED BY TESTING Inflow Area = 0.559 ac, 41.97% Impervious, Inflow Depth = 1.20" for 2 yr event Inflow = 0.77 cfs @ 12.05 hrs, Volume= 0.056 af Outflow = 0.59 cfs @ 12.15 hrs, Volume= 0.032 af, Atten= 23 %, Lag= 6.1 min Primary = 0.59 cfs @ 12.15 hrs, Volume= 0.032 af Routing by Stor -Ind method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Peak Elev= 909.39' @ 12.15 hrs Surf.Area= 855 sf Storage= 1,119 cf Plug -Flow detention time= 240.7 min calculated for 0.032 af (57% of inflow) Center -of -Mass det. time= 115.3 min ( 900.3 - 785.0 ) Volume Invert Avail.Storage Storage Description #1 907.30' 2,019 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc. Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic - feet) 907.30 214 0 0 910.30 1,132 2,019 2,019 - Device Routing Invert Outlet Devices #1 Primary 907.30' 12.0" Round Culvert L= 50.0' RCP, groove end w /headwall, Ke= 0.200 Outlet Invert= 906.30' S= 0.0200 '! Cc= 0.900 n= 0.013 #2 Device 1 909.30' 24.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Primary 909.80' 5.0' long (Profile 1) Broad - Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max =0.58 cfs @ 12.15 hrs HW= 909.39' (Free Discharge) 1 Culvert (Passes 0.58 cfs of 5.48 cfs potential flow) 2= Orifice /Grate (Weir Controls 0.58 cfs @ 1.00 fps) 3= Broad - Crested Rectangular Weir ( Controls 0.00 cfs) . . tireproz site Type 11 24-hr 2 yr Rainfall=2.75" ,-, Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 9 Pond 6P: INFIL/FILT Hydrograph , ' - - - - 't - - - I - 1 - - ■ - - - - -'- - 1 - - ; - 7 Z lLIJLii_LL1 L i • Inflow 0.857" :- / - - - - - j - - ,,, $„ ■ Primary 0.8" ' / /1 1111 , ■ . InflointArea-0.559 ac 0.75-? / 1 , 1 -I- T - - r - - I r - - 1 1 _ _ - r i- ,i 1 _ Peak Elev- 39• • ,__ _ .4. 0.65, / - , _ _ _ 1 0 59 cfs 1 ' , , -1 - - '1- Storage=1 119 cf -- , 0.55 ' , • i 1 . 1 i 1 1 i 1 ‘ 1 i 1 . „ i 1 1 i 1 1 4 ri 1 r i 1 - 7 , 7 r :2. 0.45 .-- / 1 , 1 1 1 1 1 g 0.4.? ,, , , , , , , , u_ 4 1 I 4 1 1 1 0.35-? I J L _ L _ _ J 1 L 1 1 L 1 L 0.3- / 1 I 1 I 1 I I I 1 : 0.25 -.---:-"' , • ' i 1 1 1 1 1 i 7 r 1 1 1 0.2 '_-' 1 i 1 1 1 1 1 1 1 / r r r - 1 0.15-? / 1 1 -: r I r r f , - , 0.1 .,'"" 0.05 --=' 0 - AbillIm•■•■.---- 7 7 77 77 ,:17 0246 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 z1-: A.... Time (hours) tireproz site Type 11 24-hr 2 yr Rainfall=2. 75" Prepared by {enter your company name here} Printed 8/16/2011 1 HydroCADO 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 10 Summary for Pond 7P: INFIL /FILT 0 INFILTRATION RATE ASSUMED, ACTUAL WILL BE DETERMINED BY TESTING Inflow Area = 0.398 ac, 68.19% Impervious, Inflow Depth = 1.79" for 2 yr event Inflow = 1.08 cfs @ 11.95 hrs, Volume= 0.059 of Outflow = 1.04 cfs @ 11.97 hrs, Volume= 0.051 af, Atten= 3 %, Lag= 1.0 min Primary = 1.04 cfs @ 11.97 hrs, Volume= 0.051 af Routing by Stor -Ind method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Peak Elev= 909.24' @ 11.97 hrs Surf.Area= 596 sf Storage= 457 cf Plug -Flow detention time= 120.7 min calculated for 0.051 af (85% of inflow) Center -of -Mass det. time= 51.8 min ( 814.6 - 762.8 ) Volume Invert Avail.Storage Storage Description #1 908.00' 1,018 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 908.00 143 0 0 910.00 875 1,018 1,018 Device Routing Invert Outlet Devices #1 Primary 908.00' 12.0" Round Culvert L= 100.0' RCP, groove end w /headwall, Ke= 0.200 Outlet Invert= 907.50' S= 0.0050 '1' Cc= 0.900 n= 0.013 #2 Device 1 909.10' 24.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Primary 909.75' 5.0' long (Profile 1) Broad - Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max =1.01 cfs @ 11.97 hrs HW= 909.23' (Free Discharge) 1= Culvert (Passes 1.01 cfs of 2.83 cfs potential flow) 2= Orifice /Grate (Weir Controls 1.01 cfs @ 1.20 fps) 3= Broad - Crested Rectangular Weir( Controls 0.00 cfs) tireproz site Type 11 24-hr 2 yr Rainfall = 2.75" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 11 Pond 7P: INFIL /FILT Hydrograph 1 III 1 1 11 1 • Inflow 1 1.08 CfS � � � ', '� � ■ Primary ; 1.04 cfs Inflow Area =0.398 ac Peak alev= 909.24' Storage =457 cf I : v 0 Y 1 LL 1 1 I I I I I i i 1 I ; I I / /_ Yj// T/ / /// / / / ////// % ////// // /f// / /l// 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 11 24-hr 10 yr Rainfall = 4.15" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 1S: PREDEVELOPED Runoff = 4.91 cfs @ 12.06 hrs, Volume= 0.362 af, Depth= 3.13" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 yr Rainfall=4.15" Area (sf) CN Description 45,787 98 Paved parking, HSG B 5,181 61 >75% Grass cover, Good, HSG B 9,422 55 Woods, Good, HSG B 60,390 88 Weighted Average 14,603 57 24.18% Pervious Area 45,787 98 75.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 90 0.0780 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 2.4 248 0.0260 1.71 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 14.6 338 Total Subcatchment 1S: PREDEVELOPED Hydrograph 4.91 cfs E I • Runoff 51 ' Type II 24 -hr 10 yr Rainfall =4.15" 4- - Runoff Area= 60,390 sf Runoff Volume =0.362 af 5. 3- Runoff Depth =3.13" LL Flow Length =338 2-- 1 Tc =14.6 min CN =57/98 0 - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) ■ tireproz site Type 1124 -hr 10 yr Rainfall= 4.15" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 2S: AREA B Runoff = 1.41 cfs @ 12.05 hrs, Volume= 0.099 af, Depth= 2.13" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 yr Rainfall= 4.15" Area (sf) CN Description 10,227 98 Paved parking, HSG B 11,426 61 >75% Grass cover, Good, HSG B 2,712 55 Woods, Good, HSG B 24,365 76 Weighted Average 14,138 60 58.03% Pervious Area 10,227 98 41.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 41 0.0370 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 1.6 34 0.2410 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 2.5 158 0.0050 1.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 12.9 233 Total Subcatchment 2S: AREA B Hydrograph 1.41 cfs I I Runoff Type II24- hr10yr Rainfall- Runoff Area= 24,365 sf Runoff Volume =0.099 af Runoff Depth =2.13" Flow Length =233' LL - Tc =12. min CN =60/98 I I I I I I I I 1 E I 1 I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 11 24-hr 10 yr Rainfall = 4.15" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 3S: AREA C [49] Hint: Tc <2dt may require smaller dt Runoff = 1.77 cfs @ 11.95 hrs, Volume= 0.097 af, Depth= 2.92" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 yr Rainfall= 4.15" Area (sf) CN Description 11,809 98 Paved parking, HSG B 3,641 61 >75% Grass cover, Good, HSG B 1,869 55 Woods, Good, HSG B 17,319 86 Weighted Average 5,510 59 31.81% Pervious Area 11,809 98 68.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: AREA C Hydrograph ® Runoff 1.77 cfs Type!! 24-h r 10 yr Rainfall =4.15 Runoff Area =17 sf Runoff Volume= 0.097 af Runoff 2.92 I Tc =5.0 min CN =59/98 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type II 24 -hr 10 yr Rainfall = 4.15" Prepared by {enter your company name here) Printed 8/16/2011 HydroCAD© 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 4S: AREA A Runoff = 1.44 cfs @ 12.01 hrs, Volume= 0.092 af, Depth= 2.57" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 yr Rainfall= 4.15" Area (sf) CN Description 10,382 98 Paved parking, HSG B 8,328 61 >75% Grass cover, Good, HSG B 18,710 82 Weighted Average 8,328 61 44.51% Pervious Area 10,382 98 55.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4S: AREA A Hydrograph 1.44 cfs o Runoff O Type III 24-hr 10 yr Rainfall= 4.15" I Runoff Area = 18,710 sf 1-' Runoff Volume =0.092 of Runoff Depth= 2.57" Tc =10.0 min I I I I CN =61/98 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type II 24 -hr 10 yr Rainfall= 4.15" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Paae 16 Summary for Reach 8R: JUNCTIION [40] Hint: Not Described (Outflow = Inflow) Inflow Area = 1.386 ac, 53.68% Impervious, Inflow Depth = 2.21" for 10 yr event Inflow = 4.21 cfs @ 12.00 hrs, Volume= 0.255 af Outflow = 4.21 cfs @ 12.00 hrs, Volume= 0.255 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Reach 8R: JUNCTIION Hydrograph I I 1 1 , ■nflo 4 71 r•f • Outflow 1 4.21 cfs r Inflow ,Area= 1.386 ac 4 3- N i li 2 i 1 0 ■ 0 0 2 4 6 8 1 0 1 2 14 1 2 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type II 24 -hr 10 yr Rainfall= 4.15" _ Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 17 Summary for Pond 6P: INFIL /FILT 0 INFILTRATION RATE ASSUMED, ACTUAL WILL BE DETERMINED BY TESTING Inflow Area = 0.559 ac, 41.97% Impervious, Inflow Depth = 2.13" for 10 yr event Inflow = 1.41 cfs @ 12.05 hrs, Volume= 0.099 af Outflow = 1.39 cfs @ 12.07 hrs, Volume= 0.075 af, Atten= 2 %, Lag= 1.2 min Primary = 1.39 cfs @ 12.07 hrs, Volume= 0.075 af Routing by Stor -Ind method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Peak Elev= 909.47' @ 12.07 hrs Surf.Area= 877 sf Storage= 1,181 cf Plug -Flow detention time= 169.2 min calculated for 0.075 af (76% of inflow) Center -of -Mass det. time= 72.0 min ( 857.8 - 785.8 ) Volume Invert Avail.Storage Storage Description #1 907.30' 2,019 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 907.30 214 0 0 910.30 1,132 2,019 2,019 Device Routing Invert Outlet Devices #1 Primary 907.30' 12.0" Round Culvert L= 50.0' RCP, groove end w /headwall, Ke= 0.200 Outlet Invert= 906.30' S= 0.0200 '/' Cc= 0.900 n= 0.013 #2 Device 1 909.30' 24.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Primary 909.80' 5.0' long (Profile 1) Broad - Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max =1.36 cfs @ 12.07 hrs HW= 909.46' (Free Discharge) Culvert (Passes 1.36 cfs of 5.57 cfs potential flow) 2= Orifice /Grate (Weir Controls 1.36 cfs @ 1.32 fps) 3= Broad - Crested Rectangular Weir( Controls 0.00 cfs) tireproz site Type Il 24 -hr 10 yr Rainfall= 4.15" Prepared by {enter your company name here} Printed 8/16/2011 _ HydroCAD© 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Pace 18 Pond 6P: INFIL /FILT Hydrograph , ■Inflow 1.41 cfs _■ Primary 1 1.39 cfs r Inflow Area =0.559 ac Peak Elev= 909.47' Storage =1,481 e# 1 N V " LL j r,? i /i�/, �'/y/// //, r .,i�%7'/ // //% 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type II 24 -hr 10 yr Rainfall= 4.15" _, Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 19 Summary for Pond 7P: INFIL /FILT 0 INFILTRATION RATE ASSUMED, ACTUAL WILL BE DETERMINED BY TESTING Inflow Area = 0.398 ac, 68.19% Impervious, Inflow Depth = 2.92" for 10 yr event Inflow = 1.77 cfs @ 11.95 hrs, Volume= 0.097 af Outflow = 1.71 cfs @ 11.97 hrs, Volume= 0.088 af, Atten= 3 %, Lag= 0.8 min Primary = 1.71 cfs @ 11.97 hrs, Volume= 0.088 af Routing by Stor -Ind method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Peak Elev= 909.29' @ 11.97 hrs Surf.Area= 615 sf Storage= 490 cf Plug -Flow detention time= 89.7 min calculated for 0.088 af (91% of inflow) Center -of -Mass det. time= 41.0 min ( 799.8 - 758.7 ) Volume Invert Avail.Storage Storage Description #1 908.00' 1,018 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 908.00 143 0 0 910.00 875 1,018 1,018 Device Routing Invert Outlet Devices #1 Primary 908.00' 12.0" Round Culvert L= 100.0' RCP, groove end w /headwall, Ke= 0.200 Outlet Invert= 907.50' S= 0.0050 '/' Cc= 0.900 n= 0.013 #2 Device 1 909.10' 24.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Primary 909.75' 5.0' long (Profile 1) Broad - Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max =1.66 cfs @ 11.97 hrs HW= 909.29' (Free Discharge) Culvert (Passes 1.66 cfs of 2.87 cfs potential flow) 2= Orifice /Grate (Weir Controls 1.66 cfs @ 1.41 fps) 3= Broad - Crested Rectangular Weir( Controls 0.00 cfs) tireproz site Type II 24 -hr 10 yr Rainfall = 4.15" Prepared by {enter your company name here} Printed 8/16/2011 _ HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 20 Pond 7P: INFIL /FILT Hydrograph 1.77 cfs • Inflow ■ Primary 1.71 cfs I Inflow Area= 0. ac Peak Elev= 909.29' Storage =490 cf 1 9 0 -- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type II 24 -hr 50 yr Rainfall = 5.30" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 1S: PREDEVELOPED Runoff = 6.51 cfs @ 12.06 hrs, Volume= 0.479 af, Depth= 4.15" Runoff by SCS TR -20 method, UH =SCS, Split Pervious/lmperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 50 yr Rainfall = 5.30" Area (sf) CN Description 45,787 98 Paved parking, HSG B 5,181 61 >75% Grass cover, Good, HSG B 9,422 55 Woods, Good, HSG B 60,390 88 Weighted Average 14,603 57 24.18% Pervious Area 45,787 98 75.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 90 0.0780 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 2.4 248 0.0260 1.71 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 14.6 338 Total Subcatchment 1S: PREDEVELOPED Hydrograph _ L__ 1_ ____ 1 1 L L 1 I • Runoff '- 1 6.51 cfs type - u-- 24sh- r'a0-y'r 1 Rainfal1= 5.30" 6- y Runoff Afea =60,390 - SU Runoff; Volume= 0.479 af - Runoff DepthT4.15 ' Fow =38' Tc =14.6 min CN= 57/98 _ 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type II 24 -hr 50 yr Rainfall = 5.30" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 2S: AREA B Runoff = 2.03 cfs @ 12.05 hrs, Volume= 0.139 af, Depth= 2.98" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 50 yr Rainfall = 5.30" Area (sf) CN Description 10,227 98 Paved parking, HSG B 11,426 61 >75% Grass cover, Good, HSG B 2,712 55 Woods, Good, HSG B 24,365 76 Weighted Average 14,138 60 58.03% Pervious Area 10,227 98 41.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 41 0.0370 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 1.6 34 0.2410 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 2.5 158 0.0050 1.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 12.9 233 Total Subcatchment 2S: AREA B Hydrograph Z I • Runoff 2.03 cfs I_ 2— Type II 24 -hr 50 yr I • Rainfall =5.30" Runoff Area= 24 sf Runoff Volume =0.139 of I Runoff Depth=- 3 ' LL 1 J Flow Length =233' Tc =12.9 min CN =60/98 I - � I 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 1124 -hr 50 yr Rainfall = 5.30" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 3S: AREA C [49] Hint: Tc <2dt may require smaller dt Runoff = 2.37 cfs @ 11.95 hrs, Volume= 0.129 af, Depth= 3.90" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 50 yr Rainfall = 5.30" Area (sf) CN Description 11,809 98 Paved parking, HSG B 3,641 61 >75% Grass cover, Good, HSG B 1,869 55 Woods, Good, HSG B 17,319 86 Weighted Average 5,510 59 31.81% Pervious Area 11,809 98 68.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: AREA C Hydrograph Runoff 2.37 cfs Type II 24 -hr, 50 yr RairrfaU- 5:30" 2 J j Runoff Area = 17,319 sf Runoff Volume =0.129 of I Runoff Depth-3.90 a I I o Tc =5.0 min 1- CN ;5 I I I I I 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) • tireproz site Type II 24 -hr 50 yr Rainfall = 5.30" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 4S: AREA A Runoff = 1.99 cfs @ 12.01 hrs, Volume= 0.125 af, Depth= 3.50" Runoff by SCS TR -20 method, UH =SCS, Split Pervious/lmperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 50 yr Rainfall = 5.30" Area (sf) CN Description 10,382 98 Paved parking, HSG B 8,328 61 >75% Grass cover, Good, HSG B 18,710 82 Weighted Average 8,328 61 44.51% Pervious Area 10,382 98 55.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4S: AREA A Hydrograph I 1 1 1 , ❑Runoff 1.99 cfs 1' i T r r 'r r r r 2-- Type II /4-hr; 50 yr Rainfall =5. Runoff Area = 1;8,710 sf Runoff Volume = 0.125 af I , I Runoff DepthT3.50" J J J 1 1 L L J L L I LL 1 I Tc =10:0 rniti CMV = 61/98 i0 . I , I® 4 / I L 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type II 24 -hr 50 yr Rainfall = 5.30" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 25 Summary for Reach 8R: JUNCTIION [40] Hint: Not Described (Outflow = Inflow) Inflow Area = 1.386 ac, 53.68% Impervious, Inflow Depth = 3.12 for 50 yr event Inflow = 5.83 cfs @ 12.00 hrs, Volume= 0.361 af Outflow = 5.83 cfs @ 12.00 hrs, Volume= 0.361 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Reach 8R: JUNCTIION Hydrograph 1 I I I L flw 1 g r r T r I ®Outflow 6- 5.83 cfs Inflow'Area =1.'386 ac 5-' - I I J L 1 L L I_ J 1 L 1 L I I 4- 1 N - I I I 1 I „� ... - I 1 I 1 1 I 3 3 . 0 � . I 1 1 r r r r r / 2— ■ I 1 1-- o ' , . ■ I 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type II 24 -hr 50 yr Rainfall = 5.30" Prepared by {enter your company name here} Printed 8/16/2011 _ HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 26 Summary for Pond 6P: INFIL /FILT 0 INFILTRATION RATE ASSUMED, ACTUAL WILL BE DETERMINED BY TESTING Inflow Area = 0.559 ac, 41.97% Impervious, Inflow Depth = 2.98" for 50 yr event Inflow = 2.03 cfs @ 12.05 hrs, Volume= 0.139 af Outflow = 2.00 cfs @ 12.06 hrs, Volume= 0.115 af, Atten= 2 %, Lag= 1.0 min Primary = 2.00 cfs @ 12.06 hrs, Volume= 0.115 af Routing by Stor -Ind method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Peak Elev= 909.51' @ 12.06 hrs Surf.Area= 891 sf Storage= 1,221 cf Plug -Flow detention time= 137.9 min calculated for 0.115 af (83% of inflow) Center -of -Mass det. time= 58.8 min ( 844.1 - 785.3 ) Volume Invert Avail.Storage Storage Description #1 907.30' 2,019 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 907.30 214 0 0 910.30 1,132 2,019 2,019 Device Routing Invert Outlet Devices #1 Primary 907.30' 12.0" Round Culvert L= 50.0' RCP, groove end w /headwall, Ke= 0.200 Outlet Invert= 906.30' S= 0.0200 '/' Cc= 0.900 n= 0.013 #2 Device 1 909.30' 24.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Primary 909.80' 5.0' long (Profile 1) Broad - Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max =1.96 cfs @ 12.06 hrs HW= 909.51' (Free Discharge) Culvert (Passes 1.96 cfs of 5.63 cfs potential flow) 2= Orifice /Grate (Weir Controls 1.96 cfs @ 1.49 fps) 3= Broad - Crested Rectangular Weir( Controls 0.00 cfs) tireproz site Type II 24 -hr 50 yr Rainfall = 5.30" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 27 Pond 6P: INFIL /FILT Hydrograph I I ! I I I / I I I I I I I I I I I I I II Inflow 2.03 cfs i L 1 • Primary 2.00 cfs I Inflow Area =0.559 ac 2- 'Peak EIev= 909.51 Storage =1 , 221 cf I I I N I I Q - T r r r r r r r r 1 LL 1J , � I _ 0 - I. I 0 — 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 4r Time (hours) tireproz site Type II 24-hr 50 yr Rainfall= 5.30" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 28 Summary for Pond 7P: INFIL /FILT 0 INFILTRATION RATE ASSUMED, ACTUAL WILL BE DETERMINED BY TESTING Inflow Area = 0.398 ac, 68.19% Impervious, Inflow Depth = 3.90" for 50 yr event Inflow = 2.37 cfs @ 11.95 hrs, Volume= 0.129 af Outflow = 2.30 cfs @ 11.97 hrs, Volume= 0.121 af, Atten= 3 %, Lag= 0.8 min Primary = 2.30 cfs @ 11.97 hrs, Volume= 0.121 af Routing by Stor -Ind method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Peak Elev= 909.33' @ 11.97 hrs Surf.Area= 631 sf Storage= 516 cf Plug -Flow detention time= 73.4 min calculated for 0.120 af (93% of inflow) Center -of -Mass det. time= 34.6 min ( 791.4 - 756.7 ) Volume Invert Avail.Storage Storage Description #1 908.00' 1,018 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 908.00 143 0 0 910.00 875 1,018 1,018 Device Routing Invert Outlet Devices #1 Primary 908.00' 12.0" Round Culvert L= 100.0' RCP, groove end w /headwall, Ke= 0.200 Outlet Invert= 907.50' S= 0.0050 '/' Cc= 0.900 n= 0.013 #2 Device 1 909.10' 24.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Primary 909.75' 5.0' long (Profile 1) Broad - Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max =2.24 cfs @ 11.97 hrs HW= 909.33' (Free Discharge) Culvert (Passes 2.24 cfs of 2.81 cfs potential flow) 2= Orifice /Grate (Weir Controls 2.24 cfs @ 1.56 fps) 3= Broad - Crested Rectangular Weir ( Controls 0.00 cfs) tireproz site Type II 24 -hr 50 yr Rainfall= 5.30" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD© 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 29 Pond 7P: INFIL /FILT Hydrograph / I I I I / I I I , 1 I I ■ Inflow 2.37 CfS Primary 2.30 cfs I nflow Area= 0.1398 ac Peak Erev= 909.33' 2— Storage =516 cf to . t 3 LPL I 1- I _ iit I I 0 // i/ 1f%////// i///// 1?// // / ///// / / / /// /// ////////T// /// 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 1124 -hr 100 yr Rainfall = 5.90" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Paae 30 Summary for Subcatchment 1S: PREDEVELOPED Runoff = 7.35 cfs @ 12.06 hrs, Volume= 0.541 af, Depth= 4.68" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 yr Rainfall= 5.90" Area (sf) CN Description 45,787 98 Paved parking, HSG B 5,181 61 >75% Grass cover, Good, HSG B 9,422 55 Woods, Good, HSG B 60,390 88 Weighted Average 14,603 57 24.18% Pervious Area 45,787 98 75.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 90 0.0780 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 2.4 248 0.0260 1.71 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 14.6 338 Total Subcatchment 1S: PREDEVELOPED Hydrograph a Runoff 7.35 cfs Type 1124-hr yr _ 1 - - - - - - - - - -- Rainall 5. " - Runoff Area= 60,390 sf 5� Irt Runoff Volume =0.541 af 3 4 J Runoff-Depth =4.68 o Flow Len th =338 ' - J I Tc- min CN-_ 57/98 2� 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type II 24-hr 100 yr Rainfall = 5.90" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 2S: AREA B Runoff = 2.37 cfs @ 12.05 hrs, Volume= 0.161 af, Depth= 3.45" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 yr Rainfall = 5.90" Area (sf) CN Description 10,227 98 Paved parking, HSG B 11,426 61 >75% Grass cover, Good, HSG B 2,712 55 Woods, Good, HSG B 24,365 76 Weighted Average 14,138 60 58.03% Pervious Area 10,227 98 41.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 41 0.0370 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 1.6 34 0.2410 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 2.5 158 0.0050 1.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 12.9 233 Total Subcatchment 2S: AREA B Hydrograph 0 Ru noff 2.37 cfs Type I I 24-hr 100 yr RainfaII 5:9fl " -- 2 Runoff Area =24, Of Runoff VQlume =0.1 61 af Runoff'Depth =3.145 "' 0 Flow''Length= 233' Tc =12.9 rnih C N 60/90 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type ll 24 -hr 100 yr Rainfall = 5.90" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment 3S: AREA C [49] Hint: Tc <2dt may require smaller dt Runoff = 2.69 cfs @ 11.95 hrs, Volume= 0.147 af, Depth= 4.43" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 yr Rainfall = 5.90" Area (sf) CN Description 11,809 98 Paved parking, HSG B 3,641 61 >75% Grass cover, Good, HSG B 1,869 55 Woods, Good, HSG B 17,319 86 Weighted Average 5,510 59 31.81% Pervious Area 11,809 98 68.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: AREA C Hydrograph 3 Runoff 2.69 cfs Type II 24 -hr 100 yr Rainfall =5.90 Runoff Area =17 sf 2 Runoff Volume =0.147 of Runoff Depth =4.43 LL Tc =5.0 min - - ; - CN =59/9 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type ll 24 -hr 100 yr Rainfall = 5.90" _ Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 4S: AREA A Runoff = 2.28 cfs @ 12.01 hrs, Volume= 0.143 af, Depth= 4.00" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 yr Rainfall = 5.90" Area (sf) CN Description 10,382 98 Paved parking, HSG B 8,328 61 >75% Grass cover, Good, HSG B 18,710 82 Weighted Average 8,328 61 44.51% Pervious Area 10,382 98 55.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4S: AREA A Hydrograph / I off ' ❑un R — - I 2.28 cfs ( I Type If 24 -hr 100 y;r J 1 1 L J L L I 2 Rainfall = 5.90' I I Runoff Area= 18,710 sf Runoff Vplume .... 0.143 of Runoff Depth = 4.00' LL 0 Tc =1Qi0_ lio 1 CN= 61/98 10 , 10 , 1 0 -- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 1124 -hr 100 yr Rainfall = 5.90" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 34 Summary for Reach 8R: JUNCTIION [40] Hint: Not Described (Outflow= Inflow) Inflow Area = 1.386 ac, 53.68% Impervious, Inflow Depth = 3.62 for 100 yr event Inflow = 6.71 cfs @ 12.00 hrs, Volume= 0.418 af Outflow = 6.71 cfs @ 12.00 hrs, Volume= 0.418 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Reach 8R: JUNCTIION Hydrograph I I 1 I I 1 1 1 I i ■ I 1 1 1 1 I I 1 1 1 I I I J_ 1 /� L L L J 1 L J L L L 1 _ ■Inflow 1 rl 71 I I 1 I I I 6.71 cfs I 1 ■O utflow I I I I I I 1 'J / J__, _ _ L _ L i InfIowiArea =113$6 AC I 1 I I I 1 1 1 1 I I 1 1 1 6 � I I I 1 1 1 1 1 ■ 1 I I J__ L J L J 1 L J 1 L L I I 6— i 1 1 I I 1 1 1 1 I I 1 1 1 1 I L J 1 L J 1 L 1) _ 1 I 1 I 1 1 0 4 —' I 11 I k I I 1 1 I i— 3 : - - - - _1 __ 1 -_ L- _ 1 L J L L J 1 L J .1. L 0 _ I 1 I I I I I I LL _ I I F 0 I I I I 1 I I I 3 f ( 1 I 1 1 _ I ( I I I I I J L E _ 1 L L L J 1 L J 1 L L I I I I I I 1 I 1 I I I I I I I 1 I 1 I I 2 — I I I • 1 1 _ I I, 1 I I I I I I I I .. ._ _ _ __ __.�__ __ _ _.. 1 L _ i1 j _ I L. -! 1 J - -1 _ _ L_ __ _ J__1__4.__L _ I 1/ I I 1 1 I I I I I I 1 f ( I I 1 I I I - I I 1— 1 I I I I I I I I 1 I I I I I I I o - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 11 24-hr 100 yr Rainfall = 5.90" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 35 Summary for Pond 6P: INFIL /FILT 0 INFILTRATION RATE ASSUMED, ACTUAL WILL BE DETERMINED BY TESTING Inflow Area = 0.559 ac, 41.97% Impervious, Inflow Depth = 3.45" for 100 yr event Inflow = 2.37 cfs @ 12.05 hrs, Volume= 0.161 af Outflow = 2.33 cfs @ 12.06 hrs, Volume= 0.137 af, Atten= 1%, Lag= 1.0 min Primary = 2.33 cfs @ 12.06 hrs, Volume= 0.137 af Routing by Stor -Ind method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Peak Elev= 909.53' @ 12.06 hrs Surf.Area= 898 sf Storage= 1,242 cf Plug -Flow detention time= 125.4 min calculated for 0.137 af (85% of inflow) Center -of -Mass det. time= 54.2 min ( 839.1 - 784.9 ) Volume Invert Avail.Storage Storage Description #1 907.30' 2,019 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 907.30 214 0 0 910.30 1,132 2,019 2,019 Device Routing Invert Outlet Devices #1 Primary 907.30' 12.0" Round Culvert L= 50.0' RCP, groove end w /headwall, Ke= 0.200 Outlet Invert= 906.30' S= 0.0200 '1' Cc= 0.900 n= 0.013 #2 Device 1 909.30' 24.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Primary 909.80' 5.0' long (Profile 1) Broad - Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max =2.29 cfs @ 12.06 hrs HW= 909.53' (Free Discharge) 1 Culvert (Passes 2.29 cfs of 5.66 cfs potential flow) 2= Orifice /Grate (Weir Controls 2.29 cfs @ 1.57 fps) 3= Broad - Crested Rectangular Weir ( Controls 0.00 cfs) tireproz site Type 11 24-hr 100 yr Rainfall = 5.90" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 36 Pond 6P: INFIL /FILT Hydrograph / 1 2.37 cfs III Inflow ■ Primary 2.33 cfs ( Inflow Area= 0.559 ac Peak EIev =909.53' Storage-=1,242 cf u 1 '01 lO 0 2 4 6 8 10 12 14 16 16 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 11 24-hr 100 yr Rainfall = 5.90" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD© 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 37 Summary for Pond 7P: INFIL /FILT 0 INFILTRATION RATE ASSUMED, ACTUAL WILL BE DETERMINED BY TESTING Inflow Area = 0.398 ac, 68.19% Impervious, Inflow Depth = 4.43" for 100 yr event Inflow = 2.69 cfs @ 11.95 hrs, Volume= 0.147 af Outflow = 2.62 cfs @ 11.96 hrs, Volume= 0.138 af, Atten= 3 %, Lag= 0.7 min Primary = 2.62 cfs @ 11.96 hrs, Volume= 0.138 of Routing by Stor -Ind method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Peak Elev= 909.35' @ 11.97 hrs Surf.Area= 638 sf Storage= 529 cf Plug -Flow detention time= 66.8 min calculated for 0.138 af (94% of inflow) Center -of -Mass det. time= 32.0 min ( 787.9 - 755.9 ) Volume Invert Avail.Storage Storage Description #1 908.00' 1,018 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 908.00 143 0 0 910.00 875 1,018 1,018 Device Routing Invert Outlet Devices #1 Primary 908.00' 12.0" Round Culvert L= 100.0' RCP, groove end w /headwall, Ke= 0.200 Outlet Invert= 907.50' S= 0.0050 '/' Cc= 0.900 n= 0.013 #2 Device 1 909.10' 24.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Primary 909.75' 5.0' long (Profile 1) Broad - Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max =2.55 cfs @ 11.96 hrs HW= 909.35' (Free Discharge) Culvert (Passes 2.55 cfs of 2.79 cfs potential flow) 2= Orifice /Grate (Weir Controls 2.55 cfs @ 1.63 fps) 3= Broad - Crested Rectangular Weir( Controls 0.00 cfs) tireproz site Type 11 24-hr 100 yr Rainfall = 5.90" Prepared by {enter your company name here} Printed 8/16/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 38 Pond 7P: INFIL /FILT Hydrograph 1 i I 1 I I I 1 s 1 1 ■ i 1 1 1 1 1 1 • Inflow I 3 2.69 CIS i i i i i i ® Primary 1 2.62 cfs I Inflow 'Area =O. . Peak EIev= 909.35 __L _ 1 1 L 1 i. Storage =529 cf 2 1 N S 1 O LL _ r -- r F: --- r-- r 7--r-- r- --- r r -- -- r - - r --- -- 1� ` • ' F 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) /"` tireproz site Type 11 24-hr 10 yr Rainfall= 4.15" Prepared by {enter your company name here} Printed 8/15/2011 HydroCAD© 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: PREDEVELOPED Runoff = 4.91 cfs @ 12.06 hrs, Volume= 0.362 af, Depth= 3.13" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 yr Rainfall= 4.15" Area (sf) CN Description 45,787 98 Paved parking, HSG B 5,181 61 >75% Grass cover, Good, HSG B 9,422 55 Woods, Good, HSG B 60,390 88 Weighted Average 14,603 57 24.18% Pervious Area 45,787 98 75.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 90 0.0780 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 2.4 248 0.0260 1.71 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 14.6 338 Total Subcatchment 1S: PREDEVELOPED Hydrograph . c fl Runoff 4 } cfs J J _ _ 1 _ _ L _ L _ -. _ _! _. - J 5J Type II 24 -hr 10 yr Rainfall= 4.15' 4 " Runoff Area = 60,390 sf Runoff Volume =0.362 af w 3- Runoff Depth =3.13" Flow Length =338' 2-- Tc =14.6 min CN =57/98 r r r r 1 1 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 11 24-hr 10 yr Rainfall = 4.15" Prepared by {enter your company name here} Printed 8/15/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Paae 3 Summary for Subcatchment 2S: AREA B Runoff = 1.41 cfs @ 12.05 hrs, Volume= 0.099 af, Depth= 2.13" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 yr Rainfall= 4.15" Area (sf) CN Description 10,227 98 Paved parking, HSG B 11,426 61 >75% Grass cover, Good, HSG B 2,712 55 Woods, Good, HSG B 24,365 76 Weighted Average 14,138 60 58.03% Pervious Area 10,227 98 41.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.8 41 0.0370 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.80" 1.6 34 0.2410 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 2.5 158 0.0050 1.06 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 12.9 233 Total Subcatchment 2S: AREA B Hydrograph ® Runoff 1.41 cfs Type II 24 -hr 10 yr Rainfall =4.15" Runoff Area = 24,365 sf 1 Runoff Volume- ... 0.099 af Runoff Depth =2.13" Flow Length =233' Tc =12.9 ruin CN =60/98 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 11 24-hr 10 yr Rainfall = 4.15" Prepared by {enter your company name here} Printed 8/15/2011 HydroCAD© 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 3S: AREA C Runoff = 1.77 cfs @ 11.95 hrs, Volume= 0.097 af, Depth= 2.92" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type 11 24 -hr 10 yr Rainfall= 4.15" Area (sf) CN Description 11,809 98 Paved parking, HSG B 3,641 61 >75% Grass cover, Good, HSG B 1,869 55 Woods, Good, HSG B 17,319 86 Weighted Average 5,510 59 31.81% Pervious Area 11,809 98 68.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: AREA C Hydrograph ® Runoff 1.77 cfs s. Type ,1124-hr 10 yr Rainfall =4.15 Runoff Area =17,319 sf Runoff Volume =0.097 af 1 : Runoff Depth Tc =5.0 min CN =59/9$ f 1 1 1 1 I 1 1 1 11. I I 1 1 1 I I I : 1 1 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 11 24 -hr 10 yr Rainfall = 4.15" Prepared by {enter your company name here} Printed 8/15/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Pace 5 Summary for Subcatchment 4S: AREA A Runoff = 1.44 cfs @ 12.01 hrs, Volume= 0.092 af, Depth= 2.57" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 yr Rainfall =4.15" Area (sf) CN Description 10,382 98 Paved parking, HSG B 8,328 61 >75% Grass cover, Good, HSG B 18,710 82 Weighted Average 8,328 61 44.51% Pervious Area 10,382 98 55.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment 4S: AREA A Hydrograph O Runoff 1.44 cfs — Ty pe ;I 124 -h r 10 y; r Rainfall= 4.15" Ruhoff Area = 18,710 sf Runoff Volume =0.092 af Runoff ,Depth= 2.57" LL 'Tc 1 0.0 ih CN =61/9$ i 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 11 24-hr 10 yr Rainfall = 4.15" Prepared by {enter your company name here} Printed 8/15/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 6 Summary for Reach 8R: JUNCTIION Inflow Area = 0.957 ac, 52.86% Impervious, Inflow Depth = 2.05" for 10 yr event Inflow = 2.80 cfs @ 11.99 hrs, Volume= 0.163 af Outflow = 2.80 cfs @ 11.99 hrs, Volume= 0.163 af, Atten= 0 %, Lag= 0.0 min Routing by Stor- Ind +Trans method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Reach 8R: JUNCTIION Hydrograph I I i 1 I i I 1 I I I IN Inflow I Rn rf� I ® Outflow` 3 — 7 i I I 2 .so cfs Inflow Area= O.957 1 1 1 1 f 1 1 I _ L I i 1 1 ._ 1 _ _', 2- F. _ I J I 3 1 I g 1 LL - a' 1 1 1 1 1 J' 1 I , � 1 1 1. 1 I ! 1 , 1 t o 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 Time (hours) tireproz site Type 11 24-hr 10 yr Rainfall= 4.15" Prepared by {enter your company name here} Printed 8/15/2011 _ HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 7 Summary for Pond 6P: INFIL /FILT 0 INFILTRATION RATE ASSUMED, ACTUAL WILL BE DETERMINED BY TESTING Inflow Area = 0.559 ac, 41.97% Impervious, Inflow Depth = 2.13" for 10 yr event Inflow = 1.41 cfs @ 12.05 hrs, Volume= 0.099 af Outflow = 1.40 cfs @ 12.06 hrs, Volume= 0.075 af, Atten= 1%, Lag= 0.9 min Primary = 1.40 cfs @ 12.06 hrs, Volume= 0.075 af Routing by Stor -Ind method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Peak Elev= 909.43' @ 12.06 hrs Surf.Area= 865 sf Storage= 1,147 cf Plug -Flow detention time= 167.8 min calculated for 0.075 af (76% of inflow) Center -of -Mass det. time= 71.1 min ( 856.9 - 785.8 ) Volume Invert Avail.Storage Storage Description #1 907.30' 2,019 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 907.30 214 0 0 910.30 1,132 2,019 2,019 Device Routing Invert Outlet Devices #1 Primary 907.30' 12.0" Round Culvert L= 50.0' RCP, groove end w /headwall, Ke= 0.200 Outlet Invert= 906.30' S= 0.0200 '/' Cc= 0.900 n= 0.013 #2 Device 1 909.30' 36.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Primary 909.80' 5.0' long (Profile 1) Broad - Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max =1.37 cfs @ 12.06 hrs HW= 909.43' (Free Discharge) Culvert (Passes 1.37 cfs of 5.52 cfs potential flow) 2= Orifice /Grate (Weir Controls 1.37 cfs @ 1.16 fps) 3= Broad - Crested Rectangular Weir( Controls 0.00 cfs) tireproz site Type 11 24-hr 10 yr Rainfall = 4.15" Prepared by {enter your company name here} Printed 8/15/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 8 Pond 6P: INFIL /FILT Hydrograph 1 1.41 Cf�+ � � ® Pitmary 1 1.40 cfs � I ; ; Inflow Area =0.'559 'a c n Peak EIev= 909.43' Sfora a =1 '�47 1 _ 9 - y c# 1- 3 c 0 LL 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 '� Time (hours) tireproz site Type 11 24-hr 10 yr Rainfall = 4.15" Prepared by {enter your company name here} Printed 8/15/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 9 Summary for Pond 7P: INFIL /FILT 0 INFILTRATION RATE ASSUMED, ACTUAL WILL BE DETERMINED BY TESTING Inflow Area = 0.398 ac, 68.19% Impervious, Inflow Depth = 2.92" for 10 yr event Inflow = 1.77 cfs @ 11.95 hrs, Volume= 0.097 af Outflow = 1.73 cfs @ 11.96 hrs, Volume= 0.088 af, Atten= 2 %, Lag= 0.6 min Primary = 1.73 cfs @ 11.96 hrs, Volume= 0.088 af Routing by Stor -Ind method, Time Span= 0.00 -48.00 hrs, dt= 0.05 hrs Peak Elev= 909.25' @ 11.96 hrs Surf.Area= 599 sf Storage= 463 cf Plug -Flow detention time= 89.4 min calculated for 0.088 af (91% of inflow) Center -of -Mass det. time= 40.4 min ( 799.1 - 758.7 ) Volume Invert Avail.Storage Storage Description #1 908.00' 1,018 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 908.00 143 0 0 910.00 875 1,018 1,018 Device Routing Invert Outlet Devices #1 Primary 908.00' 12.0" Round Culvert L= 100.0' RCP, groove end w /headwall, Ke= 0.200 Outlet Invert= 907.50' S= 0.0050 '1' Cc= 0.900 n= 0.013 #2 Device 1 909.10' 36.0" Horiz. Orifice /Grate C= 0.600 Limited to weir flow at low heads #3 Primary 909.75' 5.0' long (Profile 1) Broad - Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max =1.68 cfs @ 11.96 hrs HW= 909.24' (Free Discharge) 1 Culvert (Passes 1.68 cfs of 2.84 cfs potential flow) 2= Orifice /Grate (Weir Controls 1.68 cfs @ 1.24 fps) 3= Broad - Crested Rectangular Weir( Controls 0.00 cfs) tireproz site Type 11 24-hr 10 yr Rainfall = 4.15" ,_ Prepared by {enter your company name here} Printed 8/15/2011 HydroCAD® 9.00 s/n 04612 © 2009 HydroCAD Software Solutions LLC Page 10 Pond 7P: INFIL /FILT Hydrograph i , I I • Inflow 1.77 cfs J; [3 Primary 1.73 cfs Inflow Area =0 398'ac Peak FIev= 909.25' Storage =463 cf _ J__ L_ L L 1 L J L 1 L L N � / I I v r I 1 , 0 LL I . ter 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 ----- Time (hours) NI I J I 1 x 47 I N /o \ \ \� \' \ � \ l / / l/ 1 . / / / / / / J / I q1 _... ---(r H / / / / / / / I / / / / f ( �� , r � / / 1I / j / / I i / j /I l\ Ii \ D \- — r � � —. 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' my \ /a I 7 ■ I I I II I I I I 1 • O Ji .v C< Z Z ••• ♦••••••••••••• I I I 0 1 1 / 0 ♦ %� K. :: is "i m 'n 'n §:i *ii iiiii• / 1 t 11 1 1 1 I I I 1 i!i!i! %ve i!i!i! • i!i!i!i!i!i!i! %i!i i!i!i! %i! / I 1 I I \ 1 I► \ 4141110 1 , / = 1 v 1 l 111111111. / / ` / / \ vill 1 1 // I / / I 1 11 \ \\ \ 1 - __ T / I 1 /l/l)\ 1 1 ,- -- / 1 4-, 1 I I 1 / 1 1 1 1 1 / 1 1 / � 1 o / 111/( 1 1 1 1 1 /`J 1 1 I / / / 11 I 1 I 1 1 1 11 / / 1 \ 1 / _I I / / 1 I 1 �� /r 1111 I I I I 1 / / I I 1 / I I I I 1 1 1 // 1 ( \1 ) I l I 1111 / � I / I i l® R I! 4 ( - - J X PROJECT: DRAM 1 Br: MPH OOBPOBI® Waal O11N.E 51' , k TIRE PROZ ?.411 CHECKED BY: uer $: lei's m 3 woomoele, TI 51751 him. VI 5016 .119 DATE: 08/16/ 11 hl 715 -T32 -6166 Tel 715- 561 -5277 OAK PARK HEIGHTS. MN 7.N, 715 - 232-6492 Fax 715 - 561 -5551 oP DWG FILE: neollaalbeesealllageom SW.00AalheomulBee.com 1 REF FRE: PREDEVELOPED AREAS Auth• Conn /associates S &N Land Surveying JOB NUMBER: REVISION DESCRIPnaN:, NAME: DATE: ) ) , . 1 __ ,. . ( e ..... ,..„ . N o -pD t 1 ; 11 4 1111 �Q�I.Z7 N II •• /OIL 11 I • [ _,.. Oo F WD 4 h — � n1 ' (Doom co , p w o ow> Qo D _._, - -- i r . _._ a If PRDJECT: CORPORATE OM WM OM kill( DRAWN BV: MDH TIRE P R O Z 406 e hoolop Drive Eeet � Street CHECKED BY: 5 : 110 7 : 5-232-6492 omonie Tl 5{751 S uiteun, TI 54016 � DATE: 08/16/11 712 -eim Tel 715-581-527/ OAK PARK HEIGHTS, MN 71- on � h 715- 581-5558 ` DWG FILE: meohuWrnn.ulU eom ud,onleuthmneulD mm REF FILE: POST DEVELOPED AREAS Auth• Consulting /associates S &N Land Surveying JOB NUMBER REVISOR DESCRIPT DN: NAPE: DATE Iiir tEF �h'I5 r s `, r COMPL Irk ....... .,. , 1111,- , 0 SERta m n al ' . ' .' ' ' ' ' I ..„ 1 ' ' E L' Alg 11 IVY i �. '.. ' ' '''' „ 4 ' t ! ik.--4 1 '71li i I , a 1 .. 1 t ... , ... ., I , , 1 1 1 l'• q- 1 • . ,, , .t . . a i 1 a ,., ., ,1 : i , , , .._ . i _:„.,,,....,...,;-:, ..:‘,-.4.41, -..„. .,,,.., ....,,,..,. ,.... t.,.. . : . .. , . ... ... . .....0.0000timiliiri - t s ) ) t7 444: , i'irro Irott,v . Igiow . i ts , ,,. , ' Ail. j . AUTO Pc V� E 1 TtS -1111,. s , I 1, , I i S �.. M A 08/11 /2010 PROP NEIN FACILITY FOR: IA TIRE PROZ 4 NHEEL EArERT5 U w r. A M5H IN6 TO N WMTY, Q p o -- -------- J m' r f CMAC lW01WAON BUIWIW IW-~OnON WCAmON I • BUILDING OCCUPANCY, 5-1 'MODERATE HAZARD' REPAIR GARAGE AO. 1 TITLE SHEET ; TIRE PROZ d WHEEL EXPERTS W r N A1.1 LANDaGAPE PLAN 14661 60TH. 5T. N. coNSrPolcrloN TYPE: TUB' MET AL FRAME U�ROTEGTED) 5TILLWATER, MN 55082 BUILDING AREA: bA00 S.F. z C1.0 EXISTING 517E CONDITIONS/DEMO PLAN PHONE: 651.430.00gq 1 eLOCA110N n C2.0 SITE PLAN FIRE PROTECTION: NONE' C3.0 GRADING PLAN T TO j C4.0 EROSION CONTROL PLAN DERRICK COMMERCIAL CONTRACTING PRE - ENGINEERED METAL ElUILDIN6 BY DUTLER MANUF. v m C5.0 UTILITY PLAN V P.O. BOX 445 a, WALL INSULATION: 2' DUTLER'TEXTUREWALL' PANEL (R -16) C6.0 51TE DETAILS ?� NEW RICHMOND, WI 54011 b. ROOF INSULATION; 10'(R- SIMPLE SAVER C7.0 SITE DETAILS PHONE: 115.246.2320 - FAX:115.246.4g48 c. FDN. INSULATION: 2' (R - IO) RIGID INSULATION C8.0 51TE DETAILS SWPPP STORM WATER POLLUTION PREVENTION PLAN RIVER VALLEY ARCHITECT5, iw,. A2.1 FLOOR PLAN, MEZZANINE PLAN, WALL TYPES E6016 852nd AVENUE 4"130 A3.1 AGGE5515ILITY PLAN, DETAILS COLFAX, WI 5 PHONE: 115.104W571 415 A4.1 DOOR d ROOM FIN15H SCHEDULES, DETAILS, WALL TYPES A5.1 REFLECTED CEILING PLAN, MEZZANINE FLOOR FRAMING �i A6.1 EXTERIOR BUILDING ELEVATIONS AUTH CON5ULTING A550CIATE5 2 ENLOE 5T. A7.1 BUILDING SECTIONS HU05ON, WI 54016 SO.1 STRUCTURAL NOTES PHONE: 115.381.5211 - FAX: "115.381.5338 6ERM& NOM 51.1 FOUNDATION PLAN, DETAILS 5 O AEC THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL EXISTING • THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING LL CONDITIONS INCLUDING LOCATIONS OF EXISTING UTILITIES AND EASEMENTS. EXPANSON/CONTROL JOINTS IN ALL MATERIALS, 5Y5TEM5 AND BUILDING N 5655 M055 HILL ROAD CONF IGURATIONS INCLUDING CAULKING AS REQUIRED. JOINTS SHALL BE E1.1 LIGHTING PLAN BLACK RIVER FALL5, WI 54615 ALL WORK SHALL BE IN COMPLIANCE WITH LOCAL, STATE AND NATIONAL PLACED NO MORE THAN 15' O.G. BOTH DIRECTIONS IN CONCRETE %AD5, 20' TO v PHONE: 115.533.02°14 CODES FOR RESPECTIVE TRADES. 25' O.C. FOR MASONRY WALLS AND 20' TO 50' 04. BOTH DIRECTIONS FOR GYPSUM BOARD WALLS, 5OFFITS, CEILINGS, ETC. J • DO NOT SCALE DRAWINGS. Z w i THERE Is 50K OVERLAP BEWEN ARCHITECTURAL. AND STRUCTURAL PLANS. • THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, • REVIEW COMPLETE PLANS FOR ARCHITECTI.Ilt STRUCTURAL WORK. Lu N ;vuo • PROVIDE ILLUMINATED EXIT LIGHTS AT ALL EXTERIOR DOORS PER PLAN. Q z QN • PROVIDE FIRE EXTINN15FERS AT THE LOCATIONS SHONFN ON THE PLANS. u u o • EXIT DOORS SHALL HAVE SUCH FASTENING OR HARDWARE THAT THEY CAN BE OPENED FROM THE INSIDE BY TURNING A SINGLE LEVER N511 A CL05ED FI5T) WITHOUT THE LYE OF A KEY. DATE, 12 AUS. 9 • PROVIDE ACCESS FOR THE 1215ASLED IN AGGORDANCE NTH THE AMERICANS MUSED, WITH DIWILITIES ACT. IGC/ANSI AII9.I- 2003. } • PROVIDE A DESIGNATED SPACE ADJACENT TO THE BUILDING FOR THE SEPARATION, TEMPORARY STORAGE AND COLLECTION OF RECYCLABLE MATERIALS. RECEIVED A UG 16 2011 r ro • DRANN55 AND SPECIFICATIONS ARE TO BE CONSIDERED AS SUPPLEMENTING � A O. 1 EACH OTHER. WORK SPECIFIED, BUT NOT WMN OR SHOWN, BUT NOT SPECIFIED J j J SHALL BE PERFORMED AS THO" MENTIONED IN BOTH SPECIFICATIONS AND onNw sr, DRANUNGS. m Lae NO. n-on SOUTH FRONTAGE ROOAD 9_4 . - -- ---- - - - - -- __ ----- RAIN GARDEN PJMIN65 B STONE � � E .[�a ..rr�� i ( -RAIN- n' LANOS MALN OVER E p W R e - . • " 1 1 LAHD5LAPE FABRIC 1, F F CAI DEN VINYL LANDE,LAPE I + ED&IN5(TYPI D 0 PLANTING SCHEDULE !. \ W • * i E OUAMTY LABEL COMMON NAME DESCRIPTION 54ZE j r %L G XX g II Q HETZ MIDSET ARBCRVITAE Cup ow011111 UW C S 10 QB SOLDMOM SPIREA splr d x bxrdd°'g°Idro. r S — 2 Z HOLM5TRR ARBORVITAE N„p ki"a!ia'p_ S 0 B o 23 QD 601.Da1 .lAPPlESE BARBERRY berberro tlubugx 'area' x5 IB QE CR"50, PYGMY BARDERRY —I, —ell '°tr°prpr°° N—' s5 IL qA ry ^y 2 FQ SPRiNS go- _W emr' 15' BB w rT'j g p F N A 6 Q6 Mmm BLAZE MARE pl tk n dr, 'aRVm bl—' 25' Be N STONE MACH OVER 5 BLACK HILLS 5°R1KE pv,. sla— demata bkek Mils' 92' BEI OV w W u: ° 6 A LA's APE FABRIL PROPOSED - -- B UILDING °INYL LAN05(,APE ��{ EDSINS(TYP) — R AIN 6 D DEN TOL ERANT P_ N7 ^ 1 RAID RAIN SADDER RAN TIN55 W 3 -- ; GARD>r W EXISTING PAVEMENT W °Q Z W O N ° IL J F } IRE W WI } IN TRASH z S I o W PFW BALK atWFI S REMOVE DEAD GROWTH ° Q INSTALL TREES s SHRUBS PLUMB v EXISTING ° "- NZ U= " 5' DEEP MACH / PROFESSIONAL PVC LAWN EDSINb OR 5' DEEP MA.GH _ .... TREES O PLANTING BED EOAAL WITH STEEL ANCHYRIN55 P,ANT1146 BED .. STAKES 5' LONS (MIN) DRIVEN M . - -_. _ _... _. PROVIDE FAERIL ED6INS. FROJIDE (4) STAKES PER 20' PROVIDE FPEWC WEED BARRIER OF LENGTH YEEP BARRIER ... DATE, NK. 12, 2011 `Y REVISED, POLL BALK TOP US OF BURLA rK ROLL BALK TOP ON ROOT BALL 1/5 1/5 OF MAP 15ACKFILL PLANTINS HOLE WITH - ON ROOT BALL , PLAMIN6 SOIL MIXTURE, COMPACT SOIL BELOW ROOT BALL ' NOR-F11 � T NO. 2 PLANT I NCS n1 = TAIL W 1 , r1 LANZ7SC Af-r= PLAN AI.I 1"220'-0" 0 1 'W I Jj - j�JJ i Al. 1 NO SCALE ��— AI.I , . DRAre+BY� S � ,nB ro. II -02l Fil ' r G • 5/B' 6YP. BD. __ • 8' SPLIT FALE GML. W/ NORIZ. LADDER 9 5R STL. 5TA5 o 16' O.G. v°°^ REUEORLINY> EVERY 2ND. GCIWE (FILL 3 I/2' SOUND 119AATION w C.ORE5 W/ FOAM INSULATION) REINF. At • 5/6' 6YP. ED. F VERT. -55. 32' OL. (20 6A %n62 -53' STUDS AT BEARING, L0tiATI0t5) EXTEND PARTITION WALL TO UNDERSIDE OF DECK LME55 NOTED OTIE.RN5E '6"' " TERIOR WALL TYPE UNLESS RYII INDICATED OTNE5E A TYPICAL. INTERIOR PARTITION WALL EE E I F I .. I .• •. I .• •. � R �• 5TORAGE X? ' Iw o v mS 9 516' 6YP. ED. • B' 59JT FADE CMU. A/ WRIZ. LADDER b' 5%. 5TUD5 6 16' O.G. REINFORVN5 EVERY 2ND. CO.RK(FILL 6' Sato I NSLlAT10 _ _______________________________ ________________ . �Y55®OAM 0 N51LATIONI REUF. W/ (206A LIINERP 3 AT BEAAIt15LaAT1015) 2 E F �_._.___. _..___._____.__ C __________ • 1 I/2' EXTRUDED POLY5TYRENE 1N W -ATION • b MIL. POLY V8. • SN' bYP. t3D. O 4 EXTEND P NUNDERSIDE WALL i0 UNDE OF ( > r B DELN E 55 K U 5 NOTED OT ERWISE 202 Q X L 4 202 I �w LL OFFICE 2oI i Om - m E ( TIrE MEZZ Dif cIbION _ � I � w� - -- LOCATION N B 4 5 6 Av _.. -.... .._. S/8'6YP. BD. nv Ya.mt y R. O A' 8' 16' : 6 55�KI016'OL. NOR'rri s i mr= Ill PLAN • 2' R5A. EXTERIOR'TEXTUREYW -L' MTL. YOU PANEL • `..JB' 6YR BD. • N!ETAL BUILDING, WN.L 61RT5 (20 6A. %2516235' STUDS AT BEARIN9 LOCATI05) \ \/ • 5/0' 6YP. ED. p . -5 . EXTEND PARTITION WALL TO UNDERSIDE OF DELK I.N.E55 NOTED OPER NNE PRE•EN6INEERED METAL BUILDING, WAIL G G _ OO B L A90JE i01A 101 m 6 E VEST. _ DIr�HS!oN mDlreNs B o v - - - -- -- - - -- - CATION -- - - - -- N LocnnoN Locnna+ - _� Io1B G ABOVE - m c '•0' T'•10' 12' -b' 12' -b' 12' -b' 12' -6' 12' -6' 15' -11' 10' -4' E • 5 BAY 57L. 591X5 5 16' O.G. OB 08 O 08 0 • 516' 6YP BD 1 • 2' I.. EXTERIOR'TEXTUREWALL' ML. WALL PANEL • MEfAL BUILDPY WN-L 6IRT5 • PRE- FINIBIED M. LINER PANEL ABOVE I I I 1 ' 102 I I I t I I I I I I I I I I I I I _____________. ______ I_____________I __ ._____________I _ PRE-ENGINEERED PETAL BUILDING WALL D INTERIOR PARTITION MALL H '' SHOW ROOM ______. _________ _I ________ _I �L o o I }- I o; - - H i l l J 1 V w 1 , YiO I GARAGE I z x w s PLAN LEGEND I 105 I LU 1 _ - a - - - -- -- - - ---- - -------------------------------- O � o -- - ` INDICATED DOOR NM3ER I j 104 �` I 2 s 101 (5EE 5K. A3.1 FOR DETAILS) O ,, , F PART ^'. Q IY I �' � R01cnTES WALL TYPE I OFGE - -I _� rTi� (`.GSM. A2.11 O INDICATE5 KNDOW TYPE (5EE WED. FOR DETAILS) (� I i 103 I DAIE� AUS. 12, 2011 FEXO INDICATES FIR'c EMINSUISFER I 1 TOI I �ASBD• Ir ' OI i I 'I INpICATE5ILLUMiNAIEp EXIT LI6HP I � N I iF O R' -6' 12B' -0' SHEET W. I 2 r A2.1 NOR—rx -! s i =LOOK PLAN O 4' 8' 6' DRAM BY. A2.2 1/8" = I' -O" NO JOB NO. 1021 GENERAL NOTES: ENTIRE WLDINS SHALL COMPL WITH THE ANSI A111.1 2000 ADDITION ACCESSIBILITY LODE: { {{ (a1 FOWYARD REACH LIMIT FIXTURES IWCH HAVE CLEAR FLOOR 5PALE5 REdNRW SHALL ACT INDEPEkDENII-Y AND HOT 010.6 REGURED CLEAR MIN FLOOR SPACES OF OTHER FIXTURES. b i I U l CLEAR FLOOR SPACE MAY EXTEND UNDER LAVATORY M' MAX I _ ___ PROVIDE BARRIER -FR 6NA6 PeB1. EE 51E AT ALL IL S O2 F551 TOILET ROOM i I ACCBLE FACILITIES ARE REQURED TO BE IDENTIFIED AND MST USE INTERNATIONAL SYI�ED' OF ACLF551BILITY. SHOW ROOM ��® � • I : FIRE EXNN9U15+ffR5 AND CABINETS SHALL BE MOUNTED 56' FROM FINISH FLOOR TO CENTER OF �M WA45 HER OR CABINET, AND 4' -0' MAX TO TOP OF low EXTINSUi5HER HANDLE. DRINKING FCUNTNNS ° HAVE A CLEAR FLOOR SPACE OF BO' X 48'. 1 DRI i Q THE THE FI S ED FOUNTAINS FLOOR FLOUR SHALL BE F TO ONSTRU IN A CHAIR, ISHALL MOUNTED N THAT THE SPOUT W69 W69 IS NOT MORE THAN %` ABOVE L ______________J I FINIStED THE DRIKKINS IIRS FOUNTAIN LONSTRKTICN AND ND DI DIFETYXON55HALL LL BE � IN IN CONFORMANCE WIiN THE ADA WAR � ® T FORD APPROACH PROVIDE SOLID 2X10 HOOD BLOCKINS FOR ALL BRAD BARS, TOILET PARTITIONS, URINAL SCREENS, TOILET ACCESSORIES, VANITY TOPS, COAT RACKS, CABINETS, � i"°^• z }� L ETC- ACCESSIBLE SIGNAGE: r --- - - -- - 1 5-V2' g INTERIOR 516NASE 51 Wl AND BE LOCATED ADJACEM TO POOR ON THE LATCH 51DE A 5HALL BE MOUNTED AT A FEISHT OF 60' FROM THE FINISH FLOOR TO CENTER r -}—k- 0' 70' 20' 25' OF 516X. GARAGE M MAX LETTERS AND N11'EERS ON 5" 5HN1 BE UPPERCASE AID RA15E0 157' MIN. CHARACTERS OR 5YM18CX.5 SHALL AT LEAST 5/8' Xi6H, BUT NO HI61ER THAM12 B MIN 6 MAX V INDENTED CHARACTERS OR SYMBOLS SHALL HAVE A STROKE WIDTH OF AT LEAST 1/4' SYM BO' 5 OR PICTOSRAPHS OH 51S1G SHALL BE RAISED OR INDENTED j EGAPMENT PERMITTED IN SHADED AREA ` ` U92' MIN. ',—J 105 I i I i SPOUT HEIGHT AND LFJ T HAVE A CLEAR FLOOR SPACE OF W X 48' i KNEE CLEARANCE $ FLUSH CONTROLS MUST BE HAND OPERATED OR AUTOMATIC, AND Mfii BE M?11RTED 44' MAX ABOVE THE FLOOR TO CENTER OF CONTROL. I L -------- J � LAVA70RE5: I _______ PARALLEL APPROACH O O LAVATORIES SHALL HAVE A CLEAR FLOOR SPACE OF 50' X 48', AND A L EM OF 29' MIN TO TIE BOTTOM OF THE FIXTURE SKIRT W. THEY SHALL uW� O HAVE A CLEAR VEISM OF 34' MAX. TO THE RIM OF THE FIXTURE, AND A CLEAR EAK DEPTH OF II' MN. UNDER THE FIXTURE EXCLUSIVE OF THE HE BOW. AM Wf51E PIPES. WATER COOLERS THE WATER CONTROL VALVES MST HAVE LEVER HANDLES. (a) FORWARD REACH LIMIT (b) FORKARD REACH LIMIT INSULATE ALL HOT AND COLD MATER SUPPLY AND DRAIN PIPES. NOTE: CLEAR KNEE SPACE SHOULD BE AS DEEP A5 THE REACH DISTANCE TOILETS. PARTS v XX (30'X48' CLEAR FLOOR SPACE REOJIRED) E LL TOILET SEAM SHALL BE IT' • 14' ABOVE FIKS'ED FLOOR, THE CENTER OF THE TOILET SHALL BE IW OFF THE SIDE WALL. 104 ' S E 8' �� BAR ID' MAX. 24' MAX LAR SPACE IN FROM OF TOILET M OF THE ET SHALL HAVE MINIMUM CLEAR IN PROVIDE VIDE 6 I SIDE E RIDE. IF THE DOOR SYL'H55 OJT, PROVIDE 48' - - - -- - JI_ IB' C ED TOILET I A IN V4 LET 00 AND f 71E DOOR StiX6'v 66' ' MINIMUM CLEAR SPACE IN FRONT OF THE TOILET BON.. THE D OOR 5 51RALL OFFI IY E Bb' MN b' a 54M 426W BAR HAVE A CLEAR UOBSTRCT OFENINS WIDTH OF 37' CLEAR ® _ 17' 47 MN — NON- ACLE551BLE TOILET STALLS SHALL BE MIHMJM Of 36' AND HAVE A MNU9.M OF 24' FROM THE FRONT OF THE BOW- TO THE FRONT OF THE TOILET STALL, l ORAB BARS: x uTw .2 `� bRAB BAR5 MUST BE MOUNTED ON ONE 5IDE AND REAR WALL AND MST BE 1 1/2' IN DIAMETER WITH 1 1/2' CLEARANCE FROM WALL5. SUCH GRAB BARS 51 W.I. BE So Q � � C TOILET PARER x SECURELY FASTENED TO SUPPORT A LOAD OF 250 L65. MIN. AND HAVE A NET' -SLIP 51RFALE. D15LiaE1 S Y HORZONTAL GRAB BAR SHALL BE MOURNED SUCH THAT THE CENTER OF TIE BAR 15 M aNTED 53' .. B6' ABOVE FINi51ED FLOOR LL X 8 N THE 51DE WALL GRAB SHALL BE 42' LON5 AND START 12' OFF TTE BALK WALL. 103 THE BALK WALL 6RAB 5HALL BE W LOTUS MIN, AHD START W OFF THE 51PE WALL. Fit f HWu r REAR wAll "W SIDE WALL (4151DE REACH LIMIT (8) SIDE REACH LIMIT THE VERTICAL 6RA5 BAR SHALL BE INSTALLED 5' - 6' ABOVE THE HORIZONTAL GRAB BAR. IT 5HAU BE A M1KKH OF IB' LONS AND LOCATED 11' - 13' IN FROM T71E= T w S OF THE WATER LLOKT. 103 WATER CLOSETS REACH OIMEN51ON5 OVER AN OB5TRUCTION. TOILET ROOM ACCE55ORIE5: TOILET P.M SHALL BE MOUNTED SO THAT THE BOTTOM OF THE REFLECTIVE SURFACE 5 NO MORE THAN 40' A� THE FINISH fLOOR. NOT -- IWERE WALL- MOUNTED Tp'EL RACKS, DISFEMBERS, Yl45TE DISPOSAL CONTAINERS, OR SIMILAR APPLIANCES ARE PROVIDED, AT LEAST ON: OF EACH MST BE 0� MOUNTED 50 THAT WORKINS HEISHT 15 40' MAX . ABOVE THE FLOOR, AND SHALL BE FREE OF INTERFERENCE BY GRAB BARS OR OTHER APPL.IAWE5 OR FIXTURES. N 60' "1 TLRNNS CIRCLE TOILET PAPER 015 PEN° INS LED 54ALL BE ILED B T' - 9' IN FRONT OF THE WATER CLOSET. IT 58ALL BE MOUNTED SUCH THAT THE CUTLET 15 BETNEEN 15' AND 4B' WI ABOVE FIN5HED FLOOR TH A CLEARANCE OF Y MIN BELOW OR 12' MN ABOVE GRAB BAR CIYME TOR. COLNTER: IT MIN r --- - -- ' -- AT COJ'RTERS AT MICH 60OD5 OR SERVICES ARE SOLD OR DISTRIBUTED A PORTION OF THE MAIN COUNTER Y6'.iCH 15 A MNMM SHALL OF 9b' IN LENGTH S BE i PROVIDED WITH A MAXIMUM, HE16M 0 rCLEAR FLOOR SPACE oO / ROU E1ER -FREE L; O - I NOR-FlI S EENL.�.f�C� D PL 2' `' e' L- - IN 48' MHN 19 6' MAX TOE CLEARANCE L W MIN _ _ _ KNEE CLEARANCE Ir' MIN DEPTH (4I PARALLEL APPROACH (b) FORWARD APPROACH I® CLEAR FLOOR SPACE AT LAVATORIES LAVATORY CLEARANCES � LAVATORIES MINIMUM CLEAR FLOOR SPACE FOR WHEELCHAIRS. ® o o o a o 0 0 0 0 I i : I i i i I 14 6A. STL. S6N W PAINTED . LETTERING PER D.O.T. TRANS IRAN'S 200.7 REOJIREYSNIS o • _ i I . I I i PROVIDE V 07 I mn LESS NO OT I i SSNAGE UNLESS NOTED Oi1ERW15E SHOW ROOM I I o PAINTED STEEL SIGN POST ®® O LL STANDARD FIRE EXTINSUI514ER CONC. FTC. Q Z MOLNTPl5 HEIGHT I ,, (O GARAGE z o FIRE EXTINGUISHERS PARKING SIG N ® gmll , 11111111111111111WIIIIIIIIIIIIIIrll�llllllllllllllllllllllllllllllll�llllllllllllllllllllllllllllllll lll11111111111111111111111 I ° b J ®, _ - -- - ;----------- - - - - -- ----- ------------------- - - - - -- ----- - - - - -, p 106 __ 1 I �'a GG�5S 1 B 1 L 1 T`r ��TA 1 LS PARTS -------------- o Q3 A5.1 N.T.5. o OFF OE I owl " ill 1 DATE. IoT I ° N.6. Q, 7011 103 � ' OILE T� IIMIIIIIIIIIIIIiF � REVISED: 17B' -0' SHEET NO. 2 L 3 4 5 6 —1 A 3.1 NoI2TII S r31�a GG�SSl8ILITY PLAN O 4' 8' b' ORA tR BY. II rD A9.1 I /H" - 1' -O" `'l J08 MO. II -077 ROOM FIN15H SCHEDULE DOOR SCHEDULE HA4It=VApwdwRoLmas U NORTH WALL WEST WALL SOUTH WALL EAST WALL CEILING DE5CRIPTION DOOR FRAME NO. ROOM FLOOR BASE NOTES HDWR UL -LIST LOUVER NOTES 6RgA Mi 6ROLP �5 MATERIAL FINISH MATERIAL FINISH MATERIAL FINISH MATERIAL FINISH MATERIAL FINISH HT. NO WIDTH HEIGHT MATERIAL ELEV MATERIAL ELEV OFFSET PIVOTHINSE 15 PAIR BUTTS PER LEAF '1^/ 101 VEST. POLISH LONG. VINYL GYP. BD. PAINT GYP. BD. PAINT GYP. BD. PAINT GYP. 8D. PAINT SA.L.i. PRE - FINISH 8' -O' IOTA 3' -O' 7' PANIC BAR EXIT DEVICE LEVER LOCKSET ACTIVE LEAF -0' 1 ALUM 3 ALUM A FULL CLOSER ACTIVE LEAF 102 5HON ROOM POL15H COW- VINYL GYP. BD. PAINT GYP. BD. PAINT GYP. BD. PAINT 6YP, W. PAINT 5A.C.T. PRE- FIN15H 14' -O" 1015 3' -0' 7' -O' 2 ALUM 3 ALUM A CLOSER PY STOP KAU STOP EA. LEAF `fib' D FLUSH BOLT INACTIVE LEAF 103 TOILET POLISH LONG, b' VINYL GYP. BD. PAINT 6YP. BD. PAINT GYP. BD. PAINT 6YP. BD. PAINT 6YP. BD. PAINT V -0' 103 3' -0' T.O. 4 NO I H.M. L FOATHERSET EP ATRAWL 104 OFFICE POLISH LONG. VINYL GYP. BD. PAINT 6YP. BD. PAINT bYP. BD. PAINT GYP. BD. PAINT GYP. 80. PAINT 8' -0' 1 104 3' OVERHEAD DRIP FLASHINS THRESHOLD -0' T -0' 3 IND 2 HM G ZEATHER5ETA MEP 105 WORK POLISH GONG. VINYL GYP. BD. PAINT GYP. BD. PAINT GYP. BD. PAINT bYP, BD. PAINT SA.G.T. PRE - FINISH 3'-0' 105 4' 1' T -O' 2 ALUM 3 ALUM B OVERHEAD DRIP FL> vlNs 106 PARTS SEALER NONE STEEL PRE- FIN51H CHAIN LINK NONE CHAIN LINK NONE CHAIN LINK NONE EXPOSED NONE 8'•O' 10 3' -0' 7' -0' 4 Y`m L H.M. OFFSET OT H'N5E 6R 10'1 TOILET SEALER 6' VINYL 6YP. BD. PAINT GYP. BD. PAINT 6YP, 8D. PAINT 6YP. BD. PAINT 6YP. BD. PAINT 8' -O' IOBA 10' -0' 10' -0' 6 5% 4 - CLOSER YV STOP STANDARD W6. NARMARE E VARIES A 108 GARAGE SEALER NONE STEEL PRE - FINISH STEEL PRE - FINISH STEEL PRE - FINISH STEEL PRE - FINISH EXPOSED NE 1088 10' -O' 10' -0' 6 5TL 4 YEATNEFSE r*EEP AUTOMATIC OPBICR - - 201 TIRE MEZZ NONE NONE STEEL PRE - FINISH - - - - STEEL PRE - FINISH EXPOSED NONE VARIES 1086 10'-0 10' -0' 6 STL 4 - - 6RglP �5 6ROJP Rt IS PAIR kq 15 PAIR BM5 202 OFFIOE OARPET VINYL GYP. BD. PAINT 6YP. 50. PAINT 6YP. BD. PAINT 6YP. BD. PAINT 5A.C.T. PRE - FINISH -0' 1080 10' -0' 10 6 5% 4 - - LEVER OFFICE LOCK5ET LEVER PASSAGE SET (MIN) 106E 10' -0' 10' -0' b 5% 4 _ - WALL STOP MALL STOP 203 5TORA6E CARPET VINYL GYP. BD. PAINT 6YP. BD. PAINT 6YP, BD. PAINT 6YP. BD. PAINT 5A.C.T. PRE -F N 5H ( -0) MIN) IOBF 10'-0' 10' -0' 6 5% 4 - - &R OUP -4 p ( 15 PAIR DIM 1086 14' -0' 14' -0' 6 STL 6 - - LEVER PRIVACY LOCKSET IS PAIR BRTS u � LEVER S ST O V •Y ; IOBN 10' - 0' 12' - O' 6 55% 5 - - " I' BTU CLOSER STOP R L P 5 HM I HM G VCA R - *CEP LEGEND: 108K 3' - l'•O' b HM I HM G OVERHEAD GRIP FLASHING LT CERAMIC, TILE J CPT CARPET 202 3' - O' 7' - 0' 3 ND 2 HIM SHT. VINYL SHEET VINYL 203 3' -O' T -0' 'I ND 2 HM G V.G.T. VINYL COMPOSITION TILE ND HOOD 6YP. BD, 6YPJUM BOARD SALT SUSPENDED A406TIGAL GEILINS TILE ?� 5VOT SUPPENDEP VINYL FADE GYPSUM TILE _ 8 '^`fl0 ti o L IF 50ED. E.CH "D. SLNED. e? Q m b m b TEMP. tEw. 6LAZIN6 'c I D 6LAZIN6 AT ALL .y{ EXTERIOR APPLICATIONS ° TEMPERED 6LAZIN6 0 ALL NOB-ITE5 AND ALL a INS MMIN 24' OF FINI5N FLOOR AND AS REOD. BY 151 2406. A B C 0 z f=FZAME ELEVATIONS 0 z 4' b' IL Im J x � W w =� z 4 ) W j o IL d ? �Q Q SSA INS 3 - INSAATED 61AZIN6 AT ALL EXTERIOR APPLICATIONS - TEMPERED &L INS • ALL SIDELITES AND 7EHR. ALL 6LAZINS WITHIN 24' OF FINISH FLOOR 6LAZIN6 DATE' AUTO AS REOD. BY IBC 2406, AIRS. 12, 2011 Q TEMP. I6LAZI •AZ INCA. REVIEW, bLAZINb GLAZING NIIN ` Q BL -I BL -2 I 2 9 4 5 6 D E SLIDE -BY GLASS SNEET NO, =1 A4.1 (T)WIN70W ELEVATIONS ° 2 4 1 . � °. ' ' e' � DRAM ® � , s ]7008 ELEVATIONS A4.1 1/4" = I'_O" 1/4" 1' -O" A4.1 JOB Tn. II -077 BMER 'MR-24' STANDING SEAM METAL ROOF PANELS l' PRE FINISHED KTL. y b 9NLDINS TRIM PRE-FINISHED MI. GUTTER Ara (rrPJ MET Y TINGED MEAL WALL PANEL COLOR 02 (SMADED) R a a INTEGRALLY WLCZED SPLIT FACE C.M.U. COLOR .2( 0 3B -0' 44-0 44-0 0 I N O fV 511X,CO' FINISIED J METAL WALL PA€L COLOR �p�� q �1Y MST ELIEVATION O ® 4 6 b 6 �a a o ;AN FRE�FINI%ED MTL. N FRE°FIi51GD MPL. -- PRE-FI S TRIM BA4DPN5 TRIM 2 I/4 511K(A' fINYSFED - STUCCO' FIN:SFED 5N:L0' LL PANEL METAL WALL PALL - METAL WALL PANEL I METAL WN.L PANEL COLOR MI - COLOR .2 (SHAVED) COLOR .2 r5NA0ED1 6 Wliecl E tt-a - a p q q q p q p p r /1171 1,111 SIT 1 ILLY C01 - INTEGRALLY COLORED COLD FACE 1,111 . FACE COLOR .2 (SN4DED1 COLOR R s2 (SHAPED) k p p p q q r p p b' DIA PAINTED I I I I 5TL. PIPE BOLLARDS (TYP) I O M 4' 6' 16' O 4' 6' 16' 2 SOUTH ELEVATION �s�NORTH ELEVATION ® o I /b" =7_0 o mmmili ILL ®JTLER'TEXTLREWALL' METAL COLOR .WALL PALL PRE•FINISFED Mil. FABRIC AMNINS 4 ALUM. FRAME YV ( ( Y 1 ) ILL- W X DALD,N5 TRIM I' -0' PALE PANE. 1 3' -0' PRO.ECTION W J N jo) 57U..L0' I N I Z E DM E T A L AL O WAWL PANEL Q t+ s z META. WALL PANEL �>�� ®, COLOR 12 (SHADED) N COLOR SI - I P T - ■ U I ■q' yl � l - &Wh E. V �d? Q � R R k INTEGRALLY COLORED SPLIT FP4E LML. INTEGRALLY COLORED - :I tt o COLOR .2 (SHADED) SPLIT FACE C.ML. COLOR .2 (SHADED) DATE, A.15. 12.2011 - REVISED. INTEGRALLY COLORED 51UCC.0' FINISFED WW DIA PANTED - IOLC FACE LML. I I METAL WALL PANEL I N 5TL. PIPE BOLLAR05 (TYP) �"� .2 (SHADED) t I COLOR 12 (SHADf:D) II .sue SHEET N0. =1 A6.1 ��r=AST ELEVATION I 4' 0' 6' DRAVN BY. ■ ■■= I WD .pB ND. II -02T 12 U4 U -F7 U6FETDED LEILIN6 �M1f z J OFFIZMEIIANINEIL OOI IIETIM: EW 30 9/b' RANSE) IS bA OFFICE A O.G. YU 5 1/2' Saw INSA.ATION OFFICE AREA LIVE LOADIN5 (SO PAT) MEZI. FIN FLOOR - m YIALL TYPE 'C' EL. 109'•0' - .. `T 8 p � UI �� 66 N 6 1c ]]] 7 J(=r YW.L TYPE Y' V x TOILET SMOOTH FACE BLOCK SHOW ROOM of a T.O. CM l02 �� p WALL TYPE 8' b' REINF. CONC, SLAG ON ° Q 6 MIL. POLY VB. ON COMP. 6RA LLM FILL z UT FIN. FLOOR _ y w x EL. 100' -0' f W LL i T. A U I L I N SEEC T° I ON o 4" 2' -8" MR 24 STANOINS SEAM ROOF PANELS YU TtERMAL ElCK5 AND R -52 SIMPLE SAVER Fb. NUL. 12 1/4 r tote: SHAL A PRENSIN B E PREFORM E E STAIRWAY :NiN -L BE- E Eta , LAI6TLPAL 6UARD RAIL y "A"' SYSTEM. COMPONMf RNfi SHALL EE SJ3MITTED TO THE DEPT. OF COM4G-RCE PRIOR TO COW.TRKTION. }- TIRE AREA LIVE LOAOINS 025 P5F) p {— NEZZ. FIN FLOOR v W EL. 109' -0' -- WALL TYPED' l¢L X W z J W i z oJ WALL TYPE 9' � = Z Q tea? GARAGE SMOOTH FADE n ~� eLO:,� ioe b' REW. Cl7 , 5LA13 ON AALL TYPE 6 MIL. POLY VD. ON DATE, COMP. 6RANILAR FILL AUS. P.2011 REVISED: FIN. FLOOR L. 100'40 SHEET NO. A7.1 �B1 BU I L=> l N6 SMCM ON O 4" �' -8" TO. Fib. W I � � I EL. %' -0' Yp JOB II -077 21 LEGEND PROPERTY LINE EXISTING GATE VALVE I EXISTING SANITARY MANHOLE EX, SAN \Y �(� EX >AN tV�' � R IGHT OF NAY 'd EXISTING HYDRANT � Z 1 _ ,- iI I I F " SETBACKS Q / gg f .fir 1 1 L-, X, BI I F1)GE I r. LI — EX15TING SET CONTOUR Q EXISTING STORM SEWER MANHOLE EX, / / - w p EXISTING IFT CONTOUR ® EXISTING STORM SEWER INLET w F / -- W ER POLE AND GUV _k S, I (1 IN, �1 XXXXX EXISTI SaoT ELEVnnDN EXISTING PO �4 f -I XXX.XX rW TOP OF WALL ELEVATION D EXISTING TELEPHONE PEDESTAL Z - ---- --- . ,. - -._— V .v:- ......- . _..... / .. ,.—_._ ........ . ....u_ _ _ _ X EXISTING ELECTRIC PEDESTAL o O 6 EX. CONCRETE PAD - © oRTRANSFORMER W w � X. CULV � RT EXISTING SITU VINOUS EDGE EXISTING LIGHT POLE /t (REMOVE) E< w REMOVE T O EXISTING GAS METER .,. z. � � -�.r z` �:.. .. �� i L _ .i Jr f ... k� € i 1 3( • � / Ex1sm cuae u:o GUTTER �( T RAFFI C SIGNAL ..� 9 L h@ .,.€ T a 'L,... a. rRAPFI 4 _ / 1 f� _ EXISTIN F / UAL ' , ° ` l t 1 r// EXISTING CONCRETE EDGE O ELECTRICMANHOLE EXISTI \G ..ICN. TRAFFIC OR PRIVATE Sc, _ ' % i` f G TREES AND BUSHES _.ii l 4 � { I'i , t d � _ , " .. _... t.. ._._ . - , - •fl y ,. �,�._. s ,. .. ...._ 1 -.. s„ _.___.. W o �n �n In ( y, - - _ E- _ ' _ EXISTING WATER LINE(APPROXU!ATE) N w SAW CUT EXISTING BIT T LL �.L ' EXISTING CONCRETE AREA V m z EXISTING SANITARY GEweR LINE �+ n tl EXISTING BUILDING IREMOVE EXISTING BIT - EXISTING STORM SEWER LINE ( " ® PROVOSeo oESIOLnTOwnEM�.ovAL UMrrs - _.. I a � 1`} )r EXISTING UNDERGROUND FISEROPTICS LINE - ._ O F v CI'A „ E a a ” 1 EXISTING UNDERGROUND GAS' - NC L EXISTING BITUHINOCS DE!.10 AREA REMOVE EXISTING BIT OVERHEAD POWERLINE EXISTING UNDERGROUND ELECTRIC LINE �� FOR PARKING LOT LIGHTS EXISTING CONCRETE DEMO AREA ,�. to ( I �� `.(REMOVE) (;- ExlenuG UNDFRGRODUO TELEPHGNE UNE iig REMOVE &RELOCATE -- OE r� . EX. LIGHT `' F IA, [ •fO EXISTING OVERHEAD ELECTRIC LINE EXISTING SERVICES v = =? �r EXISTING BUILDING DEI /.CAREA -- GENERAL CONSTRUCTION NOTES: e I. CONTRACTOR SHALL NOTIFY UTILITIES AND HAVE ALL UTILITIES LOCATED j �.� PRIOR 70 ANY DEMOLITION, CONSTRUCTION OR EXCAVATION ACTIVITIES. j 2. EROSION CONTROL TO BE IN PLACE BEFORE BEGINNING ANY DEMOLITION, J m C i SAW -CUT EXISTING BIT " '.)i. /' I ,(j i. „I_ CONSTRUCT' ION OR EXCAVATION AND CONTINUOUSLY MAINTAINED. S. 11� Y : - 3. CONTRACTOR SHALL MAINTAIN TRAFFIC ACCESSIBILITY ALONG PROJE.C'T. $ n I } I 14. SALVAGED MATERIALS TO BECOME PROPERTY OF OWNER, APPROX. LOCATION 5, CONTRACTOR SHALL MECHANICALLY COMPACT ALL TRENCHES. 6. CONTRACTOR SHALL INSTALL EROSION CONTROL DEVICES AS INDICATED ON m �' s OF EXISTING SEWER THE EROSION CONTROL PLAN, EROSION CONTROL DEVICES SHALL BE EXISTING AND WATER LINES MAINTAINED IN ACCORDANCE WITH APPLICABLE MEGA TECHNICAL .� STANDARDS. BUILDING cn REMOVE EXISTING BIT (REMOVE) �� a, 1_()v I It` 1' e c �t t)(`� tIl F EXISTING SITE CONDITION NOTE 'e v E INC E '= I q ALL EXISTING CONDITIONS SHOWN ARE BASED ON TOPOGRAPHY INFORMATION EIN PROVIDED BY B &N LANG SURVEYING IN JULY 2011 CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS FOR ACCURACY PRIOR TO ANY DEMOLITION, 8 E !2 ; = m d EXCAVATION, OR CONSTRUCTION ACTIVITIES COMMENCING. 8 y a F- 2 ■ 1Ir N - 7 I L I THIS IS NOT A BOUNDARY SURVEY, LOT DIMENSIONS FROM ALTAIACSM LAND SURVEY COMPLETED BY NORTHSTAR SURVEYING-REVISION DATE 7117109. ¢ ¢¢ FRONT YARD SETBACK IS SHOWN FROM THE ASSUMED R -O -W BASED UPON "„1 1 ' I hl' I o -c c I� PHYSICAL EVIDENCE, THE SURVEY INDICATES THAT THERE IS NO RECORDED Y DOCUMENT FOR THIS R -O -W AND THAT THE PROPERTY EXTENDS FURTHER 1I � C NORTH. O _ -_ CONTACTS w PROJECT ENGINEER GENERAL CONTRACTOR Z Z Y LNG & ASSOCIATES BUILDING SOLUTIONS _ A 5381- -55277ULT DERRICK B41LD Z cX Q REMOVE RELOCATE - POWER POLE I PROJECT ARCHITECT CITY OF OAK PARK HEIGHTS Q� � °') I' 1 �' I EXISTING ELECTRICAL RIVER 15 715-704-6057 651439 651439 -0439 8TRATOR cn SERVICE �'” I O Z O F es- GOPHER STATE ONE CALL c LI� .,GUY WIRES x I 1 - 80D- 252 -1166 Z G (t E? I1 ilZ EXISTING TREELINE X n1- Q Lv j iC NUT=9' I I N `�__ � ; (RELOCATE PER GRADING PLAN) U r :D Y 1 aN NORTH J Z '1I. 18. I I. I 1 SCALE: ` -+— O L (�/ ,r:.J` - -- o to 20 40 (— F Z 0 EX Tr ES CIVIL SHEET z O _ F X.' Lh I'i ....� i/ l c . _ J - - - .. S C2 O SITE TPLANCONDITIONS/DEMO ti e_ _ SHEET I N ! ( �. -... .._ -- C3.0 GRADING PLAN J U t /i _'115 / �. - ay1 - ` "_ _ .. -- _ 1 ,- _ _ _- - C4 0 EROSION CON i - c a 7 - .� V ,.:!' .. SA 'N I:1H - � 1( F ' I L r _ C5.0 UTILITY PLAN CONTROL - '' PLAN � f __.__ -- I� - - �� - � C6.0 -C8.0 CIVIL /SITE DETAILS — N m �I 03 , \ ` SWPPP STORM WATER POLLUTION PREVENTION PLAN r Q Y x L I HEREBY CERTIFY THAT THIS PLAN, LL W j/ t 1 FO Na \ SPECIFICATIONS, OR REPORT WAS ' %/ FO 1 ;�'S PREPARED BY ME OR UNDER MY DIRECT Q IRON �. I' I, IRON 'I:?r= SUPERVISION AND THAT I AM DULY REGISTERED PROFESSIONAL ENGINEER FL,.= Q;?,'(Q UNDER THE LAWS OF THE STATE OF C MINNESOTA. z Q O SHEET NI) DATE: 08 /16/11 REG, N0. 26140 c l • 0 LEGEND o �.. EX, XANIIAR I INIz r I ` N. 1 1 = PROPOSEDBUILDINO Ij NV ,r . ( p. � t r f E � j ti �y "� � m 9 p f EDG L R'111 = J ,� = PROPOSED CONCRETE SURFACE Z a a 8 LiE t_J_ 1 r / I iV } .I4.^ _ X V Vi- - PROPOSED PAVED SURFACE I = BARRIER .. --- as .. ss - -_ fv -- __ .. __ - n }a ,x- zx -._. a )'� �,I 3I�E.. r_ I JECT BARRIER _ ` = PROPOSED B RE I €I _ " a _. u — _ _ _ r ,� — —. — „ _ _ . -._ _. ._. OE RIBBON W w S PROPOSED C a s EX g 101 1 I lk-_ SAW CUT = AND MATCH _, / t %�°'°'* � i- § ROAD g 3 r . �, 1 �Lt_ -� r EXISTING ASPHALT GENERAL SITE NOTES °�t < eta\�� <_s 1 [ j0 E �7" PROPERTY LINE 1. GENERAL PARKING STALLS TO BE 9'W X 20'L (TYP.) WITH 1 RESERVED FOR y ADA PARKING. ADA STALLS TO BE 8'VJIDE (MIN.) AND ADA HANDICAP VAN FOU`V .�� -' CONCRETE � ACCESSIBLE WHERE SHOWN ON PLAN. o m m N -< - FROM I HE CITY AND /OR MNDOT 2. CONTRACTOR TO OBTAIN PERMISSION /PERM '� 2�•0 R - I T o 11 i.r_ ?- 'ASSUMED R - O W - "--^- -20.OR -- ! /1 TO WORK IN RIGHT -OF -WAY PRIOR TO ANY WORK BEING PERFORMED WITHIN THE a I; — - - - - - -- -- FL -- FL _ 1. i RAIN 5 - - „ I - S GNAGEIDETOUR PLANS IS THE RESPONSIBILITY TY CL O SU R ES OF THE OCONTRACTOROAND C m j Cj GARDEN ( 4 ' X tit . 24 0 i\ SHALL BE COORDINATED WITH CITY AND /OR MNDOT STAFF, AS REQUIRED. LL + { ' ` t o 5.0'R 5.0 R 3. CONTRACTOR TO FIELD VEftI Y AND LOCATE ALL EXISTING UTILITIES PRIOR EX, X. 1 t / __, EXISTING /�� FL FL To CONSTRUCTION. � y SIGN TO I t - - -� - -- -. 4, CONTRACTOR TO COORDINATE RELOCATION OF ANY SMALL UTILITIES, AS $ REMAIN NECESSARY.B 40' FRONT YARD SETBACK 5.0 p _ 'oN _ x iiiiii • 3 i b o — o — 24.0' — o ADA ACCESSIBILITY NOTES M Li ' s 1. ACCESSIBLE ROUTE NOT TO EXCEED 1:20 (5 %) SLOPE, WITH 1:48 MAX. q n CROSS SLOPE 5' CURB BACK 1 I 1 t ` _ 2. HANDICAP PARKING SPACES & ACCESS AISLES SHALL NOT EXCEED 1:48 r S - c V TA PER( YP.) MAX. SLOPE IN ANY DIRECTION - S I I AVV CUT AND MATCH 3. ADA PARKING SPACES SHALL BE A MIN. OF 96 AND ACCESS AISLES A MIN, EXISTING ASPHALT OF 60 TWO ADJACENT PARKING SPACES MAY SHARE A COMMON ACCESS ( AISLE. VAN ACCESS AISLES SHALL BE A MIN. OF 95'. 3.5'R EACH HANDICAP PARKING SPACE SHALL BE PROVIDED WITH A HANDICAP I FIL N E 4. MERGENCY PARKING SIGN. e en cYJ OVERFLOW WEIR N Q) O _ m 3FLR 4,, ryLI- g p w N f W SITE DATA NOTES $ � '5' CURB BACK -�� - SITE ADDRESS 1444760TH ST NORTH, OAK PARK HEIGHTS MN 11 Q � 69.5' -_ :TAPER(TYP.) cuRRENTZONINC BUSINESS C W TOTAL OFF- STREET PARKING STALLS - 24 STALLS (INCLUDES 1 ADA STALL) .�^n \ EXISTING LOT AREA = 56,936 s.f. = 1.31 acres � (I �� - x-20.0' \ C IC I t- 1 [ H O 1 t \ r o A ` `1 K Iv N BOLLARD PARKING I \ L YI l It SETBACKS r I l i I (TYP) . 1 "'.'. �,(' }Ni 'tiIENCE'STORi`_ - FRONT =40' FRONT= 10' { REAR =20' REAR= 10' RAIN GARDEN SIDE = 10'(20 IF ADJACENT TO ROADWAY) SIDE = 10 r y d n 500 F 6.0' b EXISTING SITE CONDITION NOTE Q n I H —� J.: 1 ALL EXISTING CONDITIONS SHOWN ARE BASED ON TOPOGRAPHY CONTRACTOR INFORMATION (j I I C1 PROVIDED BY S &N LAND SURVEYING IN JULY, 2011. TO FIELD (n VERIFY ALL EXISTING CONDITIONS FOR ACCURACY PRIOR TO ANY DEMOLITION, W cn U EXCAVATION, OR CONSTRUCTION ACTIVITIES COMMENCING. z W Is I O Q — I � I THIS IS NOT A BOUNDARY SURVEY. LOT DIMENSIONS FROM ALTNACSM1I LAND Z w I SURVEY COMPLETED BY NORTHSTAR SURVEYING - REVISION DATE 7 /17/09. q' FRONT YARD SETBACK IS SHOWN FROM THE ASSUMED R -O -W BASED UPON I� 1 PHYSICAL EVIDENCE, THE SURVEY INDICATES THAT THERE IS NO RECORDED ' v V / z 1 DOCUMENT FOR THIS R -O -W AND THAT THE PROPERTY EXTENDS FURTHER O z h t o tL i 14.0'R Q ?`X. F I i r r 1�t1" NORTH. II 01' h.l ,-9 . .� FL d O r�EX, S 1 °-rlE o t N o / 1 NEW TREELINE �° Z 1 0 O J Cn r� t '� •F -� NORTH ry CD CALE: 0 10 20 40 0' R � I L TIRE 2EAR YARD SETBACK — �I� /1I 1 7 ENCLOSURE Ir t t > h.�n10x20' t to P'Jr 1 +IYr.ItF- I ,1 wS'I zS,5 I } � TRASH LJ ENCLOSURE (� S 16'x10' F OUND } -�; ( l Iii P'1 �,,, ., CUt.I Ili L) 3/�... HEREBY CERTIFY THAT THIS PLAN, v a n SPECIFICATIONS, OR REPORT WAS E IRON PIP PREPARED BY ME OR UNDER MY DIRECT a SUPERVISION AND THAT I AM DULY L.L_ EL=929 '4 REGISTERED PROFESSIONAL ENGINEER F 1 UNDER THE LAWS OF THE STATE OF W W Y MINNESOTA. Q DATE: 08 /16/11 REG. NO. 26140 C =0 LEGEND GRADING NOTES :o 1. CONTRACTOR SHALL NOTIFY UTILITIES AND HAVE ALL UTILITIES LOCATED PRIOR TO ANY L CONSTRUCTION EXCAVATION OR DEMOLITION ACTIVITIES COMMENCING - 'L.n. SA' -1 ' 4 ��' `�'� 2 CONTRACTOR TO COORDINATE WITH SMALL UTILITIES ALL REQUIRED UTILITY RELOCATION a , x EX S I� l P l PROPOSED BUILDING i A A N. # b' "+ N 3. CONTRACTOR SHALL MECHANICALLY COMPACT ALL TRENCHES UNDER ALL PAVED, CONCRETE Yi "` "" g gg x - - ( i' -;}) z AND BUILDING PAD AREAS. Q / �z 6 T ,- . 3 A £ i ,. C�i ETC,: C. I , 4. ALL FILL MATERIAL TO BE COMPACTED AS DIRECTED BY A GEOTECHNICAL ENGINEER OR AS EX. Jl L y ` A / - 1 'j ix , + iI�' „ PROPOSED CONCRETE RECOMMENDED IN GEOTECHNICAL REPORT. NO ORGANIC, UNSUITABLE OR FROZEN MATERIALS 3' / j TO BE PLACED IN FILL AREAS. W o - -- sx -- �! xf ..- xs - -aee ,, -- -- ra .... / - -... _ as- --- --- » - - -- c. - se x 5 ALL SOIL CORRECTIONS SHALL TAKE PLACE AS DIRECTED BY ENGINEER. o ri ...I_� C 1 I _ i / a' �� ,lj� 6 ALL EXCESS & UNSUITABLE MATERIALS TO BE REMOVED FROM THE SITE BY SITE CONTRACTOR N �_ - .z -- . .___ „ PROPOSED PAVEMENT AS REQUIRED. \ I ^ I ORM _ PROPOSED FINISHED GRADE SPOT ELEVATION a g jj,s° i ° gg }. ;d s ._, a €,w., - --' �T K If (_` f / S i .1 L 'OL i - PROPOSED FINIBHE-0GRADETOP 6IDEW,.LK P O s 6 A t - I 3 f C ' PROPOSED FINISHED GRADE SURFACE DRAINAGE \ E O 2e FFE FL 18 F( - / �` - ti - -- PROPOSED FINIBHED FLOOR ELEATION 77/ NORTH w � L 1 , r 1 1 } t \ pap � �. 9 1 _ S GALE: t _ EX l 1`7 - - -908 A9 00 105 n " g / pg O O8' 1 0 10 20 40 zz 3� EX, i fit. v -xr, ;. 0 90s _ w a ,)U 1`1 1 _i 7 • 1J = 5 if IJ -1 ; ; p13 S S1 1 ° .. .. _ ^ .. 1 5 p 96h 00 x gg 909 j l' 910_, • -910 j 3p 909, 09 971 �-1 9� F I � "I , H v! C S j �j5 25/ 2.ih ^ L t if 1010 9l0 nozz- 2 1 Og 41\, I + *+^ a.otoA 095 E 0 1 tl CCS 1010 0 la FFE 912 0 yA 'o e /�o Y 8 m 65 1 q0� r l_E) IIL = PRETREATMENT �-X' 1 E SWALE o -" 31`I LL,.� _ ° C 11 i�� ia)�S�,xl,., C.,.� ,LORE E � I 1 � z.er= - A � — � 8 i � � � °e D e d cs l Po h PRETREATMENT W SWALE Z_ 1 p 1 i + � �2 / _ \ Y. m N I � 0 Z HYL ZL J s �� i�_�aT !— O 1 S n �� , 1 1 A ,. 1 LLJ _J 1 r r INI J 3,�3 :I J:. ^.� 11 11 ho 1 °: 0 y9 .. __ .::: 1— P y � ° iU I I i ti@ 1 1p1 12° 3� 110 / v y .. - :Jf TREES ? Z / U �.n V) u (X AfJ 10i s h'O -(rt Y L I'VE._ RI 91 3.b _ - � LLJ I`vV(Si 01010. \` \\ i < Y FOUND 314 u .I ) 9�'� ` -`- •� _, ,! i ! \ �' a I HEREBY CERTIFY THAT THIS PLAN, L i h ? SPECIFICATIONS, OR REPORT WAS /y Q IRON r'E lLC FOUND � ' � PREPARED BY ME OR UNDER MY DIRECT IJ_ a EL=918.70 - I _11PE. REGISTE EO PRO ENGINEER THAT I AM 1 EL=922 1 4 UNDER THE LAWS OF THE STATE OF T MINNESOTA `1 . Q DATE:08 /16/11 REG. NO. 26140 51CrT\ C3.0 e� LEGEND EROSION CONTROL NOTES o ° 1. CONTRACTOR SHALL FOLLOW ALL LOCAL, COUNTY, WATERSHED, AND STATE REQUIREMENTS S N ARY LINE E SAN, EXISTING IFT CONTOURS ' (- COVERING STORMWATER COMPLIANCE. 1 SILT -FENCE ., �1 I € S IC.'t; ' F 1 € t,V }+a p qq 1 �"t �.,_„ @ �, fl f Y .`.D ✓ i fi _ TO BE INSTALLED PRIOR 2. EROSION CONTROL DEVICES SHALL BE IN PLACE BEFORE BEGINNING ANY DEMOLITION, yy ¢g' /- TO CONSTRUCTION S 1�v...-n '� £ I'1 �, 611 L`;�G— F4 ill- +�.. EXISTING 5FT CONTOURS EXCAVATION OR CONSTRUCTION ACTIVITIES AND CONTINUOUSLY MAINTAINED. INSTALL SILT / I I 10 9 ACTIVITIES. AS G GRADING E IS I EXECUTED THE MAINTAIN CONTRACTOR PRIOR HALLL MAINTAIN COMMENCING T E G RA D I N G FENCE AND I X. 'v; I. VF. i };. 't'V. V I` : Ai 12" COMPOST FILTER SOCK TRACKING ENTRANCES AND INSTALL INLET PROTECTION AS SHOWN ON THE PLAN TO w ; J PROPOSED 1FT CONTOURS TO 13 INSTALLED PRIOR MINIMIZE RUNOFF OF SEDIMENT. TO CONSTRUCTION — ( _. 3. SHOWN X. J Pii I Y _ ! _ PROPOSED SFT CONTOURS _ THE CONTRACTOR SHALL LIMIT THEIR GRADING ACTIVITIES TO THE GRADING LIMITS S _ -. .... ._ _. _. . „ - _.... _ N THE GRADING PLAN. ALL CONSTRUCTION ACTIVITIES SHALL COMPLY WITH LOCAL ORDINANCE. W U - - DISTURBED AREAS AT ANY GIVEN TIM _ u_ ._._ ------ _ O�)) �)) � E MAT O D E D T SHALL SCHEDULE THEIR OPERATIONS TO MINIMIZE THE J PROPOSED STORM SEWER HE 1 )RNI F'IL'L`- " .., 4. IF EROSION CONCERNS ARISE FROM EXPOSED SOILS ON THE SITE IMMEDIATELY INSTALL 12" INLET PROTECTION a / f ,?I i NLET PROTECTION �)) —)) DITCH CHECKS /SEDIMENT LOGS COMPOST FILTER SOCKS OR SILT FENCE ADJACENT TO AREAS OF CONCERN OR AS DIRECTED 3 g y y - r�l I ELL. PROPOSED DRAINTILE BY THE ENGINEER. 12" COMPOST FILTER SOCKS OR SILT FENCE SHALL BE PLACED DOWN SLOPE OF ALL DISTURBED AREAS AND SHALL BE INSTALLED ACCORDANCE WITH APPLICABLE 1 �! ✓ -. _....... %_ { TECHNICAL STANDARDS, 0 0 - - " - -- /: -. -_.- _..., - _ _ / f ' / I ( -- - PROPOSED SURFACE TRACKING PAD 5. INSTALL SILT FENCE AS SHOWN ON PLAN OR AS DIRECTED BY THE ENGINEER. SEE DETAIL DRAINAGE DIRECTION SHEETS FOR SILT FENCE INSTALLATION. SILT FENCE SHALL BE CONTINUOUSLY MAINTAINED. N = \ 0 0 0 � 9 Fit -151 a o ....90 =%\ 8. ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED IMMEDIATELY AFTER FINAL GRADE IS ES IABLISHED IN ANY PARTICULAR AREA. t w �II PERMANENT EMAT WEIR.— ALL DISTURBED SLOPES IN EXCESS OF 4:1 :-\ ! O N 7 MAT OR SHALL BE SODDED AND STAKED OR HYDRO-SEEDED AN ALTER NATIVE. EROSION -- W CONSTRUCTI ENTR � PAD) 8. ALL DITCHES WITH SIDE SLOPES GREATER THAN 4:1 SHALL HAVE EROSION MAT INSTALLED TO n 3 It 0 % I NLET P ROTECTION THE TOP OF THE BANK ? j )) .,,, —,i TRA 0, 1 ,11 I _O 2, i �/ » » . -. ° If 909 \ 9 OR AS DIRECTED SE ED DETAIL THE ENGINEER. SEE TAIL SHEETS FOR SEDIM1 E LOG INSTALLATION. _ 910_.' zsv° � L ✓ i -k I _ ` ` -970 e {� 70. ALL DITCH CHECKS ARE TO BE SEDIMENT LOGS. SEE DETAIL SHEETS FOR INSTALLATION. 1 L7 1" 9 J 11 NA SEED SHOULD BE APPLIED IF CONSTRUCTION EXTENDS PAST SEPTEMBER 1ST. OF ANNUAL OF ANNUAL L RVEGRASS AND OATS AT THE RATE OF 5 POUNDS PER 1000 S.F. OR AREA AND •'� LEFT OVER WINTER, PERMANENT SEEDING SHALL BE COMPLETED THE FOLLOWING n EMAT OR SOD THEN ALL IF TEMPORARY SLOPE FROM CURB DISTURBED AREA S EED ING HALL BE M D A R OF 1 O POUNDS PER 100 SQUARE E FT � s PERMANENT SEEDING SHALL BE COMPLETED THE FOLLOWING SPRING 1 2 CONTROL UNTIL RESTORATIION ON SIITE D HAS BEEN COMPLETE OR ANY THREAT O SEDIMENT ENT LEAVING THE �� µ I SITE IS ELIMINATED REMOVE ALL COMPOST FILTER SOCKS, SILT FENCE AND TEMPORARY �{ t.sx. EROSION CONTROL DEVICES AFTER FINAL RESTORATION OF THE SITE IS COMPLETE. 13. ANY SOIL S'T'OCKPILES WHICH ARE LEFT MORE THAN 7 DAYS MUST BE PROTECTED BY SEEDING AND MULCHING, EROSION MAT, SILT FENCING, COVERING OR OTHER APPROVED en METHODS. THIS DOES NOT INCLUDE FILL OR TOPSOIL PILES THAT ARE INACTIVE USE $ � zz=h I s.a,s = m TO MINIMIZE DUST POLLUTION FROM LEAVING THE SITE. D WEATHER CONDITIONS WARRANT _ ° n / WATERING SHALL TAKE PLACE AS CONSTRUCTION AN � \ t.r 14. SI'Z'E h T I I DITCH CHECK / f ( MIAINTENANCE {NE OF EROSION AND SEDIMENT CONTROL PRACTICES FOR -� rn ''I NEEDS SHALL BE COMPLETED AT THE INT ERVALS SPECIFIED _ 5 UNTIL THE SITE IS STABILIZED. SITE MONITORING SHALL OCCURAT LEAST �\ r L' - -- WEEKLY OR WITHIN 24 HOURS AFTER A RAINFALL EVENT OF 0 51NCHES O j S e1, ( T t - EMAT WEIR i/ / �� /T� GREATER. A RAINFALL EVENT SHALL BE CONSIDERED TO BE THE TOTAL -t / /// _ INLET PROTECTION \ AMOUNT OF RAINFALL RECORDED IN ANY CONTINUOUS 24 HOUR PERIOD. � .--n t I�� / / /JJ JiI ;i \ Y/ MONITORING RECORDS SHALL BE KEPT AND CONTAIN AT A MINIMUM THE • cn t l 1 V ' i UJ F L..) 114I'. CONDITION OF THE EROSION AND SEDIMENT CONTROL PRACTICES AT THE B -' INTERVALS SPECIFIED AND A DESCRIPTION OF THE MAINTENANCE CONDUCTED ^' F I ()� TO REPAIR OR REPLACE EROSION AND 'c i \ U _� y, � � � - {` 3 I V SEDIMEN CONTROL PRACTICES. F." c - i,:)I'- _V,_�'�1+ 1,i .� +_.. I( . _„ i6. OFF-SITE SEDIMENT DEPOSITION RESULTING FROM THE FAILURE OF AN EROSION - OR SEDIMENT CONTROL PRACTICE SHALL BE CLEANED UP WITHIN 24 HOURS. e , DITCH CHECK ' _- F< _® It c 'J rn ` _ t.l jjj OFF -SITE SEDIMENT DEPOSITION RESULTING FROM CONSTRUCTION ACTIVITY, THAT $a q y e d + CREATES A NUISANCE, SHALL BE CLEANED UP BY THE END OF THE WORKDAY. $ $ s F. a, p ■ • {, '*'" 'r 1 @ IF THE FAILURE OF EROSION OR SEDIMENT CONTROL PRACTICES RESULT IN AN IMMEDIATE THREAT OF SEDIMENT ENTERING PUBLIC SEWERS OR THE WATERS OF THE STATE, PROCEDURES SHALL BE IMPLEMENTED IMMEDIATELY TO REPAIR OR REPLACE THE PRACTICES. SCRAPING OF THE STREET SHALL BE COMPLETED 1' WITHIN 4 HOURS AND STREET SWEEPING WITHIN 24 HOURS. Q a I It \\ EMAT; uj _ — Z EMAT OR SOD N Cf) SLOPE FROM CURB O z > Z Z d m ' ' IiYllRAN i �_ Ali OI f I I ? 1 3 f - I— O (� 1 S N1 � ('i - - / I w 7 Z _I j III l v t $s 1 i � RI _' / 1 T Ltd J c 1 { t / _ _... _.. —" I-- h j I� 3v3 ' �z O Q Z 1 -- + X1 v - j ` ` l �. - - _� _ _ .l� i`.. �. 1 ,,.h >` i\.lt - ,� 'L /'..R > >t - n i - ._ - _ Lj EX SAI Nll .11 _J l'hOt'C4�11't LINE _ - j� ;v — Lj - - - € ::j m C9 FBM \ \ \\ Q / � Y I 0 .4 - r ! ,} J f ' \� \ 1 EC HEREBY CERTIF AT THIS WAS PLAN, L C) Q I RON PIPE _ � � - "'7 "OUND 3/4'- PREPARED BY ME OR UNDER MY DIRECT E 1,"f 8.70 I ° iRON PIPE SUPERVISION AND THAT I AM DULY _. REGISTERED PROFESSIONAL ENGINEER LL 1-L. =g 2 2, "4 UNDER THE LAWS OF THE STALE OF G W W Y MINNESOTA. r u O j c NORTH r / SCALE:' 7� sriEtt 0 10 20 40 \pC / DATE:08/16 /11 REG. N0. 26140 3 s -- '- - " -" STM INLET #5 • 60" DIAM. MH .__ (SETOVER) STM INLET R4 -60 "DIANA. MH '� 5 NEENAH R -0342 CASTING (SETOVER) DITCH GRATE STOOL TYPE CONNECT TO EXISTING 4" SAN NEENAH R -3067 CASTING RIM = 906.50 SERVICE LINE (FIELD VERIFY W/TYPE R GRATE INV(E/W)= 900.90 EXACT LOCATION & SIZE) RIM = 907.60 0=5.60' INV(E/W) 900.60 I CONNECTTOEXISTING6 "WTR D =7.00 GENERAL UTILITY NOTES SERVICE LINE (FIELD VERIFY _EXACT LOCATION &SIZE) 1 CONTRACTOR TO FIELD VERIFY AND LOCATE ALL EXISTING UTILITIES PRIOR TO ANY DEMOLITION, EXCAVATION OR CONSTRUCTION. . I N ._ -_ ,. .... +, - _ -_EX. POWER --� x \ 0 0 0 us ¢ POLE \� . - +.,- �� s .� - ....._ 2. CONTRACTOR TO COORDINATE RELOCATION OF ANY SMALL UTILITIES, m IF NECESSARY. O N N .. -.. .,. - W _ DIP..: 60 - -EX GUY ... I ,. _ I 1 • -- + -" 3. CONTRACTOR TO OBTAIN PERMISSION/PERM IT FROh1 THE CITY AND /OR M1INDOT m .. RVICE w i . WATER SF_ -- L \ i TO WORK IN RIGHT -OF -WAY PRIOR TO ANY WORK BEING PERFORMED WITHIN m w cj INSTALL 4'x'" 6 SAN CLEAN OUT PROPOSED CONNECTION i LEGEND 4" THE PUBLIC RIGHT -OF -WAY. ANY REQUIRED LANE CLOSURES OR TRAFFIC .RAIN GARDEN INSULATIO i�. 15 "INV (SW)= 902.15 WTWSTM1I 4. CONTROL SIGNAGE IS THE RESPONSIBILITY OF THE CONTRACTOR AND SHAT -I- 6" PERF. DRAINTILE EX. SIGN BE COORDINATED WITH CITY STAFF, AS REQUIRED. ` ® 30' -6 @ 00% )74�� )) 1 HDP PROJECT PROPERTY/ VERIFY SEWER & WATER SERVICE CONNECTION POINTS AND SIZES WITH (SEE DETAIL) RIGT OF )) ® .- ..._..._ ; STM11 PIPE -, )) - -- H WAY LINE BUILDING PLUMBING PLANS. STM INLET # i 30 DIAM MH ADJACENT PROPERTY/ � 75' -0" PVC (SCH40) r l II NEENAH R-4342 CASTING 60° SAN SERVICE .__ -- RIGHT-OF-WAY LINE SANITARY SEWER NOTES V E DITCH GRATE STOOL TYPE - @ 1.0% (MIN.) -HOPE STM PIPE STM INLET #1 - 48" DIAM. MH (+ RIM= 909.30 60' _ _ - (142 NEENAH R-4342 CASTING "' " -- 1. SANITARY SEWER LATERAL TO BE INSTALLED AT A MIN OF 1.0%. INV 904 80 - DITCH GRATE STOOL TYPE I D=4.50 I EXISTING STORM SEWER 2. SANITARY SEWER LATERAL PIPE TO BE PVC SCHEDULE 40 PIPING. . RIM = 908.00 y .«». INV= 903.40 3. VERIFY SANITARY SERVICE CONNECTION POINT WITH BUILDING PLUMBING + CONNECT' 70 BLDG V IO TO BLDG D -4.60' tf. µ _ PLANS. �T INTERIOR PLUMBING EXISTING WATERMAIN INTERIOR PLUMBING II -� - 4. CONTRACTOR TO FIELD VERIFY /LOCATE AND UTILIZE THE EXISTING SANITARY w VERIFY EXACT LOCATION VERIFY EXACT LOCATION SERVICE LINE FOR THE PROPOSED SANITARY SERVICE CONNECTION. 1®1 AND SIZE WITH BLDG PLANS AND SIZE WITH BLDG PLANS -- .s I HDPE STM PIPE o- EXISTING SANITARY SEWER WATER SERVICE NOTES EXISTING UNDERGROUND to TELEPHONE LINES 1. MAINTAIN 8.0' MINIMUM COVER OVER WATER SERVICE LATERAL. g 6J e N 2. VERIFY WATER SERVICE CONNECTION POINT AND SIZE WITH BUILDING � CC EXISTING OVERHEAD PLIMBING PLANS. • U ELECTRIC /TELEPHONE LINES 3. CONTRACTOR TO FIELD VERIFY /LOCATE THE EXISTING WATERMAIN SERVICE n $ O cn LOCATION FOR THE PROPOSED WATERMAIN SERVICE CONNECTION. EXISTING UNGERGROUND 4. MAINTAIN A MINIMUM OF 18" OF VERTICAL SEPARATION DISTANCE FROM n e c [d GAS LINE STORM CROSSING. 8 i zz r ®� } EXISTING CURB STOP •� STM INLET R2 -30 "DIAM. MH y NEENAH R-4342 CASTING �i DITCH GRATE STOOL TYPE i EXISTING POWER POLE &GUY WIRES STORM SEWER NOTES Cn RIM= 909.10 $ INV= 905.50 : EXISTING TELEPHONE PEDESTALS 1. ALL 12'& 15" STORM SEWER PIPING SHALL BE DUAL WALL SMOOTH INTERIOR > O = 0 =3.60 � i , HDPE PIPING WITH WATER TIGHT GASKETS OR APPROVED EQUIVALENT. I � 2. ALL 6" DRAIN TILE PIPING SHALL BE 6" PERFORATED HDPE OR APPROVED RAIN GARDEN {� �)) )) ® EQUIVALENT. PROPOSED STORM SEWER - f s S � 6 "P F. DRAINTILE E ( g,na 6" c=amE ■ 0.0% -)) )) RAIN GARDEN NOTE (SEE DE (SEE DETAIL.) PROPOSED DRAINTILE }}} A DOUBLE -RING INFILTROMETER TEST SHALL BE CONDUCTED IN EACH _Aj RAIN GARDEN AT THE UNCOMPACTED NATIVE SOIL ELEVATION. IF THE I PROPOSED 1' COPPER ACTUAL INFILTRATION RATE IS LESS THAN THE DESIGN INFILTRATION Q WATER SERVICE RATE OF 112" PER HOUR THE RAIN GARDEN SHALL BE CONVERTED TO I SAND FILTRATION SYSTEM WITH THE INSTALLATION OF THE DRAIN TILE. Q t� 1 III PROPOSED 4" SCHEDULE 40 W �I SANITARY SERVICE z z N O Z > L) z cn - - z I ry - C� J Z a ILL- yj s e I L �✓ I _�. A. ll... 'L \ h 1�._ ✓� - J�...�...i�.,.l�. '.. A. .. /� J. n - I- J, �...1 ...�� LLI (� 2 Q ( Y 1 I HEREBY CERTIFY THAT THIS PLAN, 1 1 v Q' OR REPORT AS I PREPA ED OR UNDER MY DIRECT Q SUPERVISION AND THAT I AM DULY N i REGISTERED PROFESSIONAL ENGINEER LL UNDER THE LAWS OF THE STATE OF G W w Y MINNES / NORTH SCALE: 0 10 20 40 C5.0 DATE: 08/16/11 REC. NO. 26140 e >✓ 4 MIN, i0PS011 4' MIN. TOPSOIL SEED & MULCH SEED & MULCH STANDARD INSTALLATION 1% MINIMUM H , a� 3° (TYP POST 3 i TYP, MA %. LONGITUDINAL 4:1 1 MAX FILTER FABRIC 3 : SLOPE (TIP.) III VARIES IT —III 3..1 �= 1= SEE GRADING PLAN 11- 111 -11 I z - III —III I I— III — III —I � I —I � I— III — I = I�II =H 1 1 = 1 = III —111 —I I I—I I I —III- TAMPED 911 ^ 1I -III 1= 1 H =1 BACKFILL A A = 1= 1= 1= 1= 1 =1 =1 =1 6' "I =1 I— III I — III =111 1— 1� 11 =11 I =11 I =111=111 — 6' MIN. X11 =1I II I IInII =1 I — III =III= 1I1�� -' 3 .. GEOTEXTILE SECTION A — A MIN. NOTES: EROSION MAT— —ILiT — ITT yt- (iT —FI' EROSION MAT AS REQUIRED s FABRIC N.T.S. 1• MIN. 2'x2' POST TO BE OARSE ( ) — 111 =Il AS REQUIRED ) - SPACeD AT A MAX. O / F 5'. TYPICAL V BOTTOM DRAINAGE DITCH SWALE CROSS SECTION ° N 2. FILTER FABRIC i0 BE w i AGGREGATE N.T.S. 50' MIN, MINIMUM 12' DEEP MIRAFl 100 OR EQUAL. J s OVER FILTER FABRIC. 3. POSTS DAMAGED ON TIE POSTS DRIVING SHALL BE 4' MIN TOPSOIL 1% MINIMUM 4' MIN. TOPSOIL • MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPENING. TOGETHER REPLACED. SEED & MULCH LONGITUDINAL SEED & MULCH oL NOTES: SLOPE (TYP.) .. 4. EROSION CONTROL SHALL 4. Y 1. TRACKING ENTRANCE SHALL BE INSPECTED DAILY. DEFICIENT T BE MAINTAINED GAILY. 3; 1 AREAS SHALL BE REPAIRED OR REPLACED IMMMEDIATELY. THIS MqX VARIES (SEE PLAN) A 1 MAX' VARIES WORK SHALL BE INCIDENTIAL TO THE CONTRACT. I 3 ' SEE GRADING PLAN N N N 20 MIN' • 2. STONE SHALL BE REMOVED AND REPLACED WHEN SOIL FILLS _ (-' BOTTOM — I _ I.0' (MIN.) n FABRIC WRAPPED & I —III OPENINGS AND /OR DIRECTED BY THE ENGINEER. THIS WORK STAPLED TO POST 1 11= 111 — =_— — — — — — — 1 -1 - o v ° o 1 ° 0 0 ° 0 0 EXISTING — 5' MIN. SHALL BE INCIDENTIAL TO THE CONTRACT. DETAIL FOR JOINING SECTIONS - l I I =1 I i 1 1 I PAVEMENT 3. 3. EXISTI NG PAVEMENT SHALL BE INSPECTED AND CLEANED AT — — — LEAST DAILY, THIS WORK SHALL BE INCIDENTIAL TO THE EROSION MAT EROSION MAT m _ CONTRACT. (AS REQUIRED) (AS REQUIRED) x DETAIL FOR INSTALLATION w � w VEHICULAR TRACKING ENTRANCE OF EROSION FENCE TYPICAL FLAT BOTTOM DRAINAGE DITCH /SWALE CROSS SECTION NA S, N.T.S. „ J€ N.T.S. ^y + P U BOLT ALL SIGNS TO POST PATH 3/80 CADMIUM PLATED BOLTS, INITIAL BACKFILL TO 12' ABOVE PIPE INITIAL BACKFILL TO 12' ABOVE PIPE + NUTS AN? WASHERS. " 12" x 18" EXTERIOR PARKING SIGN TO BE -- y CONSTRUCTED OF 14 GA. GALVANIZED STEEL WITH A WHITE BACKGROUND, GREEN LEGEND y & BORDER, WHITE A� O �� BACKGROUND, AND H EITHER EMBOSSED W10ROING <o�,cret< OR SCREEN SH SIGNS LETTERS WITH A BAKED Match a dg r` sdewalk FINISH. SIGN$ SHALL NOT CRACK, CHIP, F CHIP, FADE, OR PEEL 1:12 MAX —12' x 6 VAN ACCESSIBLE SIGN WITHI II _ e SLOPE 1: 12 MAX EMBOSSED LETTERING. (MIN. 1 LOCATION) ---I L-. HAND SHAPE BEDDING FOR 0.5 OUTSIDE ° SLOPE PIPE DIAMETER SAND BEDDING 4` MIN. a .i (9:10 MAX ALLOWED) CLASS C BEDDING CLASS B BEDDING m s N.T.S. N.T.S. 0 8 _ to q 8 C!3 a n e cc7 3 1/2' WIDE STEEL U CHANNEL WITH CLOSED INITIAL BACKAU, TO 12" ABOVE PIPE INITIAL BACKFILL TO 12' ABOVE PIPE $ , _ n TOP PAINTED WITH GREEN ENAMEL =,1 11= a' C-.+ 4'0 SCHED, 40 GALVANIZED STEEL '_ ) 6' 4' MIN. 6• PIPE FILLED WITH CONCRETE. PAINT WITH YELLOW TRAFFIC POLYURETHANE 52% SOLIDS INITIAL BACKFILL TO a 8 (5' MIN) 2 COATS. 1 12' ABOVE PIPE A� Sidewalk Face & III HI 111 =111 =1 !11 \\\\\\\\ \\\\ o ® G C Edge of Bituminous 'f= I —�_ =1" \ \ \ \ \ \\ HAUNCHING SPRING UNE OF PIPE .� HAUNCHING iv r < d PLAN VIEW OF RAMP o I -1I" "' "' s e I UNDISTURBED EARTH BEDDING 6 MIN, g_ a .- 2 12'0 x 7 DEEP GONG FOOTING — UNDISTURBED EARTH H 6" 6' (3500 PSI CONC. SETTING) NTH — a . 1 4 • MIN, PIPE DEPTH of 1e'. WATER MAIN BEDDING DETAIL TYPICAL BEDDING OF PLASTIC PIPE s^ s^ TYPICAL HANDICAP PARKING SIGN DETAIL N.T.S. LAYING CONDITION TYPE 2 MOOIFIEO N.T.S. (PER ASTM D -2321) Q N.T.S. F- 0 () W ELEVATION OF RAMP q, . c1l di—ti. x re q r< Z _ de II actions d C Z G s' -o^ coaaret< sld <rrolk SEDIMENT LOGS SEDIMENT LOGS WOOD STAKE N (n B'tum'nous NOTE: IF MULTIPLE LOG SEGMENTS ARE USED A MINIMUM OF 18" SPACING SHALL BE NO GREATER O z >- THAN 4.0 FT BETWEEN WOOD STAKES Pavement 2% M OVERLAP SHALL BE UTILIZED AT CONNECTIONS. NO BUTTING 1 /n TILL 0- o z OF ENDS ALLOWED. \ \ PENE TRATE STAKE TO ONLY ♦= O WOOD STAKES (SEE DETAIL) PENETRATE NETTING � NOTE: SPACING SHALL BE NO GREATER THAN �J z \\ s conar <t< 4.0 FT BETWEEN WOOD STAKES \ o CHANNEL BOTTOM J Z • - .. - \_ComPactea Gro n Nor �\�� \ \ \ n � O O a Sue6ase course / --�� P ~ SECTION A -A v c \ O Z_ ¢ (n 1. THE RAMP AREA WILL BE PAID FOR AS SQUARE FEET OF CONCRETE WALK. 9 \ P A ti `t(P) N LL_ Q 3 01 6' -0' DIMENSION MAY BE INCREASED WHERE FEASIBLE TO PROVIDE A FLATTER SLOPE. \ \ �00�� -" J C C>T 1/2 INCH PREFORMED JOINT FILLER MATERIAL, AASHTO M 213 F'— O3 STAKE DETAIL M PROVIDE A PATH OF TRAVEL 4' -0" WIDE BY 4' -0" LONG BEHIND THE PEDESTRIAN RAMP. STAKES TO BE PLACED AT M _ A RELATIVELY FLAT (2% MAXIMUM SLOPE) 4' x 4' LANDING IS REQUIRED. TOE OF SLOPE ON BOTH SIDES N.i.$. J W W & AT BOTH ENDS OF LOG PEDESTRIAN RAMP (CONCRETE SIDEWALK FOR BUILDING ENTRANCES) Q N.T.s. SEDIMENT LOGS I HEREBY CERTIFY THAT THIS PLAN, LL N.T.S. SPECIFICATIONS, OR REPORT WAS Q PREPARED BY ME OR UNDER MY DIRECT DISTANCE BETWEEN CHANNEL BOTTOM AND TOP CHANNEL SUPERVISION AND THAT AM DULY N n° GRADIENT % X 900 = SEDIMENT LOGS REGISTERED PROFESSIONAL ENGINEER LL OF INSTALLED SEDIMENT LOGS (D)(FT) ( ) SPACING (FT) MNNESOTq, LAWS OF THE STATE OF Y. Z 0 o seeEi nro l /� - / DATE:OB /16/11 REG. NO. 26140 �� +0 W204�-� - TOOLED TRANSVERSE JOINTS REWIRED TOOLED TRANSVERSE JOINTS REQUIRED 2 5' EVEREVERY 4'- 5'(iYP.), EVERY 4- 5'(TYP.), 6 SCHEDULE 40. CS PIPE - TRANSVERSE EXPANSION JOINTS REQUIRED 7` Y 40'(TYP.), 66(MAX) TRANSVERSE EXPANSION JOINTS REWIRED FILLED WITH CONCRETE ENO W /B4 DOWELS EA WAY ® 18' O.C. (TYP.) EVERY a0'(TYP.). 60'(MAX) Q CENTERED OJ SONONBE W/14 DOWELS EA. WAY 0 18 O.C. (TYP.) BASE. 6' TYP. 7'(MIN.) CONCRETE(4000 PSI) REQUIRED 0.5% SLOPE (MIN.) ASPHALTIC 0.5% SLOPE MIN.) FOR DRIVEWAY /APRON AREAS AND 8612 REJECT CONCRETE CURB 2.0% SLOPE (MAX.) w z PAVEMENT ( SIDEWALK AREAS WITHIN DRIVEWAYS FILL PAD (FINISHED GRADE) w a 2.0 SLOPE ( MAX.) I�6 - rc W/ 6.6 - 10/10 WIRE MESH - a'(MIN.) CONCRETE j' SEE PLANS S o w a '-- — 1/2' RAD. SLOPE ' SIDEWALK(TYP.) ... • e ..•. �� 6.0'(MIN.) COMPACTED 3/4 ° per FT. 'v/. — a CLASS 5 AGGREGATE BASE 7 INGOT 3138 s CONCRETE FILLED SONOTUBE 12.0 COMPACTED 77-12.0'(MIN.) COMPACTED GRANULAR SUBBASE SELECT GRANULAR SUBBASE OR III III 12° MODIFIED SE ALTERNATIVE GRANULA SUBBASE .. L I I IcoMPac 41 BSA —III III —III- I I I I I I T T I I I I II I 1=1 I I� �a�T D ' SUB, III —III III =1 a it —ITT 20• 6.0 COMPACTED „— = 1 = TI 1 -1 11 -1 � -1 11 -1 I CLASS 5 AGGREGATE BASE l l -1 l 1 -1 i w 1—w n N N 8612 CONCRETE CURB t' - MNDOT 3138 goo CONCRETE SIDEWALK /APRON ALONG BUILDING /z' RAD. FI C x o N.T.S. 3%a w FOR CONCRETE SIDEWALK AREAS FT. TYPICAL BOLLARD DETAIL w N.T.S. N.L.S. L NOTE. LL -L BOLLARDS TO BE PAINTED AS FOLLOWS: BLAST: SSPC -SP6 r 20•°{ PRIME: 2.5 MIL RED OXIDE 20" RIBBON CURB PAINT: 2.5 MIL SAFETY YELLOW WITH 1 fiftl (3) STRIPS OF REFLECTIVE TAPE " TYPICAL CURB AND GUTTER SECTIONS AT TOP OF POST �t " N.T.S. " o CASTING TO BE NEENAH r - TOOLED TRANSVERSE JOINTS REQUIRED CASTING 10 BE NEENAH R -4342 OR EQUAL OR EVERY 4'- 5 R- 3067 -V OR AS AS SPECIFIED ON PLANS ] TOP OF CASTING SPECIFIED ON PLANS [d - TRANSVERSE EXPANSION JOINTS REWIRED RIM ELEVAfl EVERY 40 66(MAX) W /14 DOWELS EA. WAY 0 18' O.C. (TYP.) 2° ADJUSTING RINGS' RIM AS SHOWN— <' g 2 MINIMUM ON PLANS 6 MAXIMUM 1 2' ADJUSTING RINGS: W SEE PLANSS —. ( • J (MIN. 2, MAX. 6) e 4' 0 DIAL 5' PRECAST _ — (OR AS SPECIFIED — $ -� ASPHALTIC PAVEMENT 2 RAD 0.5% SLOPE (MIN,) pry PLANS) ADJUSTING RINGS � SLOPED AWAY FROM REFER TO BUILDING STRUCTURAL P L AN S30 ° CIRCULAR 10% SLOPE (MAX.) ,o m '„ • C 1 CONCRETE SIDEWALK FOR ADDITIONAL REQUIREMENTS AT BUILDING (SEE GRADING PLAN) WT- $W'NGING DOOR LOCATIONS. 6'(TYP)I - •LONCRDTE 4'(MIN) (DOWELS AND /OR INSULATION MAY BE REQUIRED) AS REQ'D . � c .`$-� cn 14° ON PLANS 51' le' HOLE FOR PIPE (NI6+�) 8 S d; U CDNCR \ c _ 6.0'(MIN.) COMPACTED \ 5" 3 a' ci0 CLASS 5 AGGREGATE BASE DIA VARIES MORTAR BED m L: MNDOT 3138 q •I""'~ -. BJ PRECAST CONCRETE _ — REINFORCED BASE I` • e cn III �120'(MIN.) COMPACTED GRANULAR SUBBASE I I I I I I I I PRECAST MANHOLES MEET ALL T s' a Dln. I CONCRETE BASE U N x �' o ", e C.) COMPACTED 9J8GRAOI I i I ) REQUIREMENTS OF A S.T.M. C -478 0 ® C 15 II =I III —I CATCH BASIN CATCH BASIN TYPE C DETAIL _:5 _ N.T.S. III - III = III -fir STORM MANHOLE WITH CASTING ASSEMBLY 30" STORM MANHOLE W/ CIRCULAR INLET A a — d _ ■ N.i.S "°TESL TYPICAL DUAL PURPOSE CONCRETE SIDEWALK N.T.S. 1. VERTICAL ALIGNMENT OF STEPS SHALL NOT BE ABOVE PIPES AT NOTES: ARE GREATER THEN TWENTY -FOUR (24) INCHES IN DIAMETER, 1. VERTICAL ALIGNMENT OF STEPS SHALL NOT BE ABOVE PIPES THAT ARE GREATER THEN TWENTY -FOUR (24) INCHES IN DIAMETER. a 0 NOTE: w A DOUBLE -RING INFILTROMETER TEST SHALL BE CONDUCTED IN EACH Z RAIN GARDEN AT THE UNCOMPACTEO NATIVE SOIL ELEVATION. IF ME Z ACTUAL INFILTRATION RATE IS LESS THAN THE DESIGN INFILTRATION RATE OF 1/2' PER HOUR THE RAIN GARDEN SHALL BE CONVERTED TO SAND FILTRATION SYSTEM WITH THE INSTALLATION OF THE DRAIN FILE N �-® - NEENAH R- 7506 - RAIN GARDEN OVERFLOW ELEVATION .�{ D O Z I— FLOOR BOX FRAME & UD 6' THREADED CAP 1.5 BITUMINOUS -MUDDY 2360 O Z) OR APPROVED EQUAL (MV WEAR COURSE) PONOINC D PiH FINISHED GRADE �— 0 1 I ( MNDOT 2357 TACK COAT () 3 — — — — — — 3 \j \� /� \ \ \ \ \ 2 "(MIN.) BITUMINOUS - MNDOT 2360 W J Z z j \ / \�j\�j \� (MV NON -WEAR COURSE) Q Q MULCH � \ 8,0 "(MIN) COMPACTED CLASS 5 O J ENGINEERED SOIL (78 MIN.) (2 -3" HARDWOOD) \�\�� / /�\� MNDOT 3138- GRANULAR BASE COURSE -' � a 100% CRUSHED ROCK / Z (SEE TABLE BELOW) 4' CAP = bi FILffR FABRIC Y(MIN) 3/4' CLEAN STONE 12.0 "(MIN,) COMPACTED i O `J (OVER PERFORMED ALONG TOP &SIDES OF PIPE 6' FROST SLEEVE GRANULAR SUBBASE 0 0 0 I II =fib I�A G T _ SUBGRAd -III= Q N UNDERDRAIN PIPE CLEAN I,,,I -111 -.III III -, 1I- 111 -1I STONE AREA ONLY) ORECTIONNAL Y FITTING 4 PVC RISER PIPE MNDOT 3149 LL_ Q 0 0 0 0 0 0 0 o TYPICAL LIGHT -DUTY FINISHED SECTION PERFORATED UNDERDRAIN PIPE I III =) UNCC7APECTED,NATIVE, SOIL, = -1 I >_ J (6 MIN. DIAMETER) Jr o. FOR PAVED SURFACE — 1- SEE STORM SEWER PLAN FOR OVERFLOW PIPE AND UNDERDRAIN LOCATIONS. NO PERFORATED PIPE SHALL N.T.S _ = _ BE PLACED OUTSIDE OF GRAVEL 4 SAN. NOTE: J m U AND SAND STORAGE LAYER, 1, BITUMINOUS PAVEMENT SHALLL CONFORM TO Lv ENGINEERED SOIL MIX WASHED SAND SANITARY SERVICE IN -LINE CLEANOUT WiTH FROST SLEEVE MNDOT SPECIFICATIONS, U = SAND TO BE CLEAN CONSTRUCTION SAND FREE OF DELETERIOUS MATERIALS N TS if Y ENGINEERED PERCENT COMPOSITION < ASHTO M -6 OR ASTM C -33 WITH GRAIN SIZE OF 0.02' -0.04' U Y SOL COMPONENT (BY VOLUME) TOPSOIL I HEREBY CERTIFY THAT THIS PLAN, LL Q SANDY LOAM, LOAMY SAND, OR LOAM TEXTURE PER USDA TEXTURAL TRIANGLE SPECIFICATIONS, OR REPORT WAS WASHED SAND 40% PREPARED 9Y ME OR UNDER MY DIRECT L N L WITH LESS THAN 5% CLAY CONTENT SUPERVISION AND THAT I AM DULY � TOPSOIL 307 SANDY LOAM REGISTERED ENGINEER COMPOST UNDER THE LAWS OF THE OF w W Y COMPOST 30% ORGANIC LEAF COMPOST MNDOi GRADE 2 MINNESOTA, z Q 0 TYPICAL RAIN GARDEN FILTRATION DETAIL SHEET Nn N.T.S. DATE:08/16 /11 { C REG. NO. 26140 �+ O e� :o 2' x 4' STAKE AND ;• CROSS BRACING ®® INLET SPECIFICATIONS AS PER THE PLAN w a GEOTEXTILE FABRIC, �� ®� DIMENSION LENGTH AND WIDTH TO MATCH - TYPE FF o w �� FLAP POCKET - GEOTEXTILE FABRIC, �� 3 w DIRECTION OF 4' 2• TYPE FF \ RUNOFF WATER / ' FLOW ® 0 0 0 °. p ° - GRATED INLET BURIED FABRI 3 \ \ < MIN. 6' DEPTH 8„ — USE REBAR OR STEEL ROD 2' x 4' STAKE AND \ FOR REMOVAL CROSS BRACING OR \ 4° FOR INLETS WITH CA, CURB BOX USE WOOD GEOTEXTILE FABRIC, \ GEOTEXTILE 2' X 4', EXTEND 10' BEYOND TYPE FF + ,( \ INLET PR❑TECTI ❑N, TYPE B FABRIC, TYPE ' I GRATE WCDTH ON BOTH 11 — I 12 SIDES, LENGTH VARIES. (WITHOUT CURB BOX) I SECURE TO GRATE WITH (CAN BE INSTALLED IN ANY INLET WITHOUT A CURB BOX) FRONT, BACK, AND WIRE OR PLASTIC TIES BOTTOM TO BE y / MADE FROM SINGLE e a� PIECE OF FABRIC. ca _ n c U m 4° X 6° OVAL HOLE SHALL BE HEAT o 5` m /1 2' 2 MINIMUM DOUBLE STITCHED 2 CUT INTO ALL FOUR SIDE PANELS. es ® cz On SEAMS ALL AROUND SIDE PIECEss_ J ti 9 _4 AND ON FLAP POCKETS. ATTACH GEOTExrILE ®® ® ®® ® \ h & sg FABRIC, TYPE FF TO THE STAKES AND "'ICI i CROSS BRACING. f-` e h d INLET WITH OR GEOTEXTILE FABRI WITHOUT GRATE TYPE FF WOOD 2° x 4' EXTENDS INLET PR❑TECTI ❑N, TYPE A 8' BEYOND GRATE WIDTH ON BOTH SIDES, Q H LENGTH VARIES. INLET PR❑TECTI ❑N, TYPE D 0 GENERAL NOTES SECURE TO GRATE WITH (CAN BE INSTALLED IN ANY INLET TYPE WITH w WIRE OR PLASTIC TIES OR WITHOUT A CURB BOX AS PER NOTE 2 ) Z INLET PROTECTION DEVICES SHALL BE MAINTAINED OR REPLACED AT THE Z DIRECTION OF THE ENGINEER. INL..ET PROTECTION, TYPE C (WITH CURB BOX) N =- MANUFACTURED ALTERNATIVES APPROVED AND LISTED ON THE DEPARTMENT'S EROSION CONTROL PRODUCT ACCEPTABILITY LIST MAY BE INSTALLATION NOTES O z SUBSTITUTED. TYPE B & C O z W REMOVING OR MAINTAINING INLET PROTECTION, CARE SHALL BE TAKEN a f— p SO THAT THE SEDIMENT TRAPPED ON THE GEOTEXTILE FABRIC DOES NOT TRIM EXCESS FABRIC IN THE FLOW LINE TO WITHIN 3` OF THE GRATE. L.Lj ::) U FALL INTO THE INLET. ANY MATERIAL FALLING INTO THE INLET SHALL. BE THE CONTRACTOR SHALL DEMONSTRATE A METHOD OF MAINTENANCE, USING A SEWN FLAP, HAND Z REMOVED IMMEDIATELY. HOLDS OR OTHER METHOD TO PREVENT ACCUMULATED SEDIMENT FROM ENTERING THE INLET. 0 p J FINISHED SIZE, INCLUDING FLAP POCKETS WHERE REQUIRED, SHALL EXTEND A TYPE D U) n- MINIMUM OF 10' AROUND THE PERIMETER TO FACILITATE MAINTENANCE OR REMOVAL. DO NOT INSTALL INLET PROTECTION TYPE D IN INLETS SHALLOWER THAN 30 MEASURED ? LiJ FROM THE BOTTOM OF THE INLET TO THE TOP OF THE GRATE. ry (D O FOR INLET PROTECTION, TYPE C (WITH CURB BOX), AN ADDITIONAL TRIM EXCESS FABRIC IN THE FLOW LINE TO WITHIN 3' OF THE GRATE. O z 3 V) 18' OF FABRIC IS WRAPPED AROUND THE WOOD AND SECURED WITH STAPLES. THE INSTALLED BAG SHALL HAVE A MINIMUM SIDE CLEARANCE, BETWEEN THE INLET WALLS AND THE BAG, THE WOOD SHALL NOT BLOCK THE ENTIRE HEIGHT OF THE CURB BOX OPENING. MEASURED AT THE BOTTOM OF THE OVERFLOW HOLES, OF 3', WHERE NECESSARY THE CONTRACTOR SHALL 03 FLAP POCKETS SHALL BE LARGE ENOUGH TO ACCEPT WOOD 2X4. CINCH THE BAG, USING PLASTIC ZIP TIES, TO ACHIEVE THE 3' CLEARANCE. THE TIES SHALL BE PLACED AT �— A MAXIMUM OF 4' FROM THE BOTTOM OF THE BAG. _ J m a: W U Y = Q `L I HEREBY CERTIFY THAT THIS PLAN, v TYPICAL INLET PROTECTION DETAILS - TYPE A. B. C. & D SPECIFICATIONS, OR REPORT WAS Q N.T.S. PREPARED BY ME OR UNDER MY DIRECT d SUPERVISION AND THAT I AM DULY N REGISTERED PROFESSIONAL ENGINEER L_L UNDER THE LAWS OF THE STATE OF C w w Y MINNESOTA. r 7 Q O SH FE[ \'O DATE: 08 /16/11 REG. NO. 26140 C8.0 e >v � a x � i SWPPP • INSTALL PERIMETER CONTROLS DOWN GRADIENT FROM SOIL DISTURBING PREVENTION MEASURES ACTIVITIES 3� CONSTRUCTION PLANS CONTAIN POLLUTION PREVENTION MEASURES IN ADDITION • PROTECT INFILTRATION /BIOFILTRATION AREAS w PROJECT OVERVIEW TO THE ITEMS LISTED BELOW, • DEMOLITION OF EXISTING BUILDING AND PARKING AREAS PROJECT NAME: TIRE PROZ CONTRACTOR IS RESPONSIBLE FOR THE PROPER DISPOSAL OF ALL SOLID WASTE • CLEAR AND GRUB AND HAZARDOUS WASTE IN COMPLIANCE WITH MPCA REQUIREMENTS • ROUGH GRADE SITE w p PROJECT LOCATION: OAK PARK HEIGHTS, MN CONCRETE TRUCKS ARE NOT ALLOWED TO WASH OUT OR DISCHARGE WASHWATER • BEGIN BUILDING CONSTRUCTION CONSTRUCTION START DATE: OCTOBER, 2011 OR SURPLUS CONCRETE ON SITE, UNLESS AN APPROVED PLAN IS ADDED TO AMEND • INSTALL UNDERGROUND UTILITIES CONSTRUCTION END DATE: MAY, 2012 THIS SWPPP. STABILIZE SITE e o o ALL VEHICLES ON -SITE SHALL BE MONITORED FOR LEAKS AND RECEIVE REGULAR • INSTALL CURBIGUTTER AND PAVE PARKING /DRIVE AREAS x o PROJECT DETAILS PREVENTIVE MAINTENANCE TO REDUCE THE CHANCE OF LEAKAGE. • FINAL GRADE SITE AND BIOFILTRATION /INFILTRATION AREAS TOTAL PROJECT AREA: 1.31 ACRES m • STABILIZE SITE AND INSTALL ALL PLANTINGS w - DISTURBED AREA: 1.2 ACRES CHAIN OF RESPONSIBILITY • REMOVE ALL TEMPORARY EROSION DEVICES ONCE VEGETATION IS w a PRE CONSTRUCTION IMPERVIOUS AREA: 1.05 ACRES POST CONSTRUCTION IMPERVIOUS AREA: 0.74 ACRES OWNER ESTABLISHED (70% COVER MIN,) 44 I . ADDED IMPERVIOUS AREA: 0 ACRES JAY ANDREWS TIRE PROZ TEMPORARY EROSION, SEDIMENT CONTROL BMPS NATURE OF CONSTRUCTION ACTIVITY 1800 CREST VIEW DRIVE THIS SWPPP MUST BE AMENDED AS NECESSARY DURING THE COURSE OF i • r CONSTRUCTION ACTIVITY INCLUDES THE DEMOLITION OF AN EXISTING VACANT HUDSON, WI 54016 CONSTRUCTION IN ORDER TO KEEP IT CURRENT WITH THE POLLUTANT CONTROL` BUILDING AND CONSTRUCTION OF A NEW AUTOMOTIVE SERVICE CENTER. OWNER IS RESPONSIBLE FOR ALL PERMIT TERMS AND CONDITIONS. MEASURES UTILIZED AT THE SITE. A SITE MAP SHALL BE UTILIZED TO SHOW THE CONSTRUCTION WILL INCLUDE EROSION CONTROL, DEMOLITION OF EXISTING LOCATION OF ALL STORM WATER CONTROLS AND SHALL BE MADE PART OF THIS OPERATOR SWPPP. AMENDMENT SHALL INCLUDE RECOMMENDATIONS AS NOTED IN THE BUILDING, MILLING AND STOCKPILING OF EXISTING PAVEMENT AND BASE COURSE, DUSTIN RASSBACH INSPECTION LOG. SITE GRADING FOR DRIVES AND PARKING, SITE GRADING FOR OPEN SPACES, DERRICK BUILDING SOLUTIONS INCLUDING DITCHES AND RAIN GARDENS, SITE UTILITY INSTALLATION, PAVING AND o 1505 HWY 65 FINAL STABILIZATION METHODS FINAL SITE STABILIZATION. o x o r NEW RICHMOND, WI 54017 FINAL STABILIZATION METHODS ARE SHOWN ON THE CONSTRUCTION PLANS, OPERATOR IS RESPONSIBLE FOR CONSTRUCTION ACTIVITY REQUIREMENTS AND POTENTIAL FOR DISCHARGE OF SEDIMENT AND/OR OTHER POLLUTANTS NOT. OPERATOR IS RESPONSIBLE FOR ADDING AS NECESSARY ENVIRONMENTAL, HISTORICAL, ARCHEOLOGICAL, AND RARE SPECIES CONSTRUCTION PHASE POLLUTANT SOURCES ANTICIPATED AT THE SITE ARE SUBCONTRACTORS WHO HAVE MAJOR CONSTRUCTION LAND DISTURBING NONE IDENTIFIED OR ANTICIPATED 3 E DISTURBED SOILS, VEHICLE FUELS AND LUBRICANTS, CHEMICALS ASSOCIATED WITH $ ° ACTIVITIES. o � BUILDING CONSTRUCTION, AND GENERAL CONSTRUCTION SITE LITTER. CONTROL OF o vB e THESE SOURCES OF POLLUTANTS IS REQUIRED IN ORDER TO PREVENT TRANSPORT DRINKING WATER SUPPLY MANAGEMENT AREAS E E F 4 d • s BY STORM WATER. TRAINING REQUIREMENTS SITE IS NOT WITHIN A WELL HEAD PROTECTION AREA $�� E ■ SWPPP PREPARED BY: MATT HIEB, P.E., AUTH CONSULTING & ASSOCIATES, MNDOT SWPPP IMPLEMENTATION CERTIFIED FOR DESIGN OF SWPPP, RECEIVING WATERS � THE GENERAL AND GRADING CONTRACTOR WILL BE CO PERMITTEE DURING THE SWPPP IMPLEMENTATION: CONTRACTOR SHALL ATTACH TRAINING OF PERSON NO IMPAIRED WATERS HAVE BEEN CURRENTLY IDENTIFIED FOR THE RECEIVING o RESPONSIBLE FOR OVERSEEING IMPLEMENTATION OF THE SWPPP. WATERS OR WITHIN ONE MILE DOWNSTREAM OF THE PROJECT. LILY LAKE IS WITHIN 1 c/) MASS GRADING AND UTILITY INSTALLATION PHASE OF THE PROJECT. AFTER SWPPP INSPECTION: CONTRATOR SHALL ATTACH TRAINING OF PERSON MILE, BUT DRAINAGE IS NOT TO LILY LAKE. z GRADING AND UTILITY INSTALLATION AND SITE STABILIZATION IS COMPLETE RESPONSIBLE FOR INPEECTION OF SITE DURING CONSTRUCTION. IN ADDITION, ALL � GRADING CONTRACTOR MAY SUBMIT A MPCA TRANSFER/MODIFICATION FORM TO N (n THE GENERAL CONTRACTOR FOR SIGNATURE AND SUBMITTAL TO THE MPCA. ONCE INSPECTION LOGS SHALL BE ATTACHED TO THIS SWPPP, ESTIMATED QUANTITIES OF EROSION CONTROL O Z • ROCK ENTRANCE 1 EA 0:� O_ z BUILDING CONSTRUCTION IS COMPLETE, GENERAL CONTRACTOR SHALL SUBMIT A Q INSTALLATION OF EROSION, SEDIMENT CONTROL BMPS • SILT FENCE 250 LF O MPCA TRANSFER /MODIFICATION FORM TO THE OWNER FOR SIGNATURE AND MAJOR CONSTRUCTION ACTIVITIES THAT ARE SUBJECT TO THE SWPPP ARE SHOWN • EROSION MAT 500 SY W D SUBMITTAL TO THE MPCA. IY J z o BELOW IN THE EXPECTED COMMENCEMENT ORDER. THIS ORDER DOES NOT • INLET PROTECTION 5 EA A LONG TERM O &M OF PERMANENT STORM WATER MANAGEMENT SYSTEM NECESSARILY IMPLY THAT ONE ACTIVITY WILL BE COMPLETE BEFORE THE NEXT ON z THE GENERAL CONTRACTOR SHALL SUBMIT THE NOT DOCUMENTATION TO THE BEGINS. THIS ORDER MAY BE SUBJECT TO MODIFICATION NECESSARY FOR SITE STORM WATER CALCULATIONS O Z a CONDITIONS. ALL ACTIVITIES SHALL BE NOTED ON THE SITE MAP WITH START AND APPENDIX A -TITLED STORMWATER MANAGEMENT PLAN. OWNER AFTER FINAL STABILIZATION IS COMPLETE. THE OWNER SHALL BE END DATES. � RESPONSIBLE FOR ALL FUTURE MAINTENACE OF THE SYSTEM, EXCLUSIVE OF — • CONSTRUCTION ENTRANCE PAD ::D _ CONTRACTOR WARRANTY PERIOD. J m 0 w O Y = Q Y I HEREBY CERTIFY THAT THIS PLAN, SPECIFICATIONS, OR REPORT WAS Q PREPARED BY ME OR UNDER MY DIRECT a SUPERVISION AND THAT I AM DULY N REGISTERED PROFESSIONAL ENGINEER LJ_ Y UNDER THE LAWS OF THE STATE OF W W MINNESOTA. R2 Z 0 SH[[T'O DATE: 08 /16/11 REG. NO. 26140 SWPPP TIRE PROZ ;j OAK PARK HEIGHTS, MN i • 1 I _ I I ,7... .. iol 7450 95 ELECTRIC SUPPLY 7450 95TH STREET SOUTH COTTAGE GROVE, MN 55016 1- 800 - 769 -3701 i , I w aw.wernerelec.com I F :�� o �..r - s^ •" ppfd m e53�g�e�d . _ ._ ... x� �r it II �1 I11H 18 .N .. �,. PROJECT TEAM MH JS DESIGNER: J. PYTLESKI ... 01 QUOTATIONS: K, HAYDEN c e e SALES: - CUSTOMER y�"HSII l --a CIRIC awn <° 4 g ` MH 18 y4 `"'. o- T iE '. .. 5rr;�✓e."iaaC:.r ILE ERIC 79 - 9 715- 5 114 79 -9114 B&B ELECTRIC INC -" 625 COMMERCE DRIVE SUITE ]. ].7 HUDSON, WI 54016 DESIGN PHASES . 08/12/2011 SD # #/ # #/ # # ## DD # # / # # / # # ## REVISION # V � 1 SHEET NAME SITE LIGHTING SITE LIGHTING �� Scale: 1/16 " =1' -0" Luminaire Schedule Symbol Qty Label Arra ngement Total Lamp Lumens LLF Description Q 5 WM SINGLE 22000 0.750 WFL0825- 4- 250W -M -BI{ SHEET NUMBER - Calculation Summary Label -- CalcType - -- Units Avg Max Min Avg /Min Max /Min W E100 Illulnnance Fc 1.17 11.2 0.0 A. _ - ------- -- r>^��"A��ca� ^�.. �� .e it f ., hN r 3 h��2'��`' ;��,'a�N .�� .re. �� :z� �a NMI PROM" F A U:la, VVi 114 7;" n Fa Is RIVER VALLEY TIRE PROZ & W HEEL EXPERTS ; 1 4 60 4 7 ARCHITECTS,m,,- 0 4 L'i