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HomeMy WebLinkAbout10-03-08 NAC Planning ReportTO: FROM: DATE: RE: FILE NO: PLANNING REPORT BACKGROUND Application. M & 1 Bank has applied for a site plan review; Design Guidelines review; and a variance to allow a third building wall sign. M & 1 Bank is proposing a full service drive -up banking facility to be constructed on Lot 2, Block 1, WaI -Mart Addition. The site is currently owned by Peter Houser. The current property owner has entered into a Purchase Agreement with M & 1 Bank for the purchase of this property, subject to the approval by the City. The site is approximately 124 acres in size and is located on the south side of Highway 36, east of Norrell Avenue North. It is located north of Wal -Mart and across the private drive from Applebee's. The bank is proposed to be one-story in height; a maximum height of 30 feet; and approximately 5,049 square feet in ground floor area, plus a 1,490 square foot partial basement. Three drive -up lanes are proposed with a canopy over the lanes. M & 1 Bank is also requesting to place three wall signs on the exterior surfaces of the building, which requires a variance due to the fact that the Ordinance only allows two wall signs total on the building. Attached for Reference: NORTHWEST ASSOCIATED CONSULTANTS, INC. 4800 Olson Memorial Highway, Suite 202, Golden Valley, IVI NJ 55422 Telephone: 763.231 .2556 Facsimile: 762.221 .2561 planners C:z)nacplanning.com 798.02 -- 08.11 Exhibit 1 — Title Sheet (0-1 .OIA) Exhibit 2 — Existing Conditions (0-2 .0 1 A) Exhibit 3 — Site Plan (C-3.OIA) Exhibit 4 — Grading Plan (C-4.OIA) Exhibit 5 — SWPP Plan -Phase 1 (C-5.OIA) Eric Johnson Carie Fuhrman /Scott Richards October 3, 2008 Oak Park Heights M &I Bank -- Site Plan Review, Design Guidelines Review, and Variance for Signage Regulation Lot Line Required Proposed Building Setbacks: Front North (60th Street N) 40 feet 103 feet Side West 10 feet 42 feet East 10 feet 78 feet Private Road /Easement 40 feet Rear South 20 feet 88 feet Lot Area N/A 15,000 square feet 54,014 square feet Lot Width both Street North 100 feet 200.15 feet Building Height N/A 35 feet 27 feet Exhibit 6 — SWPP Plan -Phase 2 (C.5.O2A) Exhibit 7 — SWPP Details (C- 5.03A) Exhibit 8 — Utility Plan (C-6.OIA) Exhibit 9 — Underground Storage System (C- 6.02A) Exhibit 10 — Details (C-9.OIA) Exhibit 11 — Details (C9.O2A) Exhibit 12 — Details (C-9O3A) Exhibit 13 — Landscape Plan (L1.01) Exhibit 14 — Photometric Plan (E00) Exhibit 15 — Lower Level Floor Plan (200) Exhibit 16 — First Level Floor Plan (201) Exhibit 17 — Exterior Elevations (400) Exhibit 18 — Colored Exterior Elevations (1A) Exhibit 19 — Stormwater Drainage Review from Corey Bergman of MFRA dated 09.10.08 Exhibit 20 — Narrative for M &I Bank (2 pages) Exhibit 21 — City Arborist Comments dated 09.30.08 Exhibit 22 — City Engineer Comments dated 09.29.08 ISSUES ANALYSIS Site Analysis. The subject site contains a drainage and utility easement surrounding the property on all four sides. In addition, there is an ingress /egress easement/private road located on the east side of the subject property that runs north and south off of 60th Street North and accesses Lot 1, Block 1, Wal -Mart Addition. Zoning. Lot 2, Block 1, Wal -Mart Addition, Washington County, Minnesota, is zoned B- 4, Limited Business District. "Banks, savings institutions, credit unions, and other financial institutions, including drive- throughs" are permitted uses in the B -4 District. Site plan review, Design Guidelines review, and a variance for a third wall sign are all required in order for this request to be processed. The following table illustrates the required zoning regulations for the B -4 District and proposed details for this building and site: 2 Parking Lot Design. Number of Parking Spaces. The Ordinance requires one space per 250 square feet of floor area, plus two spaces for each drive -in unit, plus drive aisle stacking space of 180 feet for each drive-in unit. Floor Area of First Floor: 5,049 sq ft x 0.9 3 4,544.10 sq ft Floor Area of Lower Level (finished area): 331.30 sq ft x 0.9 4 298.17 sq ft Janitor /Recycle: 15.83 ft x 12 ft = 189.96 sq ft IT Room: 12.08 ft x 11.7 ft = 141.34 sq ft Total Floor Area of Building 4298.17 + 4,544.10 = 4,842.27 sq ft 4,842.27 sq ft /250 sq ft = 19.37 spaces 3 Drive-In Units x 2 spaces = 6 spaces Total = 25.37 4 26 parking spaces The parking lot is proposed to have 28 parking spaces total. Eight stalls are proposed to the north of the drive-through lanes; 17 stalls, including two handicap - accessible stalls, are located to the south of the building; and three parking stalls are counted within the drive - through lanes. The proposed number of 28 parking spaces meets the Ordinance requirement. The site plan (C-3.OIA) indicates the first drive -in unit has 174 feet of stacking, and the second drive -in unit has 198 feet of stacking. There is no indication of the stacking space for the third drive -in unit. Clarification should be made regarding the stacking space. Size of Parking Spaces. Eight parking spaces are proposed to the north of the drive - through lanes. These parking spaces are at a 60 degree angle, and the stalls are 9 feet, 6 inches wide. The following table illustrates the required and proposed parking space dimensions for 60 degree angled parking with 9 feet, 6 inch stall widths: As the table illustrates, the stall depth and aisle width do not meet the minimum requirements for parking stalls that are at a 60 degree angle and 9 feet, 6 inches wide. Adjustments shall be made to the parking area in order to meet the Ordinance requirements. The remainder of the parking stalls are proposed at a 90 degree angle and are 9 feet wide. The following table illustrates the required and proposed parking space dimensions for 90 degree angled parking with nine foot stall widths: 3 Required Proposed Stall Width 9'6" Curb Length Per Car 11'0" 19'2" Stall Depth 21'3" 18'O" Aisle Width 18' 0" 15' Parking Lot Design. Number of Parking Spaces. The Ordinance requires one space per 250 square feet of floor area, plus two spaces for each drive -in unit, plus drive aisle stacking space of 180 feet for each drive-in unit. Floor Area of First Floor: 5,049 sq ft x 0.9 3 4,544.10 sq ft Floor Area of Lower Level (finished area): 331.30 sq ft x 0.9 4 298.17 sq ft Janitor /Recycle: 15.83 ft x 12 ft = 189.96 sq ft IT Room: 12.08 ft x 11.7 ft = 141.34 sq ft Total Floor Area of Building 4298.17 + 4,544.10 = 4,842.27 sq ft 4,842.27 sq ft /250 sq ft = 19.37 spaces 3 Drive-In Units x 2 spaces = 6 spaces Total = 25.37 4 26 parking spaces The parking lot is proposed to have 28 parking spaces total. Eight stalls are proposed to the north of the drive-through lanes; 17 stalls, including two handicap - accessible stalls, are located to the south of the building; and three parking stalls are counted within the drive - through lanes. The proposed number of 28 parking spaces meets the Ordinance requirement. The site plan (C-3.OIA) indicates the first drive -in unit has 174 feet of stacking, and the second drive -in unit has 198 feet of stacking. There is no indication of the stacking space for the third drive -in unit. Clarification should be made regarding the stacking space. Size of Parking Spaces. Eight parking spaces are proposed to the north of the drive - through lanes. These parking spaces are at a 60 degree angle, and the stalls are 9 feet, 6 inches wide. The following table illustrates the required and proposed parking space dimensions for 60 degree angled parking with 9 feet, 6 inch stall widths: As the table illustrates, the stall depth and aisle width do not meet the minimum requirements for parking stalls that are at a 60 degree angle and 9 feet, 6 inches wide. Adjustments shall be made to the parking area in order to meet the Ordinance requirements. The remainder of the parking stalls are proposed at a 90 degree angle and are 9 feet wide. The following table illustrates the required and proposed parking space dimensions for 90 degree angled parking with nine foot stall widths: 3 The table indicates some parking stalls are 18 feet deep. These are allowed as a two foot overhang is allowed to be counted towards the stall depth. Entrance /Exit. As was mentioned earlier, there is an existing ingress /egress easement (private road) over the subject parcel that provides access to the lot to the south (Wal Mart). This private road accesses 60 Street North in the northeast corner of the lot and runs north /south along the east property line. The drive access to the bank is proposed off of this private road, in the southeast corner of the lot. Trail. The site plan indicates an existing trail that runs parallel to 60 Street North. Staff would suggest that as a condition upon approval, the applicants provide a connection from this trail into the site. Lighting Plan. A Photometric Plan has been submitted (E00), along with a light pole detail and a fixture cut of the drive - through canopy lighting. Fixtures. The Photometric Plan indicates the use of three types of fixtures: Type A and B are pole - mounted lights at a maximum height of 25 feet. They are cut -off luminaires with house side shields. Type D6 are recessed commercial lights that shall be located flush with the canopy ceiling of the drive - through area. Intensity. The Ordinance requires that any Tight which cast Tight on a public street shall not exceed one foot candle (meter reading) as measured from the center line of said street. The submitted Photometric Plan only indicates the foot candle readings to the boundaries of the parking lot; therefore, it cannot be determined if the lighting intensity meets the requirements of the Ordinance. Staff would recommend that the applicant submit a revised Photometric Plan that indicates the foot candle readings to the center line of 60 Street North to determine that the intensity requirements are met. Location. Five Type A fixtures are proposed on the exterior of the parking area: one along the north side of the parking lot, one along the southeast side of the parking lot, one on the south side of the parking lot, one along the southwest side of the parking lot, and the last one located to the south of the building in the sidewalk area, facing the south parking area. Two Type B fixtures are proposed: one along the northwest corner of the parking lot, and the other in the northeast corner of the parking lot. The six Type D6 fixtures are located within the three drive-through aisles under the canopy. Hours. Outdoor lighting for parking Tots shall be turned off one hour after closing, except for approved security lighting. 4 Required Proposed Stall Width 9'0" Curb Length Per Car 9'0" 9'0" Stall Depth 20'0" 18'0" & 20'0" Aisle Width 22'0" 24'0" The table indicates some parking stalls are 18 feet deep. These are allowed as a two foot overhang is allowed to be counted towards the stall depth. Entrance /Exit. As was mentioned earlier, there is an existing ingress /egress easement (private road) over the subject parcel that provides access to the lot to the south (Wal Mart). This private road accesses 60 Street North in the northeast corner of the lot and runs north /south along the east property line. The drive access to the bank is proposed off of this private road, in the southeast corner of the lot. Trail. The site plan indicates an existing trail that runs parallel to 60 Street North. Staff would suggest that as a condition upon approval, the applicants provide a connection from this trail into the site. Lighting Plan. A Photometric Plan has been submitted (E00), along with a light pole detail and a fixture cut of the drive - through canopy lighting. Fixtures. The Photometric Plan indicates the use of three types of fixtures: Type A and B are pole - mounted lights at a maximum height of 25 feet. They are cut -off luminaires with house side shields. Type D6 are recessed commercial lights that shall be located flush with the canopy ceiling of the drive - through area. Intensity. The Ordinance requires that any Tight which cast Tight on a public street shall not exceed one foot candle (meter reading) as measured from the center line of said street. The submitted Photometric Plan only indicates the foot candle readings to the boundaries of the parking lot; therefore, it cannot be determined if the lighting intensity meets the requirements of the Ordinance. Staff would recommend that the applicant submit a revised Photometric Plan that indicates the foot candle readings to the center line of 60 Street North to determine that the intensity requirements are met. Location. Five Type A fixtures are proposed on the exterior of the parking area: one along the north side of the parking lot, one along the southeast side of the parking lot, one on the south side of the parking lot, one along the southwest side of the parking lot, and the last one located to the south of the building in the sidewalk area, facing the south parking area. Two Type B fixtures are proposed: one along the northwest corner of the parking lot, and the other in the northeast corner of the parking lot. The six Type D6 fixtures are located within the three drive-through aisles under the canopy. Hours. Outdoor lighting for parking Tots shall be turned off one hour after closing, except for approved security lighting. 4 Landscape Design. The Landscape Plan shall be subject to the review and approval of the City Arborist. See comments by the City Arborist in Exhibit 21. Signs. The site plan and exterior elevation details indicate the applicants are proposing the following signage: a) Three Wall Signs: one 68 square foot "M & I Bank" sign located on the south elevation; one 37 square foot "M & 1 Bank" sign located on the east elevation; and one 16 square foot "M & 1" sign located on the north elevation. A total of 121 square feet of wall signs are proposed on the building. Staff Comment: The Ordinance allows for only two wall signs per principal building. The Ordinance does allow for more than two wall signs through the conditional use process, but the following conditions must be met: no freestanding signs can exceed eight feet in height on the property; and the wall signs shall be identical in style, color, and size. The proposed wall signs are not identical in style and size; therefore, the applicants are instead applying for a variance to the requirement of allowing only two wall signs per principal building. ** *Please note: As proposed, the three wall signs and two freestanding monument signs exceed the allowed maximum sign area for this District. Therefore, the sign areas shall be decreased to meet the allowable sign area, or a conditional use permit would have to be applied for and approved. The applicants are allowed up to '100 square feet or 15% of the front building facade, which is 104.63 square feet. The applicants may apply for a conditional use permit in order to exceed the 15% of the front building facade, but still stay less than 300 square feet. Calculations: Wall signs (3 signs): 121 sq ft Monument sign #1: 36.24 sq ft Monument sign #2: 7.8 sq ft Total: 165.04 sq ft Front Building Facade Area: 77.5 ft x 9 ft = 697.5 sq ft 4 0.15 x 697.5 = 1 04.63 sq ft b) One freestanding monument sign, eight feet in height and 36.24 square feet in area: "M &I Bank — ATM," to be located on the north side of the property, between the trail and parking area. Staff Comment: This meets the number and area requirement for a freestanding sign on a B -4 property, which allows one freestanding sign under 100 square feet and 20 feet in height. However, the freestanding sign base shall be surrounded with a landscape planter at least three feet in height, and the planter shall contain decorative shrubbery and/or flower materials. 5 c) One freestanding monument sign, slightly over five feet in height and 7.8 square feet in size: "M & 1 Bank Drive -Up Banking ATM" sign to be located at the entrance from the private drive into the parking lot of the banking facility. Staff Comment: This additional freestanding monument sign is not allowed as the conditions to allow an additional freestanding signs are not met (i.e., the gross area of the signs, when added together with all other freestanding and wall sign area, exceeds the maximum allowable sign area established for the lot). d) Four directional signs are proposed: • Two signs: 6 feet, 5 inch in height and approximately two square feet in size each : "Do Not Enter --- Exit only" signs to be located to the southwest of the building. • One sign: 6 feet, 5 inches in height and approximately two square feet in size: "M & 1 Bank -- Thank You For Banking With Us" sign to be located at the exit onto the private drive. • One sign: 6 feet, 5 inches in height and approximately two square feet in size: "Fire Lane — No Parking" sign; however, it appears the location of the sign(s) is not indicated on the site plan. Clarification shall be provided regarding this sign. Staff Comment: The Ordinance allows two directional signs that do not count towards the maximum allowable sign area as long as they do not exceed twelve square feet (401.15.G.6e.1). Therefore only two of the above - mentioned four signs shall be allowed. Design Guidelines. Quality The proposed building meets the quality standards of the Ordinance, which states that buildings in all zoning districts shall maintain a high standard of architectural and aesthetic compatibility with surrounding properties to ensure that they will not adversely impact the property values of the abutting properties or adversely impact the public health, safety, and general welfare. Colored elevations have been provided by the architects, which illustrate the bank's size, scale, composition, colors, and exterior materials. Exterior Finishes. A list of the exterior finish materials is located on Sheet 400. The main building facades are proposed to be finished with a darker brown, queen size brick. A Tight tan manufactured stone is proposed as an accent on some of the columns and as a portion of the east elevation. Two Exterior Insulation Finish Systems are proposed directly below the eaves on each elevation and surrounding the wall signs and on the tower — a natural white, sand pepple texture is proposed to be surrounded by a darker cream sand pepple texture. The roof is proposed to be composed of asphalt roof shingles in a driftwood color. The metal soffits, fascia, downspouts, ATM and mechanical openings are proposed to be a medium roman bronze. All of the proposed exterior building finishes appear to be consistent with the Ordinance standards for grade and quality. 6 Trash Enclosure. The trash is proposed to be stored in the northeast corner of the building. Mechanical Equipment. No rooftop mechanical equipment is proposed. On -grade air conditioning units are proposed to be screened. Grading /Drainage. The Grading, Drainage, and Erosion Control Plan shall be subject to approval by the City Engineer. See additional engineering comments in Exhibit 22. Overhead Distribution Lines. The applicant shall bury the overhead distribution lines along 60 Street North. A condition has been added to address this issue. Variance. Variance criteria is provided in Section 401.04 of the Oak Park Heights Zoning Ordinance. The Planning Commission and City Council should review the following criteria and conditions to determine if the variance is justified. Review Criteria. The Planning Commission and City council should make a finding of fact that the proposed action will not: a. Impair an adequate supply of light and air to adjacent property. b Unreasonably increase the congestion in the public street. c. Have the effect of allowing any district uses prohibited therein, permit a lesser degree of flood protection than the flood protection elevation for the particular area, or permit standards which are lower than those required by State law. d. Increase the danger of fire or endanger the public safety. e. Unreasonably diminish or impair established property values within the neighborhood, or in any way be contrary to the intent of this Ordinance. f. Violate the intent and purpose of the Comprehensive Plan. g. Violate any of the terms or conditions of Item 5, below. Conditions for Approval. A variance from the terms of this Ordinance shall not be granted unless it can be demonstrated that: a. Undue hardship will result if the variance is denied due to the existence of special conditions and circumstances which are peculiar to the land, structure, or building involved and which are not applicable to other lands, structures or buildings in the same district. 1) Special conditions may include exceptional topographic or water conditions or, in the case of an existing lot or parcel of record, narrowness, shallowness, insufficient area or shape of the property. 2) Undue hardship caused by the special conditions and circumstances may not be solely economic in nature, if a reasonable use of the property exists under the terms of this Title. 3) Special conditions and circumstances causing undue hardship shall not be a result of lot size or building location when the lot qualifies as a buildable parcel. b. Literal interpretation of the provisions of this Ordinance would deprive the applicant of rights commonly enjoyed by other properties in the same district under the terms 7 of this ordinance or deny the applicant the ability to put the property in question to a reasonable use. c. The special conditions and circumstances causing the undue hardship do not result from the actions of the applicant. d. Granting the variance requested will not confer on the applicant any special privilege that is denied by this ordinance to other lands, structure or buildings in the same district under the same conditions. e. The request is not a result of non - conforming lands, structures or buildings in the same district. f. The request is not a use variance. g. The variance requested is the minimum variance necessary to accomplish the intended purpose of the applicant. h. The request does not create an inconvenience to neighboring properties and uses. Comment regarding the third wall sign: In response to the criteria and conditions listed above, the proposed wall signs are fairly small in size and granting the variance request to allow the third wall sign will not create an inconvenience to neighboring properties and uses. The City has granted a third wall sign to allow better visibility from Highway 36 for other businesses in this area. For these reasons, City planning staff recommends that the third wall sign variance be approved. RECOMMENDATION AND CONCLUSION After reviewing the request and the criteria and conditions for variance approvals, staff recommends approval of the request for the third wall sign on the proposed building. After reviewing the request for the Design Guidelines review and site plan review, staff recommends approval of the proposed M & 1 Bank. The recommendation is made with the following conditions: I. The site plan (C- 3.OIA) indicates the first drive -in unit has 174 feet of stacking, and the second drive -in unit has 198 feet of stacking. There is no indication of the stacking space for the third drive -in unit. Clarification should be made regarding the stacking space. 2. The stall depth and aisle width do not meet the minimum requirements for parking stalls that are at a 60 degree angle and 9 feet, 6 inches wide. Adjustments shall be made to the parking area in order to meet the Ordinance requirements. 3. The applicants shall provide a connection from the trail to the site /building. 4. A revised Photometric Plan shall be submitted that indicates the foot candle readings to the center line of 60 Street North to determine that the intensity requirements are met. 8 5. Outdoor lighting for the parking areas shall be turned off one hour after closing, except for approved security lighting. 0. The Landscape Plan shall be subject to the review and approval of the City Arborist. See comments by the City Arborist in Exhibit 21. 7. The sign areas of the wall and/or freestanding signs shall be decreased to meet the maximum allowable sign area, or a conditional use permit would have to be applied for and approved. The applicants may apply for a conditional use permit in order to exceed the 15% of the front building facade, but still stay Tess than 300 square feet. 8. The freestanding monument sign base, proposed to the north of the building, shall be surrounded with a landscape planter at least three feet in height, and the planter shall contain decorative shrubbery and/or flower materials. 9. The additional freestanding monument sign -- "M & 1 Bank — Drive -Up Banking ATM" is not allowed in that an additional freestanding signs are not met (i.e., the gross area of the signs, when added together with all other freestanding and wall sign area, exceeds the maximum allowable sign area established for the lot). 10. The Ordinance only allows two directional signs that do not count towards the maximum allowable sign area as long as they do not exceed twelve square feet. Therefore only two of the four proposed directional signs shall be allowed. 11. The Grading, Drainage, and Erosion Control Plan shall be subject to the review and approval by the City Engineer. See engineering comments in Exhibit 22. 12. The applicant shall bury the overhead distribution lines along 60 Street North. The timing of that improvement shall be coordinated with the burying of distribution lines in front of Lowe's along 60 Street North. The applicant shall escrow sufficient funds, as specified by the City Engineer, to complete the improvement or agree that the City wilt complete the work and petition for the public improvement, waiving notice of public hearing and assessments, as required under Minnesota Statute 429. 13. Any additional comments by the City Arborist. '14. Any additional comments by the City Engineer. 15. 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U NU q .:I --== o dV rxxa-to VMV saT , e. .... , 0 , •:::::,* 1 . li I 11 1 A k% • q '6,2 n' R; s ili...-,.. b, ''-'.'!-..,-.:„. t - 1 .2g P, z- II 0 il ,Wi 0,5 a F, i=m Lig 2 -- n= -----,— Al Ts. A... Ili III A... .mm■ 1111 II Eg P v=1 =TETTJEilf=ifin N k i=r' — w- (,) z 0 0 IL uJ 0 0 w 0_ 0 (r) ;IR g .75,is 2 ig 40 a 11Ph PPh,:o gg„ WOW P a hg 'fliggng ' t u ghOh L tigg.iN 5g. gi 9 e'ngE'WV .g qhp I,. 3 igt3 xl AtIlOu xa 2% ca ><- LL 1 1 144 c0 00 5 d ' STORMVVATER CHAMBER SPECIFICATIONS 1 1 RA ot 6 ge Whl N ‘Iir '1§'' . w ; qi j g tgig ;Oa & § , hdfii i 1 EtVEt W if:Pi - g t t. R, i 5 ht P' 8 5' 0.' g hp; I! ; : g!iN RI bl Wiii; h 4 kg 4 40 ,, '1' ' ' fl ;! f: !I h . nj , g hi h ! ih lii '2 v 10 Ek' 4 ' IP i iiNi! EN ig i g Pg, i NI•i k 'al h i4 ik i Ii61 'Jo F,,h 9 b ,T .1 qt h ill PEI ' Digi o igi : :g qii ,', 11111 ! ,063 1; !NI Th ° gP re) gala >w< LU E a i'''4 .8 !ea :- 2 q % L._ m : vr IeNor e - Wig g ON PP T1, Yi 1 - 4 . p. SM 1,1 tf z 1 a 1 1 Se 2 11 1 rd 0- EI YQ 0 hi IL__ 11 p 1 . ,-,_....„.... 111 0 0 . 4 40 4--i 111 V) 0 (2 III -- E Hi li IX rt § li 1 r 0 O E.7.) 1•1 4 -1` - • VA 1 1 1 1 Li 0 V r 2 0 0 1 45 EXHIBIT 1 8 TO: FRA McComhs Frank Roos Associates, inc. MEMORANDUM DATE: September 10. 2008 FROM: Corey Bergman, P.E. MFRA SUBJECT: Stormwater Drainage Review M&I Bank Oak Park Heights, Minnesota MFRA #17804 DRAINAGE REVIEW Dennis Postler, P.E. City Engineer City of Oak Park Heights Engineering Planning Surveying Enclosed is the stormwater drainage review for M&I Bank in Oak Park Heights, Minnesota. This review contains an analysis of the runoff volumes for pre-development and post- development. In my review I have found that an underground storage system will be needed to achieve pre-development flow rates as required by the city and watershed district. The proposed project will consist of a new 5,049 SF building on a previously undeveloped property. The parcel is located East of Norell Avenue and South of T.H. 36 in Oak Park Heights. Minnesota. The new site has been evaluated using the new impervious areas to model a storage system based on the requirements for a 2, 10, and 100 year storm event. The project area has an existing CN of 69. The new CN will be 86 after the site improvements are complete. The CN values are the weighted average of impervious area (EN=98) and green space (CN=69) using a soil type of B. EXHIBIT 1 9 14800 28th Avenue North Suite 1 40 • Plymouth, Minnesota • 55447 phone 763/476-6010 • fax 763/476-8532 • websit mfra.com in. 4MS The discharge rates to the offsite storm system are currently shown as less then the pre- development discharge rates, we anticipate revising our storage volumes during final design to bring them more in line with the pre - development rates. Below is a summary of the Pre-Development and Post - Development runoff rates and volumes for the 2, 10, and 100 -year storm event: While the post - development runoff volume exceeds pre - development, we realize the additional volume is accounted for in a downstream poind as part of the cooperative agreement between the City and watershed district. Attached is the HydroCAD report (Attachment A . which shows the pie- and post - expansion volumes and fluwrates for the 2. 10. and 100 -year storm event. Attachments: Attachment A; 1- lydroCAD Report 2 -year 10 -year 100 -year Pre - Development Conditions CN Outlet Rate (cfs) 69 0.67 69 1.85 69 3.70 Volume (ac -ft) 0.045 0.113 0.22 Post- Development Conditions CN 86 86 Outlet Rate (cfs) 0 0.07 0.07 r .1 9 Volume ac -ft 0.160 0.263 0.405 in. 4MS The discharge rates to the offsite storm system are currently shown as less then the pre- development discharge rates, we anticipate revising our storage volumes during final design to bring them more in line with the pre - development rates. Below is a summary of the Pre-Development and Post - Development runoff rates and volumes for the 2, 10, and 100 -year storm event: While the post - development runoff volume exceeds pre - development, we realize the additional volume is accounted for in a downstream poind as part of the cooperative agreement between the City and watershed district. Attached is the HydroCAD report (Attachment A . which shows the pie- and post - expansion volumes and fluwrates for the 2. 10. and 100 -year storm event. Attachments: Attachment A; 1- lydroCAD Report ATTACHMENT A: HYDROCAD REPORT Type 11 24-hr 2 yr Ratr�fall=2. 8a :► M8,1 - Pre-Development t P age 1 Prepared by MFRA 9I� 0l200g H droCADfl 8.00 sin 002000 © 2006 H droCAD Software Solutions LLC Subcatchment 15: Existing Conditions Ex. Coverage Ranges from 50-75% Runoff = 0.57 cfs @ 12.10 hrs, Volume= 0.045 af, Depths 0.50" Runoff by Hoff b SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 2 yr Rainfall =2.80 " A (ac) ON Description ._.._. 1.100 69 Pasture /grassland /range, Fair, HSG B 1.100 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Pond 2P: MN DOT DITCH EXISTING [40] Hint: Not Described (outflow = Inflow) Inflow Area - 1.100 ac, inflow Depth > 0.50" for 2 yr event Inflow = 0.07 cfs @ 12.10 hrs, Volume= 0.045 of Primary = 0.67 cfs © 12.10 hrs, Volume= 0.045 af, Atten= 0 %, Lag= 0.0 min Routing by b Stor -Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 10-,�r Rainfall M&I � Pre-Development Type 2 Prepared by M F RA solutions LLC 9!'10I20o8 HydroCAD® 8.00 s/n 002000 © 2006 HydroCAD Software Subcatchmeft 15: Existing Conditions Ex. Coverage Ranges from 50-75% Runoff = 1.85 cfs @ 12.08 hrs, Volume= 0.113 af, Depth> 1.23" Runoff by SCS TR-20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Rainfall =4.15" Area ac CN Descri .tion 1.100 69 Pasture /grassland /range, Fair, HSG B 1.100 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft /sec) (cfs) 15.0 Direct Entry, Pond 2P: MN DOT DITCH EXISTING [40] Hint: Not Described {Outflow =Inflow} Inflow Area = 1.100 ac, Inflow Depth > 1.23" for 10 -yr event Inflow = . � 1.85cfs@ 12.08hrs, Volume= 0.113 af � 1 Primary = 1.85 cfs a� 1 2.08 hrs, Volume= 0,113 af, Atten= 0 %, Lag= 0.0 min �- Routing by 'n b Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs M&1 - Pre - Development Type 11 24-hr 100 -yr Rainfall-=5.90" Prepared by MFRA Page 3 H droCAD® 8.00 sin 002000 © 2006 H droCAD Software Solutions LLC 9/10/2008 Ex. Coverage Ranges from 50-75% Runoff Subcatchment IS: Existing Conditions 3.70 cfs @ 12.08 hrs, Volume= 0.220 af, Depths 2.40" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type!! 24-hr 100-yr Rainfall =5.90" Area (ac) ON Description 1.100 69 Pasture /grassland /range, Fair, HSG B 1.100 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 15.0 Direct Entry, Pond 2P: MN DOT DITCH EXISTING [40] Hint: Not Described (Outflow =Inflow) Inflow Area = 1.100 ac, inflow Depth > 2.40" for 100 -yr event Inflow = 3.70 cfs @ 12.08 hrs, Volume= 0.220 af Primary = 3.70 cfs a 12.08 hrs, Volume= 0.220 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs M&I - Post Development Type 11 24-hr 2 yr Rainfall =2.80" Prepared by MFRA Page 1 HydroCAD® 8.00 s/n 002000 © 2006 HydroCAD Software Solutions LLC 9/10/2008 Runoff = 2.59 cfs @ 12.01 hrs, Volume= Runoff by SCS TR -20 method, UH =SCS, Split Perviouslimperv., Time Span= 0.00 -84.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 yr Rainfall =2.80" Area ac CN Description Subcatchment 1A: Site Runoff Paved parking & roofs 0.450 69 50 -75% Grass cover, Fair, HSG B 10.0 0.650 98 1 .100 86 Weighted Average 0.450 69 Pervious Area 0.650 98 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Direct Entry, Pond Ditch P: MN DOT DITCH 0.160 at Depth= 1.75" Inflow Area = 1.100 ac, Inflow Depth = 0.00" for 2 yr event Inflow = 0.00 cfs © 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs a@ 0.00 hrs, Volume= 0.000 af, Atten= 0 %, Lag= 0.0 min Primary = 0.00 cfs © 0.00 hrs, Volume= 0.000 af Routing by Dyn -Stor -Ind method, Time Spam 0.00 -84.00 hrs, dt= 0.01 hrs Peak Elev= 934.30' a@ 0.00 hrs Surf.Area= 0.005 ac Storage= 0.000 af Plug -Flow detention time (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 934.30' 0.040 af Custom Stage Data (Prismaticpsted below (Recac) Elevation Surf.Area Inc.Store Cum.Store (feet (acres} (acre -feet) (acre -feet 934.30 935.00 936.00 Device Routi n• #1 Primary 0.005 0.010 0.060 0.000 0,005 0.035 0.000 0.005 0.040 Invert Outlet Devices 934.30' 18.0" x 70.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 933.80' S= 0.0071 '1' Cc= 0.900 n= 0.013 Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 934.30' (Free Discharge) L1= Culvert ( Controls 0.00 cfs) MEM - Post Development Type 11 24-hr 2 yr Rainfall =2.8O" Prepared by MFRA Page 2 H droCAD® 8.00 sin 002000 © 2006 HydroCAD Software Solutions LLC 9/10/2008 Pond RG: Underground Storage Inflow Area = Inflow Outflow = Discarded = Primary = 1 .100 ac, Inflow Depth = 1.75" for 2 yr event 0.160 af 0.160 af, Atten= 99°/x, Lag= 0.0 min 0.160 af 0.000 af 2.59 cfs a@ 12.01 hrs, Volume= 0.03 cfs r@ 9.92 hrs, Volume= 0.03 cfs @ 9.92 hrs, Volume= 0.00 cfs 0.00 hrs, Volume= Routing by Dyn- Stor -1nd method, Time Span= 0.00 -84.00 hrs, dt= 0.01 hrs Peak Elev= 934.92' ao 19.98 hrs Surf.Area= 7,085 sf Storage = 4,733 of Plug -Flow detention time (not calculated: outflow precedes inflow) Center -of -Mass det. time 1,276.3 min ( 2,053.0 - 776.7 ) Volume Invert #1 933.80' #2 934.35' 4,294 cf Device Routing #1 Discarded #2 Primary Avail.Storage 4,886 of Storage Description 61.50'W x 115.21'L x 2.33'H Prismatoid 16,509 cf overall -- 4,294 cf Embedded = 12,215 cf x 40.0% Voids 2! x 10.0 "H x 115.211. StormTech SC-310 x 18 Inside #1 9,180 cf Total Available Storage Invert Outlet Devices 0.00' 0.200 inihr Exfiltration over Surface area 935.50' 18.0" x 19.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 935.40' S= 0.0053 '1' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Discarded OutFlow Max =0.03 cfs © 9.92 hrs HW= 933.83' (Free Discharge) L1= Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max =0.00 cfs @ 0.00 hrs HW= 933.80' TW= 934.30' (Dynamic Tailwater) L- 2= Culvert ( Controls 0.00 cfs) M &1 - Post Development Type /1 24-hr 10 yr Rainfall =4.15" Prepared by MFRA Page 3 HydroCAD® 8.00 sin 002000 © 2006 HydroCAD Software Solutions LLC 9/10/2008 Subcatchment 1A: Site Runoff Runoff = 4.29 cfs a© 12.01 hrs, Volume= 0.263 af, Depth= 2.87" Runoff by SCS TR -20 method, UH =SCS, Split Pervious /Imperv., Time Span= 0.00-84.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr Rainfall - 4.15 Area (ac) CN Description 0.650 98 Paved parking & roofs 0.450 69 50 -75% Grass cover, Fair, HSG B 1.100 86 Weighted Average 0.450 69 Pervious Area 0.650 98 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Pond Ditch P: MN DOT DITCH Inflow Area = 1.100 ac, Inflow Depth = 0.35" for 10 yr event Inflow = 0.07 cfs a@ 15.65 hrs, Volume= 0.032 af Outflow = 0.07 cfs @ 15.71 hrs, Volume= 0.032 af, Atten= 0 %, Lag= 3.9 min Primary = 0.07 cfs a@ 15.71 hrs, Volume= 0.032 af Routing by Dyn -Stor -Ind method, Time Span= 0.00 -84.00 hrs, dt= 0.01 hrs Peak Elev= 934.43' © 15.71 hrs Surf.Area - 0.006 ac Storage= 0.001 af Plug -Flow detention time 10.4 min calculated for 0.032 af (100% of inflow) Center -of -Mass det. time 10.4 min ( 1 ,092.4 - 1 ,082.1 ) Volume Invert Avail.Stora• e Stora• e Descri tion 0.040 af Custom Stage Data #1 934.30' Elevation Surf.Area I nc. Store Cum. Store feet} (acres} (acre-feet} (acre -feet 934.30 935.00 936.00 Device Routine #1 Primary 0.005 0.010 0.060 0.000 0.000 0.005 0.005 0.035 0.040 Prismatici.isted below (Recalc) Invert Outlet Devices 934.30' 18.0" x 70.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 933.80' S= 0.0071 '1' Cc= 0.900 n= 0.013 Primary OutFlow Max =0.07 cfs @ 15.71 hrs HW= 934.43' (Free Discharge) L1= Culvert (Barrel Controls 0,07 cfs @ 1.48 fps) M&I - Post Development Type /1 24-hr 10 yr Rainfall = 4.15" Prepared by MFRA Page 4 HydroCAD® 8.00 sin 002000 © 2006 HydroCAD Software Solutions LLC 9/10/2008 Pond RG: Underground Storage Inflow Area = 1.100 ac, Inflow Depth = 2.87" for 10 yr event Inflow = 4.29 cfs @ 12.01 hrs, Volume= 0.253 of Outflow = 0.10 cfs 15.65 hrs, Volume- 0.252 af, Atten = 98 %, Lag= 218.0 min Discarded = 0.03 cfs @ 7.73 hrs, Volume= 0.220 af Primary = 0.07 cfs 15.65 hrs, Volume= 0.032 af Routing by Dyn -Stor -Ind method, Time Span= 0.00 -84.00 hrs, dt= 0.01 hrs Peak Elev= 935.64' J 15.65 hrs Surf.Area= 7,085 sf Storage= 7,788 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 1 ,537.1 min ( 2,409.5 - 772.5 ) Volume Invert Avail.Storage Storage Description #1 933.80' 4,886 cf 61.50'W x 115.21'L x 2.33'H Prismatoid 15,509 cf Overall - 4,294 of Embedded = 12,215 cf x 40.0% Voids #2 934.35' 4,294 cf 28,9 "W x 16.0 "H x '115.21'L StormTech SC -310 x 18 Inside #1 9,180 cf Total Available Storage Device Routing Invert outlet Devices #1 Discarded 0.00' 0.200 inihr Exfiltration over Surface area #2 Primary 935.50' 18.0" x 19.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 935.40' S= 0.0053 '1' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Discarded OutFlow Max =0.03 cfs @ 7.73 hrs HW= 933.83' (Free Discharge) t- 1= Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max =0.07 cfs @ 15.65 hrs HW= 935.64' TW= 934.43' (Dynamic Tailwater) t-2= Culvert (Barrel Controls 0.07 cfs © 1.28 fps) M &I Post Development Prepared by MFRA HydroCAD® 8.00 sin 002000 © 2006 HydroCAD Software Solutions LLC Su bcatch meat 1A: Site Runoff Runoff = 6.64 cfs @ 12.01 hrs, Volume= 0.405 af, Depth= 4.42" Runoff by SCS TR -20 method, UH =SCS, Split Perviousllmperv., Time Span= 0.00 -84.00 hrs, dt= 0.01 hrs Type 11 24 -hr 100 yr Rainfall- 5.90" Area (ac) ON Description 0.650 98 Paved parking & roofs 0.450 69 50 -75% Grass cover, Fair, HSG B 1.100 86 Weighted Average 0.450 69 Pervious Area 0,650 98 Impervious Area Tc Length Slope Velocity Capacity Description min feet f tlf t ft/sec cf s 10.0 Direct Entry, #1 934.30' Device Routing Invert Outlet Devices Pond Ditch P: MN DOT DITCH Inflow Area = 1.100 ac, Inflow Depth = 1.86" for 100 yr event Inflow = 1.20 cfs a@ 1 2.27 hrs, Volume= 0.170 of Outflow = 1 . 1 9 cfs @ 12.31 hrs, Volume= 0.170 af, Atten= l %, Lag= 1.9 min Primary = 1.19 cfs a@ 12.31 hrs, Volume= 0.170 of Routing by Dyn -Stor -Ind method, Time Span= 0.00 -84.00 hrs, dt= 0.01 hrs Peak Elev= 934.83' © 12.31 hrs Surf.Area= 0.009 ac Storage= 0.004 af Plug -Flow detention time 4.7 min calculated for 0.170 af (100% of inflow) Center -of -Mass det. time 4.5 min ( 900.3 - 895.8 ) Volume Invert Avail. Stora e Stora . e Descri tion 0.040 af Custom Stage Data (PrismaticPsted below Elevation Surf.Area Inc.Store Cum.Store (feet (acres) (acre -feet) (acre -feet) 934.30 0.005 0.000 0.000 935.00 0.010 0.005 0.005 936.00 0.060 0.035 0.040 Recalc) Primary OutFlow Max =1.19 cfs @ 12.31 hrs HW= 934.83' (Free Discharge) L1= Culvert (Barrel Controls 1.19 cfs @ 3.21 fps) Type 11 24 100 yr Rainfall =5.90" Page 5 9110/2008 #1 Primary 934.30' 18.0" x 70.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 933.80' S= 0.0071 '1' Cc= 0.900 n= 0.013 M &I w Post Development Type 11 24-hr 100 yr Rainfall =5.9O" Prepared by MFRA Page 6 HydroCAD® 8.00 sin 002000 0 2006 HydroCAD Software Solutions LLC 9/10/2008 Pond RO: Underground Storage Inflow Area = 1.100 ac, Inflow Depth = 4.42" for 100 yr event Inflow = 6.64 cfs @ 12.01 hrs, Volume= 0.405 of Outflow = 1,24 cfs @ 12.27 hrs, Volume= 0.393 af, Atten= 81 %, Lag= 15.7 min Discarded = 0.03 cfs a@ 5.34 hrs, Volume= 0.223 af Primary = 1.20 cfs 12.27 hrs, Volume= 0.170 af Routing by Dyn- Stor -lnd method, Time Span= 0.00 -84.00 hrs, dt= 0.01 hrs Peak Elev= 936.12' © 12.27 hrs Surf,Area- 7,085 sf Storage= 9,149 cf Plug -Flow detention time (not calculated: outflow precedes inflow) Center -of -Mass det. time 1,077.9 min (1,846.4 - 768.6 ) Volume Invert Avail.Storage Storage Description #1 933.80' 4,886 cf 61.50'W x 115.21'L x 2.33'H Prismatoid 16,509 cf Overall - 4,294 cf Embedded = 12,215 cf x 40.0% Voids #2 934.35' 4,294 cf 28.9 "W x 16.0 "H x 115.21'L StormTech SC -310 x 18 Inside #1 9,180 cf Total Available Storage Device Routing #1 Discarded #2 Primary Invert Outlet Devices 0.00' 0.200 in/hr Exfiltration over Surface area 935.50' 18.0" x 19.0' long Culvert CPP, projecting, no headwall, Ke= 0.900. Outlet Invert= 935.40' S= 0.0053 'I' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Discarded OutFlow Max =0.03 cfs © 5.34 hrs HW= 933.53' (Free Discharge) t- _1 =Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max =1.20 cfs ac 12.27 hrs HW =936.12' TIN= 934.82' (Dynamic Tailwater) '-2 =Culvert (Barrel Controls 1.20 cfs ac 2.58 fps) Narrative for M&I Bank Oak Park Heights, MN M&I Bank was established in 1847 as Marshall and Is ley Bank. Headquartered in Milwaukee, WI, the bank holds over $45 billion in assets. It is a full service bank (mortgage, investment, financial planning; insurance; trust; lending) with a customer- based approach. Offices are located in Arizona, Florida, Illinois, Kansas, Minnesota, Missouri, Nevada, and Wisconsin. MM entered into the Minnesota market in 2001 when they purchased National City Bank, Richfield Bank, and Century Bank. They currently have approximately 20 banking locations in the Minneapolis/St. Paul metro area, with an additional 3 locations under construction. Site: 1. The site is located on the south side of highway 36, east of Nord Avenue North (north of Wa !mart, across the private drive from Applebee's). 2. The site is approximately 1.24 acres in size and zoned B4 Limited Business. 3. Access is provided off the private road between the site and Applebee's. 4. Parking requirement is based on net building area (gross building area less 10%) 1000 x 4 spaces / 100 SF. Eighteen (18) stalls are required; twenty-five (25) stalls are provided. 5. Three (3) drive-up lanes are proposed. The lane closest to the building also contains an ATM. 6. A trail is provided along the northern edge of the site. 7. On-site storm water retention is provided. Building: 1. The proposed building is a full service drive-up banking facility. 2. Size: approximately 5049 SF ground floor area plus 1490 SF partial basement. The building is one-story in height. Maximum height is 30 feet. 3. Canopy is proposed over the drive-up bank lanes. 4. No rooftop mechanical equipment is provided. On-grade air conditioning condensers are screened. 5. Building Materials are as follows: a. Brick base b. Manufactured stone (random ashlar pattern) at building entry c. EIFS at top of walls. d. Asphalt shingles at roof. e. Windows are bronze tinted glazing in bronze frames. 6. Trash and recyclables will be stored within the building. No exterior trash enclosure is proposed or required. 7. The building will be fire sprinklered. EXHIBIT 2 0 Signage: ., A monument sign is proposed on the Highway 36 frontage. The base of the monument sign will be constructed of brick. 2. Wall signs are proposed on the gable end at the east elevation and at the entry tower on the south elevation. 3. A variance is requested for an additional wall sign on the end of the drive -up canopy on the north elevation. Total area of all signage is less than that permitted by ordinance. 4. Miscellaneous directional signage is proposed to control internal traffic. Site Lighting: 1. Site lighting is comprised of shoebox type fixtures with full cut off. 2. Light poles are 25' high from grade. 3. A lighted flagpole is proposed. Landscaping: See Landscape plan. Alt landscaped areas are irrigated. Utilities: See Utility Plans. Original Message ----- From: "K.D. Widin" <kdwidin@comcast.net> Sent: Wednesday, September 17, 2008 9:35 PM Subject: M&I Bank - Landscape Plan • OPH Staff - > > I have reviewed the landscape plan for M&I Bank and visited the site > of the proposed building. There are no tree preservation or tree > inventory needs at the site. The landscape plan is attractive and • complements the building and site. The species listed are acceptable, > being attractive, hardy, and with relatively few serious insect or > disease problems. The size of plant material is also appropriate. > The Planting Detail and Planting Notes are acceptable and trees and > shrubs should be planted per the Planting Detail. Plants will be • inspected after planting, and those not planted properly will have to > be re-planted correctly. Please contact me if you have any questions > regarding this review. Please forward my comments to the developer. > Kathy Widin ▪ Arborist > City of OPH EXHIBIT 2 1 September 29, 2008 Mr. Eric Johnson City of Oak Park Heights 14168 Oak Park Blvd., P.O. Box 2007 Oak Park Heights, MN 55082-2007 Re: M&I Bank Bonestroo file No. 55-08-000 Dear Eric: We have reviewed the Development Plans, for M&I Bank as submitted by McCombs Frank Roos Associates. Following are our comments andfor recommendations. Sheet C-2.01A 1. Verify the location of the northerly property line. 2. An easement needs to be dedicated for the trail on the north side of the property. Sheet L1.01A 1. Verify that the proposed landscaping will not be in conflict with the site utilities 2335 Highway 36 W St. Paul, MN 55113 Tel 651-636-4600 Fax 651-636-1311 ‘44- 1i cool EXHIBIT 2 I, 5 Bonestroo Sheet C-3.01A 1. A pedestrian ramp should be called out at the Wal-Mart Drive. 2. A "Fire Lane, No Parking" sign is shown on the plans; however, the location of the sign is not identified on the site plan. 3. The plan calls out bollards at 14 locations; however these locations are not easy to identify. Sheet C-4.01AA 1. On the west side there is an existing 936.0 contour that forms a drainage area or swale within the property line. The proposed contours do not identify the location of the new 936.0 contour and how it will connect with the existing 936.0 contour. The proposed contours direct storm water to the west, rather than to the north as it currently exists. 2. Verify that the cross slope on the path is at a maximum 2%. It appears that the grade along the south side of the path is at 937.0 and the north side is at 936.0. 3. Clearly identify the high points on the plans. 4, Verify the contour lines southwest of the transformer pad. They appear to be greater than 3:1. Sheet C5.01A 1. The line type shown in the plan view for silt fence and limits of disturbance do not match the line type in the legend. 2. The limits of disturbance should be identified on the south end of the property. St. Pau St. Cloud Rochester Milwaukee Chicago Engineering Planning Innovation City of Oak Park Heights Page 2 M&l Sank September 29 2008 Sheet C -6.0 1 A 1, Verify that the existing public utilities at the north end of the property are shown correctly, including the flow directional arrows. The construction plans for the utility improvements along Got street have been sent to MFRA, Inc. 2. The plans currently show an underground storm water system. Following are the items related to this system: a. The underground system must be a minimum of 10' from any public utilities. b. The plans currently show a gate valve beneath the system. The storm tech system should be revised to account for the gate valve box. c. Insulation shall be placed between the water service and the storage system. d. The storm tech system should be revised to account for the footings of the monument sign, 3. The connection to the public water main shall be shown as a wet tap. Sheet C -9.0 1 A 1. Note 5 for the pedestrian ramp has a call out for either a granite panel or stamped concrete truncated dome. The City will not accept stamped concrete truncated domes, 2. There are several details that are missing information (For example: pavement section details). General Comments Sincerely, 1. The following items still need to be submitted for review: a. Copy of the Approval letter from the Browns Creek Watershed District. b. Storm Sewer Sizing Calculations. c. Verify the need for a MNDOT permit for construction within the right -of -way for utility connections and /or grading within the ditch. If you have any questions or require additional information, please contact me at (651) 604 -4788 or Dennis Postier at (651) 604 -4815. BONESTROO Karen 5. Erickson, P. E, cc: Tom Ozzeilo, Public Works Director Jim Butler, Building Official Scott Richards, City Planner Mark Vierling, City Attorney Mark Anderson, McCombs Frank Roos Associates, Inc. DMP, CWL2 , File -- Bonestroo