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HomeMy WebLinkAboutCity Council Packet 03-28-2017 SpecialCITY OF PLYMOUTH AGENDA SPECIAL COUNCIL MEETING MARCH 28, 2017, 6:00 p.m. MEDICINE LAKE CONFERENCE ROOM 1. CALL TO ORDER 2. TOPICS A. Transit update B. Parking ramp concept plan for Agora Development C. Set future Study Sessions 3. ADJOURN Special Council Meeting 1 of 1 March 28, 2017 rp) City of PEymouth Adding Quoiity to Life To: SPECIAL COUNCIL MEETING Prepared by: March 28, 2017 Reviewed by: Item: Agenda 2A Number: Dave Callister, City Manager Luke Fischer, Administrative Services Director Bus Wrap Request The City of Plymouth received a donation in 2016 from Southwest Transit to wrap one of its Metrolink buses to promote Music in Plymouth. This was the first time the Metrolink fleet was used to promote an event in the community. Staff recently received a request from the Plymouth Civic League (PCL) to wrap a bus in 2017 for the event. The PCL has indicated that it has the funds necessary to fund the project (approximately $6,000), though the request carries a stipulation —to place a foundation logo on the wrap. The City has intentionally avoided advertising on the fleet because there are overarching concerns about content, time necessary to manage advertising contracts, and general brand management. The 2016 Music in Plymouth wrap varied from this past practice — but was not viewed to open these broader questions related to advertising because the event is City sponsored and there were no branding requirements for outside agencies. Staff reached out to other suburban transit providers to determine the amount of revenue that is generated through these advertising ventures. Maple Grove Transit: Maple Grove has an agreement with All Over Media to advertise on two buses for $1,250 per bus per month. All Over Media manages the arrangement with the advertising agency and the City's involvement is capped at collecting rent. Southwest Transit: Southwest Transit makes 15 buses available for advertising at a rent rate of approximately $180,000 annually. A media sales group manages the arrangement with the advertising agencies and which works within Southwest's general parameters. Plymouth staff does not believe this revenue is significant enough to justify the time associated with contract management and potential content concerns. Staff recommends the City Council carefully consider the request and sees three alternative actions the Council could take: Deny the request. This action would be generally consistent with the City's position on Metrolink advertising in the past. Approve the request without outside agency advertising. This action would be consistent with the City's one-time action in 2016 and maintains certain control around Metrolink branding. Approve the request with outside agency advertising. Staff would recommend the Council develop a policy if this alternative were selected to ensure an equal application of advertising in the future. Staff is not seeking formal action — rather feedback from the Council so formal action can be taken, if necessary. Page 1 rp) City of PEymouth Adding 1711y to Life SPECIAL COUNCIL MEETING March 28, 2017 Agenda 2B Number: To: Dave Callister, City Manager Prepared by: Luke Fischer, Administrative Services Director Reviewed by: Item: Agora Parking Ramp Concept Plan As part of the Agora Redevelopment Project, the City has planned to work with the developer to construct an approximate 331 stall parking facility, centrally located on the site. Generally, the parking facility would have 200 stalls dedicated for park and ride use for Metrolink riders, with the balance of the stalls available for retail use at the site. Conceptually, the City would acquire the ramp from the developer at the conclusion of construction — provided it meets certain requirements outlined in a draft purchase agreement. To ensure the City and developer are progressing in a mutually agreeable fashion, the draft purchase agreements requires a number of opportunities for input and feedback by the City Council to the developer. This is intended to ensure the end product meets the City's requirements and the ramp is constructed to certain standards. The City will have the following opportunities for input: - Concept Plans (tonight) - Plans and Specifications (May/June) Construction Documents (May/June) Contract Review (July/August) Site Layout The developer is proposing to use the same site layout as approved in the PUD. General components staff would note are: - Cars will load the facility on the south side of the structure. - The Metrolink bus lane will be located in front of the structure along Lancaster Lane. - The bus lane will provide stacking for 2-3 buses. - Easements will be provided around the site for ingress/egress. - Ramp snow removal is planned for the southwest corner of the structure. Ramp Layout The developer is proposing a similar layout to that presented in the PUD process. General components staff would note are: - Overall stall count has been reduced from 339 to 331. - 200 Park and Ride stalls would be located on the top two floors of the ramp, while the balance would be available for retail use on the ground/main level. - Crossover parking would be available for retail use when the park and ride is out of service. - Ramp would be designed for two electric car charging stations on levels one and two — though this needs to be refined through the development process. - The lobby with an elevator and stairwell is located on the west side of the structure and an additional stairwell is on the east side of the structure. Page 1 Lobby Layout The developer is proposing a modest lobby that is consistent with the site elevations presented during the PUD process. General components staff would note are: - Three level lobby/stairwell. - Glass facade facing Lancaster Lane. - Two restrooms located on the second level of the facility. - The final finish of the lobby orients passengers to the loading area and includes charging stations. Structure Facade The developer is proposing a fagade for the structure that is consistent with the site elevations presented during the PUD process. General components staff would note are: - Generally metal, concrete, and glass front to Lancaster. - All elevations are proposed to have metal paneling for screening. These would be unevenly placed to break up massing. - Conceptually, the ramp would include Metrolink branding on the west and south sides of the structure. - The south wall of the lobby would include an organic feature (vines, other plantings) to break up the look of the structure. Staff recommends that the Council review the concept and provide feedback at the meeting. The engineer for the ramp will be in attendance at the meeting, so Council feedback can be taken into consideration. Attachments: West Elevation Design Report Concept Layout Page 2 Ef IVi W 1 2 3 f 4 5 16 1 2 3 4 5 6 Page 3 _WALKER_ PARKING CONSULTANTS - -- - .61 South Highway11 , Suite 545 Minneapolis 952-595-9116 . 952-595-9518 Fax www.walkerpafking.com ParkingWalker Consultants Engineers, c� i Il II�II■�!�II� NJ Il�ll�ll�_ � ; �•S' �i.'i•�:. � s s- . -- - — — ,l %i'., `� Al, e _ � �1l ' ► ,• �''. _ i l� •.yf. '•p,_�x•q. ,� _ ' • i' '.'MII-'..'x% �Y : i a�• • r�.� <fi %� . �r z _ '�`�.r- . 9�1 : y , slrJa•....• .R.� .a s �"_'";, -. .- ��` ` "� Ifj"Y 1�:•F' 7?. 2 k . r. :y_ _ �-' ��••� , �;' r-Vt •'Ir •.iC - - .. �; - ...-. ". - ��,-■r •fir f`. f Iva i,. �� � •` 1 � ffffffi« •' i ��,.� Y Y ':�-; k _� . l.. �, . * � . a f� a _+k'-, - -'Y: il: , ' e . •- il��j..+l�'�'�: :�.�.." . ' - _ ifk,:Y • ccs .n •tr ', d ,. "''I moz w a % �i .i cii�d. �..•.., �, fffffffffffff�<i.: _ _•,� .,�. -ita 's.. .•.o -'•`i' '1y.:� j� .. _ #7 . "�5•�t?�. �R Ur .r £Fks•d. i " - .:y-. -•1� <a."_ II�II�II�II _ r .a� - .+�'e�'►� - ' T ''x.77 7w�r s-+:�.� s .. P.A .••• ,a..w . `►ir '� Abd i:•.i:..._ :- .'s*�: `► 3 �{ c 1, @ _ �:< ,: —MM,!e�,:.+`��r�l� �- � ��II� X11 i - -- Ilk - - li - .�C': - y - -if.. ` �► `* •1 ms`s .: res- I ...'r....: ' . e :a ' ".�+I !I �{ �'. i! ' ,� n#'• '� ��min�°"�'++�..� _ _ _- I.. - - �' xv. ' _._. ;. _ - ��ji .I[■I � __ g�ll� ■I���I � _ �■III -. II■I[■'II� ll�ll� 1 ORIENTATION NORTH r AGORA PARKING GARAGE Iffffffff■ ffff■■PLYMOUTH• - II�II■II - II■II■II I[ II■I[�__ �I [[■I[ [I■II■II II■I 1SCHEMATIC DESIGN DESCRIPTION ..,JECT NO - , __ __ __ __ __ _ __ __ ...: DRAWN B CHECKED: COPYRIGHTfl 2017. NO PART OF DOCUMENT MAY BE REPRODUCED ANY FORM OR BY ANY MEANS WITHOUTPERMISSION FROM PARKING RAMP ELEVATIONS NEI III I M..W. I 1 1 "06, i 1 2 3 4 5 6 Page 3 PROJECTSITE................................................................................. 1 DESIGN CRITERIA AND CONCEPT .............................................. 1 CIVIL CRITERIA............................................................................... 2 ARCHITECTURAL FEATURES........................................................... 3 STRUCTURAL SYSTEM..................................................................... 3 M/E/P SYSTEMS.............................................................................. 4 FIRE PROTECTION SYSTEM............................................................. 5 PASSIVE SECURITY FEATURES........................................................ 6 CONSTRUCTION COST.................................................................. 6 PROJECT SCHEDULE...................................................................... 6 APPENDIX Schematic Design Drawings TABLE OF CONTENTS Page 4 PROJECT SITE AGORA PARKING RAMP The AGORA Parking Ramp will be located on the southwestern portion of the AGORA Development project in Plymouth, Minnesota. The development will include two hotels, senior housing, office, retail, restaurants, a bank, and a 339 space parking ramp. The project is bounded by US 169, Rockford Road, and Lancaster Lane. Vehicular access to the project site will be from Lancaster Lane on the west. The facility will be constructed on Parcel 6 as defined in the plat map by Bohlen Surveying and Associates. Setbacks will be per PUD development TBD. All civil, site grading, utilities, streets, curb and gutter, sidewalks, stormwater retention, and landscaping will be designed by the site project civil engineer and landscape architect and are not included in this scope. PARKING FACILITY DESIGN CRITERIA AND CONCEPT v An attractive cost effective building facade will be provided as conceptualized in the PUD documents dated 12/08/2016 to conform with the architectural appearance of the development. Patrons utilizing the parking facility will primarily be park and ride patrons (200 spaces) and public parkers (139 spaces). It is anticipated the upper levels be reserved for transit users and the grade level reserved for public parking serving the development. The three level structure will provide approximately 339 parking spaces. Parking will be at 90 degree angle parking with two- way traffic flow for the sloping "park on drive on" bay and 75 degree angle parking with one way traffic flow for the two flat bays. Parking geometry will be Level of Service A-, which is recommended for short term parking such as retail and restaurant, and generous for long term parkers, such as the transit parkers. The park and ride spaces can be utilized by the public during off transit hours. y A stair/elevator tower with a transit waiting lobby area and public restrooms will be provided at the Page 5 southwest side to serve transit riders. Patrons will access the busses on Lancaster Lane. A second stair tower will be provided at the northeast corner of the parking structure to serve as code required egress and provide access to the restaurants and retail. A third stair tower on the southeast corner could be considered as an option, but is not included on the current plans. One hydraulic elevator will be provided at the primary stair/elevator tower. Final layouts for stair/elevator towers will be developed during schematic design. v Vehicular access to the parking ramp will be free in and free out with no parking control equipment. r The parking geometry will conform to LOS A- which will require a parking zoning variance from the City of Plymouth. v Vehicular access to the upper levels will be via "park on drive on" sloping floors with a slope of approximately 6%. GRADING/EARTHWORK The site is relatively flat. The geotechnical report indicates poor subsurface soils. The parking ramp will be required to be supported on a deep foundation system. In addition, the grade level underlying soils may be prone to settlement and some remedial earthwork maybe required. A pile supported grade level was discussed, however, the geotechnical engineer indicated the existing soils would be able to support the parking live loads without significant settlement. Final grade elevations will be set and grading requirements developed as part of the design development phase. EXISTING UTILITIES It is anticipated with the potential for settlement, some of the utilities in the development may be required to be supported on piles. However, the soils in the parking ramp area are thought to be adequate to support the underground utilities without pile supports. The parking ramp utilities will need to be coordinated the with the site CIVIL CRITERIA Page 6 utility supports in the event there is pile supported and soil supported utilities so that a transition can be accommodated. An electrical transformer will be required and will be located during the design development phase. ARCHITECTURAL FEATURES ARCHITECTURAL FEATURES The design approach to this structure will be in conformance with the PUD drawings. The ramp proper will incorporate perforated metal panels as a screening element. These metal panels will be attached to the ramp facade and unevenly spaced vertically. In addition, several large areas on the east elevation will have wall segments of hanging precast panels to allow for possible projection display. The stair/elevator tower will be located at the southwest side of the parking facility. Interior walls will have a painted concrete finish. Exterior walls will likely have significant use of glass curtain walls. The top level northeast stair will have an enclosure for weather protection. STRUCTURAL CONCEPTS The parking structure will be cast -in-place post- STRUCTURAL SYSTEM tensioned (P/T) concrete. v The parking facility slab -on -grade will be concrete. Consideration will be provided for pile supported slab on grade to minimize settlement. The structure consists of three levels, one slab -on - grade and two supported levels. The overall footprint is about 184' by 223'. The structural system shall be classified as a Type II 1 hour system which requires a 1 hour rating for the P/T concrete beams, columns, and P/T concrete slabs. The foundations are expected to be deep foundation system per the geotechnical recommendations. The foundation system will be Page 7 finalized in the design development phase once the soil investigation has been completed. The stair structures and elevator core will be insulated precast concrete panels with precast structural floors. The structure will be independent from the parking ramp structure. The stairs and landings will be metal pan with concrete fill. STORM DRAINS The storm drainage system will drain into the site stormwater system. Stormwater retention will be incorporated within the site stormwater system. Rain leaders from the top level will be connected directly to the storm sewer system. Lower levels may connect either to the storm sewer through a flammable waste trap or the sanitary sewer, depending on city requirements. HVAC HVAC requirements for the parking structure will include heating and air conditioning of the elevator lobby/waiting areas and stairs in the stair elevator tower. The northeast stair will not have any HVAC. Specific requirements and criteria will be further developed during the design development phase. The elevator machine room will be air conditioned, heated and ventilated. A heated platform will be provided for patrons waiting to board the bus. ELECTRICAL SERVICE AND DISTRIBUTION Electrical service for the parking structure will be provided for parking ramp requirements. A transformer for the project will be provided. M/E/P SYSTEMS Page 8 EMERGENCY AND STAND-BY POWER An emergency generator will likely be required. The need for emergency and stand-by power in the parking facility will be confirmed. Emergency lighting for stairs and walkways will be battery - pack units. LIGHTING Parking area lighting will utilize LED fixtures. Lighting levels will be designed to conform to IES standards. Lighting levels for general parking and pedestrian areas will be designed to maintain five foot-candles with a uniformity ratio of 4:1. The lighting systems will also be designed to comply with the International Energy Conservation Code (I ECC). Parking and common area lighting will be controlled from panelboards located in the electrical room. Light fixtures will be circuited so that lighting levels can be varied based upon time of day and usage requirements. Switching will be based upon full illumination, fifty (to be confirmed) percent illumination, and emergency illumination only. Roof lighting will be provided by pole mounted fixtures. Fixture quantities and types shall be selected based upon Illuminating Engineering Society standards and shall utilize high efficiency lamps and ballasts. Poles heights will be selected during the design development phase. Lighting control will be by time clocks and photo cells with local override. TELEPHONE AND COMMUNICATIONS Emergency call box intercoms will be provided. FIRE ALARM AND DETECTION The fire alarm and detection system will be in accordance with city requirements. FIRE PROTECTION SYSTEMS Page 9 Dry standpipe systems within the parking structure will be provided. Class ABC, fire extinguishers will be located where required by the Fire Marshall. The passive security features which will be built into this facility include: ➢ An "open-air" perimeter ➢ Lighting levels with an average illumination of at least 5 foot candles. The top level will have an average illumination level of 4-5 foot candles. ➢ Open visible stair elevator tower ➢ Open lobby area OPINION OF PROBABLE CONSTRUCTION COST The schematic design construction cost estimate will be developed by Weis based on the Schematic Design drawings and report. PROJECT SCHEDULE The project schedule will be developed as project timing and funding is developed and project parking needs are confirmed. Assuming a traditional design -bid -build approach, this project could be completed in 14 months (5 months design, 1 month bidding, and 8 months construction). We offer the following project schedule. TARGET COMPLETION DATES Schematic Design 02/24/17 Design Development Phase 04/01/17 Contract Documents 05/31/17 Bids Received 06/21/17 Contractor Awarded 07/07/17 Start Construction 07/14/17 Substantial Completion 03/28/18 PASSIVE SECURITY FEATURES CONSTRUCTION COST PROJECT SCHEDULE Page 10 AGORA PARKING RAMP BUILDING 9 PLYMOUTH, MINNESOTA PROJECT N O: 21-4254.00 SITE MAP �. WALKER PARKING CONSULTANTS Aichael huber ENGINEERING SCHEMATIC DESIGN SUBMITTAL 02-24-2017 COPYRIGHT © 2016. ALL RIGHTS RESERVED. NO PART OF THIS DOCUMENT MAY BE REPRODUCED IN ANY FORM OR BY ANY MEANS WITHOUT PERMISSION FROM WALKER PARKING CONSULTANTS / ENGINEERS, INC. NOT FOR CONSTRUCTION Page 11 n rl r+ m U) 0 CDI Y L 0 r re, _I L U 7 `L^ VJ I L 0 0] QI C) N IT N U U 0 ^L LL L.1. LA /G I..L N O LO O N r ti r O N M N N Page 15 n n r+ m U) 0 CDI Y L 0 r re, _I L U 7 `L^ VJ I L 0 0] QI C) N IT N U U 0 ^L LL L.1. LA /G I..L N O LO O N r ti r O N M N N Page 16 n n A G r+ LA G^ n N O LO O N O N co N N Page 17 n n A G r+ LA G^ n N O LO O N O N co N N Page 18 n n LA G^ n N O LO O N O N co N N Page 19 n n r+ LA G^ n N O LO O N O N co N N Page 20 75 Q ti 0 ai 0 N 00 N N 1 1 3. Retaining Wall Design a. Design equivalent fluid pressure behind basement type walls laterally supported top and bottom. p= (60* x h + 1/2 q**) b. Design equivalent fluid pressure behind cantilevered retaining walls p=(40* x h + 1/2 q**) c. Coefficient of sliding friction 0.45 p = pressure (psf); h=height (ft); q = surcharge (psf)** = 40 psf @ interior, 150 psf @exterior 4. See Specifications Section of Division 31 for excavation, dewatering and compaction. 5. Foundation shall extend below finished grade 5-0" (minimum; frost depth) 6. Excavation depths indicated on Drawings are to be used for bidding purposes only and are approximate. 7. Before placement of granular fill below slab -on -grade, entire surface shall be proofrolled and observed by testing agency for soft or unstable material. Remove unacceptable material and replace with approved granular fill. CONCRETE Material Properties - Concrete: Total Air Max. Nom F'c psi Max W/C Slump Content Aggregate. at 28 day Ratio Inches ±1.5% Size 1. Cast -in-place concrete a. Footings 4,000 0.45 4 No Test 2" b. Caps 4,000 0.45 4 No Test 2" c. Pile concrete fill 3,000 0.45 4 No Test 3/4" d. Column piers 5,000 0.45 4 5 3/4" e. Grade beams 4,000 0.45 4 5 3/4" f. Columns 5,000 0.45 3* 5 3/4" g. Superstructure slabs,beams 5,000 0.40 3* 7 3/4" h. Walls 4,000 0.45 3* 5 3/4" i. Slab on grade 5,000 0.45 4 6 1" j. Stairs, landings, lobbies 4,500 0.45 4 7 3/4" k. All other 4,000 0.45 4 5 3/4" 2. Precast concrete a. Wall panels 6,000 0.40 ** 5-1/2 3/4" 3. Other Concrete a. Masonry wall grout fill 3,000 N/A 8-10 No Test 3/8" b. NSNS grout 8,000 N/A 0 No Test No. 4 *Prior to adding water reducer. **No slump requirement. #Afer water reducer addition (See Specification Section 316329-2.5.D.3). 4. For additional information regarding Air Entrainment, see Specification Section 033000. 5. All concrete is Normal Weight 145 pcf. Material Properties - Reinforcing and Connection Steel: Fy, psi ASTM 1. Welded bars 60,000 A615* OR 60,000 A706 2. All bars, UN 60,000 A615 3. Prestressing strand 270,000 (fpu) A416 4. Post -tensioning strand 270,000 (fpu) A416 5. Coil bolts and coil rods 65,000 U.N. 6. Welding for steel reinf. bars AWS D1.4 -YY 7. Deformed bar anchors 70,000 A496 8. Headed anchor studs 60,000 (fs) A108 9. Headed/terminator bars 60,000 A970 *with proper reheat per AWS standards. General Notes for Cast -in -Place and Precast Concrete: 1. Column reinforcing shall be continuous, or shall be spliced according to ACI 318 -YY, Section 12.14. 2. Welded wire reinforcement shall be spliced per ACI 318 -YY, Section 12.19. 3. Provide extra reinforcing around all openings, including door openings: two #5 bars all four sides of each opening and extend 2 feet beyond corners of opening. Add two #5 bars 4 feet long as diagonal bars at each corner. 4. Where shown hooked,P 9 provide standard 90 degree bar hooks unless noted otherwise. 5. When reinforcement is lap spliced, provide Class B splice typical, unless noted otherwise. See details for splice locations. 6. Slab -on -grade reinforcement shall be #3 @ 18 in. o.c., ew, placed 2 in. clear from top of slab. 7. Macro -fibers may be substituted for #3 bars in slab -on -grade if accepted in writing by Engineer. See Specification Section 033000 for products and dosage rates. 8. Provide a 3/4 inch chamfer on all exposed corners of concrete. Top edges of walls may be tooled. 9. Provide control/construction joints as shown on the Drawings. For more information, see Specification Section 033000. 10. All inserts and coil rods shall be Galvanized. See Specifications Section 033000 for more information. 11. Do not place backup bars for P -T anchor plates in contact with plates. Allow one inch between anchor plate and rebar. 12. Do not bundle more than two slab tendons in a single bundle without prior written acceptance by Engineer. Anchorages for each bundle shall be spaced,center to center, a minimun of 8 inches apart. 13. For shoring calculations, account for construction loads and assume that beams and slabs below will support a live load of 40 psf when concrete reaches its 28 day compressive strength. 14. For post -tensioning, stress slab tendons parallel to beams first, then tendons perpendicular to beams, then strees beams, and then stress girders. Do not change order of stressing. 15. Stripping of forms shall be in accordance with Specification Section 033000. Shore beams to stressed tiers below as required. 16. All plates or inserts required for connections to post -tensioned members shall be cast into post - tensioned member. Use of power propelled fasteners or drilled -in anchors is prohibited, unless accepted in writing by Engineer. 17. P/C embed shop drawings must be approved and embedded items installed where required prior to placing concrete. Additional Notes for Precast Concrete: 1. Parking Structure contract Drawings are based on performance type design for precast fagade. An integral part of this Project is preparation of final Design Drawings, Design Calculations, and Shop Drawings necessary for fabrication and construction of all precast fagade components and required accessories in accordance with all code and design requirements. See Specification Section 034100 for more requirements. 2. Provide all openings, reveals, drips, blockouts, inserts, etc., cast into precast according to Architectural, Mechanical and Electrical Drawings. Coordinate exact sizes and locations with respective Contractor. 3. Provide 2 #4 L bars minimum (3'-0" legs) at each corner of precast panels. 4. See Drawings for protection of embedded metals. 5. Structure is designed for its final service condition. Contractor shall be responsible for piece design to withstand handling and erection forces, and bracing as required to assure structural stability during construction. Bracing must remain in place until final stability is achieved through realization of required cas-in-place concrete strength. See structural details. 6. Minimum additional load factor of 1.2 shall be used for design of all fagade connections unless superseded by seismic requirements of applicable building code. See specifications section 034100 for more information. C Additional notes for bonded post -tensioning: 1. Prestressing Steel a. Prestressing steel: 1/2" diameter, 7 -wire, low relaxation strand for prestressed concrete manufactured in accordance with ASTM A416 -grade 270. 1. Assumed nominal area 0.153 sq. in. 2. Assumed modulus of elasticity 28,500 ksi 3. Guaranteed ultimate tensile strength 41.3 kips 4. Max. temporary jacking force 33.0 kips 5. Maximun anchoring force 28.9 kips 2. Anchorages a. Anchorages and bearing plates: meet minimum requirements set forth in ACI standard building code requirements for reinforced concrete (ACI -318 -YY). 1. Materials: 2. wedges 121-14 3. Bearing Plate ductile cast iron, grade 65/45/12 4. Anchorhead ductile cast iron, grade 80/55/06 5. Trumpet pp black 6. Grout Cap pp black 7. Grout Cap Gasket kraton G-2076-100-0 (shell) 8. Recess Former hdpe black 9. Halfshell polypropylene "Eltex PRS210" 10. Halfshell Gasket santoprene 11. 42/19 flat duct pp b. Place bearing plates perpendicular to tendon path and shim as necessary. c. Grout fittings and attachments: standard plastic pipe or flexible plastic tubing at installer's option. d. Additional reinforcing steel required for anchorage blockouts and bursting grids; grade 60 unless otherwise noted. All bursting reinforcement; furnished by general contractor. 3. Tendon Fabricatoin and Shipment a. Tendons fabricate with sufficient length beyond edge form to allow stressing, a minimum length of twelve inches (12") at each stressing end required. b. Tendons cut to length at jobsite from bulk coils. Remove and completely replace excessively damaged duct not repaired. c. With each shipment, send a list of materials indicating: total number of strand coils, duct coils, components, equipment, etc. upon receipt of the material and equipment shipment. Receiver shall verify quantities are in agreement with shipping lists and shall notify shipper of any shortages. d. Order materials in such sequence and quantity to allow shipping in full truckloads. e. Use nylon sling to prevent damage to the materials during handling. Materials and equipment at jobsite to prevent theft, deterioration from weather, etc. 4. Tendon Placement a. Place strands, ducts, and bearing plates according to quantity and spacing shown on placing drawings. b. General contractor: provide sufficient end form bulk -heads for fastening anchors, attach bearing plates, and drill forms for extending strands through as required by contract documents. General contractor: provide all necessary shimming required to insure that bearing plates are placed perpendicular to tendon path. c. Coordinate non -prestressed placement of reinforcement with placement of post -tensioning tendons. Proper tendon placement has priority. d. Provide sufficient support steel (size and spacing as indicated on placement drawings). These bars are used to prevent lateral and vertical movement of tendons during concrete placement. e. Firmly secure all support steel and post -tensioning tendons in forms to obtain dimensions and locations shown on placing drawings. f. Place concrete in such a manner as to ensure that alignment of post -tensioning tendons remains unchanged. Make special provisions to ensure proper vibration of concrete around post -tensioning anchorages. g. Tendons may be shifted to avoid slab obstructions a distance of 1/2 the given tendon spacing. Total space between any given tendons shall not exceed 8 x slab thickness or 5-0". Ensure that tendons are held straight when moved. No lateral curvature allowed. 5. Tendon Stressing a. Base calculated elongations upon friction calculations in accordance with ACI 318 -YY. Assumed friction coefficients: mu= 0.15, k= 0.0035. b. Proper alignment of the anchor and jacking equipment is mandatory during all stressing operations. c. Indicate tendons stressed from one end only on placing drawings. Tendons stressed from both ends shall not be stressed from both ends simultaneously. These tendons may have more elongation at one end than at opposite end. Wedge seating will normally occur in two - end pull at end opposite to that being stressed, which must be accounted for in total measured elongation. d. If jobsite conditions warrant, location of fixed anchorage may be reversed with stressing end location. Notify P -T supplier and Structural Engineer of all such changes. 1. Stressing Procedure a. Remove pocket formers (pocket formers are reusable), install anchor head and wedges. Insert wedges side by side into each wedge cavity (do not remove oily film from wedges). b. Inspect ram and pump for loose screws, fittings, electrical connections or connections and tighten if necessary. Check jack grippers to ensure they are clean and aligned properly, check nosepiece and seating plunger for excessive wear. Place ram on strand. c. Stress to required jacking force/gage pressure. d. Retract ram and remove from strand. e. Measure elongation from face of concrete to pre -marked datum point on the strand and record. f. Promptly submit stressing records to engineer of record. Upon approval of the elongations, stressing tails may be removed by specified means within 3/4" to 1-1/4" of face of anchorhead. g. Install grout cap to prepare for grouting. 6. Sealing Anchorage Recesses a. Coat anchorage recesses with approved bonding agent and drypack flush with face of concrete: we non -shrink, non -corrosive, non-metallic grout. This procedure shall be the responsibility of General Contractor. b. Grout tube may be extended through the drypack material or tendon may be grouted prior to sealing anchorage recesses. c. Grout mix: 1. 94 lbs. Cement type 1/11 2. Additives per P -T specifications Concrete Protection for Reinforcement: 1. Specified concrete protection for reinforcement shall be per ACI 318 -YY, Section 7.7. 2. For prestressed and non -prestressed reinforcement in prestressed/precast concrete members, specified concrete protection at top members shall be 1-1/2 inches consistent with ACI 362.1 R- 12, "Guide for the Design of Durable Parking Structures." 3. For prestressed and non -prestressed reinforcement in cast -in-place, post -tensioned concrete, specified concrete protection shall be as follows: Concrete Cover (Inches) a. Slab top reinforcement 2 b. Slab bottom reinforcement 3/4 c. Beam top reinforcement, UN 3 d. Beam stirrups at sides and bottom of beam 1-1/2 e. Beam stirrups at top of beam 2-1/2 f. Column ties 1-1/2 g. Footing top reinforcement 2 h. Footing bottom and side reinforcement 3 i. Wall reinforcement #5 bar and smaller 1 1/2 j. Wall reinforcement #6 bar and large 2 k. Drilled pier/pier cap 3 I. Piles/piles cap 3 E Epoxy Coating for Reinforcement and Anchors: 1. Epoxy coat the following: a. Top slab reinforcement in supported slabs. b. Support bars for top supported slab reinforcement. c. Upper #4 bar continuous at slab P/T anchors at construction joints only. d. All reinforcement at pour strips. e. All P/T anchors and couplers. 2. For additional information regarding epoxy coating, see Specification Section 033000. CONCRETE MASONRY Material Properties: 1. Compressive strength of masonry, fm = 2000 psi. 2. Mortar type "M" or "S". General Concrete Masonry Notes: 1. Provide dowels between foundations and walls equal to size and spacing of vertical wall reinforcing, unless noted otherwise. 2. Minimum reinforcement for masonry wall subject to bumper loads shall be #5 @ 8 in. o.c. for a height of 2 feet 8 inches above floor and grout all block cores solid up to 2 feet 8 inches above floor. Minimum reinforcement for masonry walls not subject to bumper loads shall be #4 @ 48" o.c. plus one #4 verticals at corners, edges of openings, and ends of walls. Grout block cells with reinforcement full. 3. In masonry walls, provide 8in. -wide bond beam lintels reinforced with two #5 bars continuous unless shown otherwise on Drawings. Concrete block for three courses directly below bond beam bearing and extending out at an angle of 45 degrees shall be solid block or shall be grouted solid, unless noted otherwise. 4. Provide control joints in masonry walls at 20 ft. on center maximum or as noted on Drawings. STRUCTURAL STEEL Fy, psl ASTM A. Structural Shapes 1. W -shapes 50,000 A992 2. M -shapes, S -shapes, HP -shapes, 36,000 A36 channels, angles B. Hollow Structural Sections 1. All shapes 50,000 A1085 C. Steel Pipes 35,000 A53 GR. B D. Pipe Piles 45,000 A252 GR. 3 E. Structural Plates and Bars 36,000 A36 F. Bolts 1. 1/2" dia. to 1" dia., UN 92,000 A325 2. 1-1/8" dia. to 1-1/2" dia. UN 81,000 A325 G. Anchor Rods 36,000 F1554 GR. 36 H. Welding Electrodes E70?? AWS D1.1 -YY I. General Structural Steel Notes 1. Lintels shall have a minimum end bearing on masonry of 8 inches, but not less than 1 inch of such bearing for each foot of opening. MISCELLANEOUS A. For exact sizes and locations of mechanical and electrical items and openings, consult respective subcontractors. B. See specifications for additional information. C. Inserts called out on Drawings shall be as designated below for diameters indicated. Nomenclature is for Dayton/Richmond Concrete Accessories. No. 1. 1/2 inch diameter, Type B-16 2. 3/4 inch diameter, Type F-56, 2 Strut 3. 1 inch diameter, Type F-56, 2 Strut 4. 1-1/4 inch diameter, Type F-58 4 Strut 5. Provide coil bolts and rods with necessary penetration into inserts to develop full strength per manufacturer's recommendations. D. Post -Installed Anchors 1. Post -installed anchors shall only be used where shown on the Construction Documents. The Contractor shall obtain approval from the Engineer -of -Record prior to installing post - installed anchors in place of missing or misplace cast -in-place anchors. Care shall be taken in placing post -installed anchors to avoid conflicts with existing rebar. Holes shall be drilled and cleaned in accordance with the manufacturer's written instructions. Substitution request, for installation other than those shown, shall be submitted by the Contractor to the Engineer - of -Record along with calculations that are prepared and sealed by a registered professional engineer. The calculations shall demonstrate that the substituted product is capable of achieving the pertinent equivalent performance values (minimum) of the specified product using the appropriate design procedure and/or standard(s) as required by the building code. See Specification Section 03300. a. Concrete Anchors 1. Mechanical anchors for use in cracked and uncracked concrete shall have been tested and qualified for use in accordance with ACI 355.2 and ICC -ES AC 193. 2. Adhesive anchors for use in cracked and uncracked concrete shall have been tested and qualified for use in accordance with ACI 355.4 as modified by ICC -ES AC308. b. Masonry Anchors 1. Anchorage to Solid -Grouted Concrete Masonry a. Mechanical and concrete screw anchors for use in solid -grouted concrete masonry shall have been tested and qualified for use in accordance with ICC - ES AC01 or AC106, respectively. b. Adhesive anchors for use in solid -grouted concrete masonry shall have been tested and qualified for use in accordance with ICC -ES AC58. E. DO NOT SCALE THE DRAWINGS E �4WALKER PARKING CONSULTANTS 1660 South Highway 100, Suite 545 Minneapolis MN 55416 952.595.9116 Ph 952.595.9518 Fax www.walkerparking.com Walker Parking Consultants / Engineers, Inc. WE 0 ORIENTATION 1' AGORA PARKING RAMP BUILDING 9 PLYMOUTH MINNESOTA 102/24/20171 SCHEMATIC DESIGN PACKAGE MARK I DATE DESCRIPTION ISSUE: PROJECT NO: 21-4254.00 DRAWN BY: Author CHECKED BY: Checker COPYRIGHT @ 2017. ALL RIGHTS RESERVED. NO PART OF THIS DOCUMENT MAY BE REPRODUCED IN ANY FORM OR BY ANY MEANS WITHOUT PERMISSION FROM WALKER PARKING CONSULTANTS / ENGINEERS, INC. SHEET TITLE: GENERAL NOTES S-001 Page 21 CONSTRUCTION 1. Construction shall be in accordance with all applicable Federal, State of MINNESOTA, and City of PLYMOUTH codes and ordinances (IBC 2012) including fire codes. 2. This structure is classified as an open parking structure, occupancy Group S-2, and as construction Type II, Unprotected, Non -Combustible. 3. Contractor shall check all plans, sections, and details drawn on Structural Drawings for compatibility with Architectural Drawings. Structural Drawings show only structural elements of parking structure. Discrepancies, if any, shall be reported to Engineer for clarification or before proceeding with work. Cadjustments DESIGN LOADS (All loads are service loads unless noted) Description Load Roof, (stair/elevator towers) 20 psf 1. Supported parking and drive areas 40 psf unreduced **Minimum reduced live load shown. 32 psf unreduced Actual reduced live load to be per applicable Building Code equations considering tributary area 2. Concentrated wheel load (on 4.5" x 4.5" area) 3,000 lbs 3. Bumper impact, on 1 -ft sq, 18" & 27" (not concurrently) above finished floor 6,000 lbs Slabs on grade 40 psf Stairs, landings, and lobbies 100 psf Elevator machine room 150 psf 4. Snow loads a. Ground snow load (Pg) 25 psf b. Flat roof snow load (Pf) 21 psf c. Minimum snow load (Ps,min) 30psf d. Snow exposure factor (Ce) 1.0 e. Snow load importance factor (Is) 1.0 f. Roof thermal factor (Ct) 1.2 5. Wind Design Criteria a. Basic wind speed (3 -second gust) 127 mph (ultimate) b. Wind load importance factor(lw) 1.0 c. Wind exposure B d. Internal pressure coefficient ±0.18 e. Components and cladding See Specifications 6. Seismic Design Criteria a. Seismic importance factor (le) 1.0 b. Spectral response acceleration for short period (Ss) 0.213g c. Spectral response acceleration for 1 -second period (S1) 0.069g d. Site class D e. Design spectral response acceleration for short period (SDs) 0.227g f. Design spectral response acceleration for 1 -second period (SD1) 0.110g g. Seismic design category B h. Resisting system in east -west direction 1. Basic structural system Intermediate reinforced concrete moment frames 2. Design base shear (V) 266k (ultimate) 3. Seismic response coefficient (Cs) 0.028 4. Response modification factor (R) 5 5. Deflection amplification factor (Cd) 4-1/2 6. Analysis procedure Equivalent Lateral Force as per ASCE 7- 10 Section 12.8 i. Resisting System in north -south direction 1. Basic structural system Building frame system - ordinary reinforced concrete shear walls 2. Design base shear (V) 266k (ultimate) 3. Seismic response coefficient (Cs) 0.028 4. Response modification factor (R) 5 5. Deflection amplification factor (Cd) 4-1/2 6. Analysis procedure Equivalent Lateral EForce as per ASCE 7- 10 Section 12.8 7. Mechanical, Electrical, Plumbing (Dead Load) 3 psf 8. Per PCI Design Handbook (7th Edition) a. Design temperature differential 50° F b. Annual average ambient relative humidity 70% 9. Fire ratings, conforming to MNL -124-89 and STM E119 are as follows: OR one hour. Structural Element Hours Provided Hours Required a. Post -tensioned concrete slabs 1 0 b. Post -tensioned concrete beams 1 0 c. Concrete columns 2 2 d. Concrete walls 2 2 e. Stair/ elevator towers 2 2 f. Bridges 0 0 10. Future Expansion a. This parking facility is OR is not deigned for future expansion. 1. Horizontal expansion to the north OR south OR east OR west, same height, construction and bay dimensions as present structure. 2. Vertical expansion for an additional F levels, same construction as present. 11. Existing Construction a. Field verify all existing elevations, dimensions, and conditions shown on drawings before any material fabrication and erection or concrete placement for new construction. Immediately report all discrepancies to Engineer. FOUNDATION WORK 1. Foundations, retaining walls, basement walls, foundation drainage and slabs on grade have /- been designed in accordance with recommendations of Braun Intertec, Report Number B1609618, dated January 4th, 2017. For more information see sections of Specification Division 31. 2. Foundation Design Description Allowable Load a. Spread footings net 1500 psf b. Strip footing net 1500 psf c. Pipe Piles 50 Ton 1 3. Retaining Wall Design a. Design equivalent fluid pressure behind basement type walls laterally supported top and bottom. p= (60* x h + 1/2 q**) b. Design equivalent fluid pressure behind cantilevered retaining walls p=(40* x h + 1/2 q**) c. Coefficient of sliding friction 0.45 p = pressure (psf); h=height (ft); q = surcharge (psf)** = 40 psf @ interior, 150 psf @exterior 4. See Specifications Section of Division 31 for excavation, dewatering and compaction. 5. Foundation shall extend below finished grade 5-0" (minimum; frost depth) 6. Excavation depths indicated on Drawings are to be used for bidding purposes only and are approximate. 7. Before placement of granular fill below slab -on -grade, entire surface shall be proofrolled and observed by testing agency for soft or unstable material. Remove unacceptable material and replace with approved granular fill. CONCRETE Material Properties - Concrete: Total Air Max. Nom F'c psi Max W/C Slump Content Aggregate. at 28 day Ratio Inches ±1.5% Size 1. Cast -in-place concrete a. Footings 4,000 0.45 4 No Test 2" b. Caps 4,000 0.45 4 No Test 2" c. Pile concrete fill 3,000 0.45 4 No Test 3/4" d. Column piers 5,000 0.45 4 5 3/4" e. Grade beams 4,000 0.45 4 5 3/4" f. Columns 5,000 0.45 3* 5 3/4" g. Superstructure slabs,beams 5,000 0.40 3* 7 3/4" h. Walls 4,000 0.45 3* 5 3/4" i. Slab on grade 5,000 0.45 4 6 1" j. Stairs, landings, lobbies 4,500 0.45 4 7 3/4" k. All other 4,000 0.45 4 5 3/4" 2. Precast concrete a. Wall panels 6,000 0.40 ** 5-1/2 3/4" 3. Other Concrete a. Masonry wall grout fill 3,000 N/A 8-10 No Test 3/8" b. NSNS grout 8,000 N/A 0 No Test No. 4 *Prior to adding water reducer. **No slump requirement. #Afer water reducer addition (See Specification Section 316329-2.5.D.3). 4. For additional information regarding Air Entrainment, see Specification Section 033000. 5. All concrete is Normal Weight 145 pcf. Material Properties - Reinforcing and Connection Steel: Fy, psi ASTM 1. Welded bars 60,000 A615* OR 60,000 A706 2. All bars, UN 60,000 A615 3. Prestressing strand 270,000 (fpu) A416 4. Post -tensioning strand 270,000 (fpu) A416 5. Coil bolts and coil rods 65,000 U.N. 6. Welding for steel reinf. bars AWS D1.4 -YY 7. Deformed bar anchors 70,000 A496 8. Headed anchor studs 60,000 (fs) A108 9. Headed/terminator bars 60,000 A970 *with proper reheat per AWS standards. General Notes for Cast -in -Place and Precast Concrete: 1. Column reinforcing shall be continuous, or shall be spliced according to ACI 318 -YY, Section 12.14. 2. Welded wire reinforcement shall be spliced per ACI 318 -YY, Section 12.19. 3. Provide extra reinforcing around all openings, including door openings: two #5 bars all four sides of each opening and extend 2 feet beyond corners of opening. Add two #5 bars 4 feet long as diagonal bars at each corner. 4. Where shown hooked,P 9 provide standard 90 degree bar hooks unless noted otherwise. 5. When reinforcement is lap spliced, provide Class B splice typical, unless noted otherwise. See details for splice locations. 6. Slab -on -grade reinforcement shall be #3 @ 18 in. o.c., ew, placed 2 in. clear from top of slab. 7. Macro -fibers may be substituted for #3 bars in slab -on -grade if accepted in writing by Engineer. See Specification Section 033000 for products and dosage rates. 8. Provide a 3/4 inch chamfer on all exposed corners of concrete. Top edges of walls may be tooled. 9. Provide control/construction joints as shown on the Drawings. For more information, see Specification Section 033000. 10. All inserts and coil rods shall be Galvanized. See Specifications Section 033000 for more information. 11. Do not place backup bars for P -T anchor plates in contact with plates. Allow one inch between anchor plate and rebar. 12. Do not bundle more than two slab tendons in a single bundle without prior written acceptance by Engineer. Anchorages for each bundle shall be spaced,center to center, a minimun of 8 inches apart. 13. For shoring calculations, account for construction loads and assume that beams and slabs below will support a live load of 40 psf when concrete reaches its 28 day compressive strength. 14. For post -tensioning, stress slab tendons parallel to beams first, then tendons perpendicular to beams, then strees beams, and then stress girders. Do not change order of stressing. 15. Stripping of forms shall be in accordance with Specification Section 033000. Shore beams to stressed tiers below as required. 16. All plates or inserts required for connections to post -tensioned members shall be cast into post - tensioned member. Use of power propelled fasteners or drilled -in anchors is prohibited, unless accepted in writing by Engineer. 17. P/C embed shop drawings must be approved and embedded items installed where required prior to placing concrete. Additional Notes for Precast Concrete: 1. Parking Structure contract Drawings are based on performance type design for precast fagade. An integral part of this Project is preparation of final Design Drawings, Design Calculations, and Shop Drawings necessary for fabrication and construction of all precast fagade components and required accessories in accordance with all code and design requirements. See Specification Section 034100 for more requirements. 2. Provide all openings, reveals, drips, blockouts, inserts, etc., cast into precast according to Architectural, Mechanical and Electrical Drawings. Coordinate exact sizes and locations with respective Contractor. 3. Provide 2 #4 L bars minimum (3'-0" legs) at each corner of precast panels. 4. See Drawings for protection of embedded metals. 5. Structure is designed for its final service condition. Contractor shall be responsible for piece design to withstand handling and erection forces, and bracing as required to assure structural stability during construction. Bracing must remain in place until final stability is achieved through realization of required cas-in-place concrete strength. See structural details. 6. Minimum additional load factor of 1.2 shall be used for design of all fagade connections unless superseded by seismic requirements of applicable building code. See specifications section 034100 for more information. C Additional notes for bonded post -tensioning: 1. Prestressing Steel a. Prestressing steel: 1/2" diameter, 7 -wire, low relaxation strand for prestressed concrete manufactured in accordance with ASTM A416 -grade 270. 1. Assumed nominal area 0.153 sq. in. 2. Assumed modulus of elasticity 28,500 ksi 3. Guaranteed ultimate tensile strength 41.3 kips 4. Max. temporary jacking force 33.0 kips 5. Maximun anchoring force 28.9 kips 2. Anchorages a. Anchorages and bearing plates: meet minimum requirements set forth in ACI standard building code requirements for reinforced concrete (ACI -318 -YY). 1. Materials: 2. wedges 121-14 3. Bearing Plate ductile cast iron, grade 65/45/12 4. Anchorhead ductile cast iron, grade 80/55/06 5. Trumpet pp black 6. Grout Cap pp black 7. Grout Cap Gasket kraton G-2076-100-0 (shell) 8. Recess Former hdpe black 9. Halfshell polypropylene "Eltex PRS210" 10. Halfshell Gasket santoprene 11. 42/19 flat duct pp b. Place bearing plates perpendicular to tendon path and shim as necessary. c. Grout fittings and attachments: standard plastic pipe or flexible plastic tubing at installer's option. d. Additional reinforcing steel required for anchorage blockouts and bursting grids; grade 60 unless otherwise noted. All bursting reinforcement; furnished by general contractor. 3. Tendon Fabricatoin and Shipment a. Tendons fabricate with sufficient length beyond edge form to allow stressing, a minimum length of twelve inches (12") at each stressing end required. b. Tendons cut to length at jobsite from bulk coils. Remove and completely replace excessively damaged duct not repaired. c. With each shipment, send a list of materials indicating: total number of strand coils, duct coils, components, equipment, etc. upon receipt of the material and equipment shipment. Receiver shall verify quantities are in agreement with shipping lists and shall notify shipper of any shortages. d. Order materials in such sequence and quantity to allow shipping in full truckloads. e. Use nylon sling to prevent damage to the materials during handling. Materials and equipment at jobsite to prevent theft, deterioration from weather, etc. 4. Tendon Placement a. Place strands, ducts, and bearing plates according to quantity and spacing shown on placing drawings. b. General contractor: provide sufficient end form bulk -heads for fastening anchors, attach bearing plates, and drill forms for extending strands through as required by contract documents. General contractor: provide all necessary shimming required to insure that bearing plates are placed perpendicular to tendon path. c. Coordinate non -prestressed placement of reinforcement with placement of post -tensioning tendons. Proper tendon placement has priority. d. Provide sufficient support steel (size and spacing as indicated on placement drawings). These bars are used to prevent lateral and vertical movement of tendons during concrete placement. e. Firmly secure all support steel and post -tensioning tendons in forms to obtain dimensions and locations shown on placing drawings. f. Place concrete in such a manner as to ensure that alignment of post -tensioning tendons remains unchanged. Make special provisions to ensure proper vibration of concrete around post -tensioning anchorages. g. Tendons may be shifted to avoid slab obstructions a distance of 1/2 the given tendon spacing. Total space between any given tendons shall not exceed 8 x slab thickness or 5-0". Ensure that tendons are held straight when moved. No lateral curvature allowed. 5. Tendon Stressing a. Base calculated elongations upon friction calculations in accordance with ACI 318 -YY. Assumed friction coefficients: mu= 0.15, k= 0.0035. b. Proper alignment of the anchor and jacking equipment is mandatory during all stressing operations. c. Indicate tendons stressed from one end only on placing drawings. Tendons stressed from both ends shall not be stressed from both ends simultaneously. These tendons may have more elongation at one end than at opposite end. Wedge seating will normally occur in two - end pull at end opposite to that being stressed, which must be accounted for in total measured elongation. d. If jobsite conditions warrant, location of fixed anchorage may be reversed with stressing end location. Notify P -T supplier and Structural Engineer of all such changes. 1. Stressing Procedure a. Remove pocket formers (pocket formers are reusable), install anchor head and wedges. Insert wedges side by side into each wedge cavity (do not remove oily film from wedges). b. Inspect ram and pump for loose screws, fittings, electrical connections or connections and tighten if necessary. Check jack grippers to ensure they are clean and aligned properly, check nosepiece and seating plunger for excessive wear. Place ram on strand. c. Stress to required jacking force/gage pressure. d. Retract ram and remove from strand. e. Measure elongation from face of concrete to pre -marked datum point on the strand and record. f. Promptly submit stressing records to engineer of record. Upon approval of the elongations, stressing tails may be removed by specified means within 3/4" to 1-1/4" of face of anchorhead. g. Install grout cap to prepare for grouting. 6. Sealing Anchorage Recesses a. Coat anchorage recesses with approved bonding agent and drypack flush with face of concrete: we non -shrink, non -corrosive, non-metallic grout. This procedure shall be the responsibility of General Contractor. b. Grout tube may be extended through the drypack material or tendon may be grouted prior to sealing anchorage recesses. c. Grout mix: 1. 94 lbs. Cement type 1/11 2. Additives per P -T specifications Concrete Protection for Reinforcement: 1. Specified concrete protection for reinforcement shall be per ACI 318 -YY, Section 7.7. 2. For prestressed and non -prestressed reinforcement in prestressed/precast concrete members, specified concrete protection at top members shall be 1-1/2 inches consistent with ACI 362.1 R- 12, "Guide for the Design of Durable Parking Structures." 3. For prestressed and non -prestressed reinforcement in cast -in-place, post -tensioned concrete, specified concrete protection shall be as follows: Concrete Cover (Inches) a. Slab top reinforcement 2 b. Slab bottom reinforcement 3/4 c. Beam top reinforcement, UN 3 d. Beam stirrups at sides and bottom of beam 1-1/2 e. Beam stirrups at top of beam 2-1/2 f. Column ties 1-1/2 g. Footing top reinforcement 2 h. Footing bottom and side reinforcement 3 i. Wall reinforcement #5 bar and smaller 1 1/2 j. Wall reinforcement #6 bar and large 2 k. Drilled pier/pier cap 3 I. Piles/piles cap 3 E Epoxy Coating for Reinforcement and Anchors: 1. Epoxy coat the following: a. Top slab reinforcement in supported slabs. b. Support bars for top supported slab reinforcement. c. Upper #4 bar continuous at slab P/T anchors at construction joints only. d. All reinforcement at pour strips. e. All P/T anchors and couplers. 2. For additional information regarding epoxy coating, see Specification Section 033000. CONCRETE MASONRY Material Properties: 1. Compressive strength of masonry, fm = 2000 psi. 2. Mortar type "M" or "S". General Concrete Masonry Notes: 1. Provide dowels between foundations and walls equal to size and spacing of vertical wall reinforcing, unless noted otherwise. 2. Minimum reinforcement for masonry wall subject to bumper loads shall be #5 @ 8 in. o.c. for a height of 2 feet 8 inches above floor and grout all block cores solid up to 2 feet 8 inches above floor. Minimum reinforcement for masonry walls not subject to bumper loads shall be #4 @ 48" o.c. plus one #4 verticals at corners, edges of openings, and ends of walls. Grout block cells with reinforcement full. 3. In masonry walls, provide 8in. -wide bond beam lintels reinforced with two #5 bars continuous unless shown otherwise on Drawings. Concrete block for three courses directly below bond beam bearing and extending out at an angle of 45 degrees shall be solid block or shall be grouted solid, unless noted otherwise. 4. Provide control joints in masonry walls at 20 ft. on center maximum or as noted on Drawings. STRUCTURAL STEEL Fy, psl ASTM A. Structural Shapes 1. W -shapes 50,000 A992 2. M -shapes, S -shapes, HP -shapes, 36,000 A36 channels, angles B. Hollow Structural Sections 1. All shapes 50,000 A1085 C. Steel Pipes 35,000 A53 GR. B D. Pipe Piles 45,000 A252 GR. 3 E. Structural Plates and Bars 36,000 A36 F. Bolts 1. 1/2" dia. to 1" dia., UN 92,000 A325 2. 1-1/8" dia. to 1-1/2" dia. UN 81,000 A325 G. Anchor Rods 36,000 F1554 GR. 36 H. Welding Electrodes E70?? AWS D1.1 -YY I. General Structural Steel Notes 1. Lintels shall have a minimum end bearing on masonry of 8 inches, but not less than 1 inch of such bearing for each foot of opening. MISCELLANEOUS A. For exact sizes and locations of mechanical and electrical items and openings, consult respective subcontractors. B. See specifications for additional information. C. Inserts called out on Drawings shall be as designated below for diameters indicated. Nomenclature is for Dayton/Richmond Concrete Accessories. No. 1. 1/2 inch diameter, Type B-16 2. 3/4 inch diameter, Type F-56, 2 Strut 3. 1 inch diameter, Type F-56, 2 Strut 4. 1-1/4 inch diameter, Type F-58 4 Strut 5. Provide coil bolts and rods with necessary penetration into inserts to develop full strength per manufacturer's recommendations. D. Post -Installed Anchors 1. Post -installed anchors shall only be used where shown on the Construction Documents. The Contractor shall obtain approval from the Engineer -of -Record prior to installing post - installed anchors in place of missing or misplace cast -in-place anchors. Care shall be taken in placing post -installed anchors to avoid conflicts with existing rebar. Holes shall be drilled and cleaned in accordance with the manufacturer's written instructions. Substitution request, for installation other than those shown, shall be submitted by the Contractor to the Engineer - of -Record along with calculations that are prepared and sealed by a registered professional engineer. The calculations shall demonstrate that the substituted product is capable of achieving the pertinent equivalent performance values (minimum) of the specified product using the appropriate design procedure and/or standard(s) as required by the building code. See Specification Section 03300. a. Concrete Anchors 1. Mechanical anchors for use in cracked and uncracked concrete shall have been tested and qualified for use in accordance with ACI 355.2 and ICC -ES AC 193. 2. Adhesive anchors for use in cracked and uncracked concrete shall have been tested and qualified for use in accordance with ACI 355.4 as modified by ICC -ES AC308. b. Masonry Anchors 1. Anchorage to Solid -Grouted Concrete Masonry a. Mechanical and concrete screw anchors for use in solid -grouted concrete masonry shall have been tested and qualified for use in accordance with ICC - ES AC01 or AC106, respectively. b. Adhesive anchors for use in solid -grouted concrete masonry shall have been tested and qualified for use in accordance with ICC -ES AC58. E. DO NOT SCALE THE DRAWINGS E �4WALKER PARKING CONSULTANTS 1660 South Highway 100, Suite 545 Minneapolis MN 55416 952.595.9116 Ph 952.595.9518 Fax www.walkerparking.com Walker Parking Consultants / Engineers, Inc. WE 0 ORIENTATION 1' AGORA PARKING RAMP BUILDING 9 PLYMOUTH MINNESOTA 102/24/20171 SCHEMATIC DESIGN PACKAGE MARK I DATE DESCRIPTION ISSUE: PROJECT NO: 21-4254.00 DRAWN BY: Author CHECKED BY: Checker COPYRIGHT @ 2017. ALL RIGHTS RESERVED. NO PART OF THIS DOCUMENT MAY BE REPRODUCED IN ANY FORM OR BY ANY MEANS WITHOUT PERMISSION FROM WALKER PARKING CONSULTANTS / ENGINEERS, INC. SHEET TITLE: GENERAL NOTES S-001 Page 21 m U) 0 I c L 0 LA_ _I U 7 rL^ VJ I p 0 Q LO N N U CD O 97 Page 24 m U) 0 I c L 0 LA_ _I U 7 rL^ VJ I p 0 Q LO N N U CD O 97 Page 25 m U) 0 I c L 0 LA_ _I U 7 rL^ VJ I p 0 Q LO N N U CD O 97 Page 26 z G Q M M O 6'1 ti O N 00 N N Page 27 rp)City of Plymouth Adding Quality to Life SPECIAL COUNCIL MEETING March 28, 2017 Agenda 2C Number: To: Mayor and Council Prepared by: Dave Callister, City Manager Reviewed by: Item: Set Future Study Sessions Pending Study Session Topics (at least 3 Council members have approved the following study items on the list): • HOA turnover and stormwater drainage between plats Other Council requests for Study Session Topics: None at this time. Staff's requests for Study Sessions: The following study sessions be scheduled for the 2018-2019 Budget, Financial Plan, and CIP: • May 23 at 5:30 p.m.: Financial Plan and budget goals • August 15 at 6:00 p.m.: Budget and CIP • August 22 at 5:30 p.m.: Budget and CIP • August 29 at 6:00 p.m.: Budget and CIP (if needed) • November 14 at 5:30 p.m.: Budget Other requests: • EDA — meeting with brokers • Northwest Greenway—trailheads on Peony Lane (currently on hold) Page 1 r�ity Plymouth Adding Quality to Life April 2017 Page 2 1 2 3 4 5 6 7 8 7:00 PM 6:00 PM - 9:00 PM 9:00 AM - 1:00 PM PLANNING Plymouth Home Plymouth Home COMMISSION Expo Expo MEETING Plymouth Creek Plymouth Creek Council Chambers Center Center 9 10 11 12 13 14 15 5:30 PM SPECIAL COUNCIL 7:00 PM MEETING ENVIRONMENTAL Plymouth Creek Center QUALITY Feasibility study COMMITTEE (EQC) Medicine Lake Room MEETING 7:00 PM Medicine Lake Room REGULAR COUNCIL Council Chambers 16 17 18 19 7:00 PM 20 21 22 PLANNING 5:00 PM 11:00 AM COMMISSION Primavera Primavera MEETING Opening Reception Exhibit Open Et Awards Ceremony Plymouth Creek Council Chambers Plymouth Creek Center Center 4:30 PM -7:00 PM Open Book Meeting Medicine Lake Room 231imAM 24 25 26 27 28 29 5:30 PM Primavera JOINT COUNCIL/ED 7:00 PM Exhibit Open MEETING HOUSING AND 6:30 PM Workforce, Senior and REDEVELOPMENT Primavera/Literary Night Plymouth Creek; Affordable Housing AUTHORITY (HRA) Center Medicine Lake Room MEETING 7:00 PM REGULAR COUNCIL Medicine Lake Room X3O MEETING Council Chambers Page 2 r�ity Plymouth Adding Quality to Life May 2017 Page 3 1 2 3 4 5 6 6:00 PM 7:00 PM Walk with the PLANNING Mayor COMMISSION Plymouth Creek MEETING Center Council Chambers 7 8 9 5:30 PM 10 11 12 13 SPECIAL COUNCIL 7:00 PM 7:00 PM Kids Garage Sale MEETING ENVIRONMENTAL PARK Et REC Plymouth Creek Lodging Tax QUALITY ADVISORY Center Medicine Lake Room COMMITTEE (EQC) COMMISSION 7:00 PM MEETING (PRAC) MEETING REGULAR COUNCIL Medicine Lake Room Council Chambers MEETING Council Chambers 14 15 16 17 18 19 20 7:00 PM PLANNING 10:00 AM - 2:00 PM COMMISSION Bark in the Park MEETING Hilde Performance Council Chambers Center 21 22 23 24 25 26 27 7:00 PM 7:00 PM REGULAR COUNCIL HOUSING AND MEETING REDEVELOPMENT Council Chambers AUTHORITY (HRA) MEETING Medicine Lake Room 28 29 30 31 MEMORIAL DAY CITY OFFICES CLOSED Page 3 r�ity Plymouth Adding Quality to Life June 2017 Page 4 1 2 3 4 5 6 7 8 9 10 7:00 PM 7:00 PM PLANNING PARK It REC COMMISSION ADVISORY MEETING COMMISSION Council Chambers (PRAC) MEETING Plymouth Creek Center 11 12 13 14 15 16 17 7:00 PM 7:00 PM REGULAR COUNCIL ENVIRONMENTAL MEETING QUALITY Council Chambers COMMITTEE (EQC) MEETING Medicine Lake Room 18 19 20 21 22 23 24 7:00 PM 7:00 PM 9:00 AM - 11:00 AN PLANNING HOUSING AND Music in Plymouth COMMISSION REDEVELOPMENT 5K Run/Walk MEETING AUTHORITY (HRA) Hilde Performance Council Chambers MEETING Center Medicine Lake Room 29 30 25 26 27 28 7:00 PM REGULAR COUNCIL MEETING Council Chambers Page 4 r�ity Plymouth Adding Quality to Life July 2017 Page 5 1 2 3 4 5 6 7 8 5:30 PM - 10:30 PM INDEPENDENCE Music in Plymouth DAY Hilde Performance Center CITY OFFICES CLOSED 9 10 11 12 13 14 15 7:00 PM ENVIRONMENTAL QUALITY COMMITTEE (EQC) MEETING Medicine Lake Room 16 17 18 19 20 21 22 7:00 PM PLANNING COMMISSION MEETING Council Chambers 26 27 28 29 7:00 PM 7:00 PM REGULAR HOUSING AND COUNCIL MEETING REDEVELOPMENT X3Y25 Council Chambers AUTHORITY (HRA)MEETING Medicine Lake Room Page 5 r�ity Plymouth Adding Quality to Life August 2017 Page 6 1 2 3 4 5 7:00 PM 5:30 PM - 8:30 PM PLANNING Kids Fest COMMISSION Hilde MEETING Performance Center Council Chambers 6 7 8 9 10 11 12 7:00 PM 7:00 PM REGULAR COUNCIL ENVIRONMENTAL MEETING QUALITY Council Chambers COMMITTEE (EQC) MEETING Medicine Lake Room 13 14 15 16 17 18 19 7:00 PM PLANNING COMMISSION MEETING Council Chambers 20 21 22 23 24 25 26 7:00 PM 7:00 PM REGULAR COUNCIL HOUSING AND MEETING REDEVELOPMENT Council Chambers AUTHORITY (HRA) MEETING Medicine Lake Room 27 28 29 30 31 Page 6 r� City of Plymouth Adding Quality to Life September 2017 Page 7 1 2 3 4 5 6 7 8 9 7:00 PM PLANNING LABOR DAY COMMISSION MEETING CITY OFFICES Council Chambers CLOSED 10 11 12 13 14 15 16 7:00 PM 7:00 PM 7:00 PM 4:00 PM - 8:00 PM REGULAR COUNCIL ENVIRONMENTAL PARK Et REC ADVI- Best of the West MEETING QUALITY SORY Local Business Council Chambers COMMITTEE (EQC) COMMISSION Sampler MEETING (PRAC) Hilde Performance Medicine Lake Room MEETING Center Park Maintenance 17 18 19 20 21 22 23 7:00 PM 10:30 AM - 3:00 PM PLANNING Plymouth on Parade COMMISSION Celebration MEETING City Center Area Council Chambers 24 25 26 27 28 29 30 7:00 PM 7:00 PM REGULAR COUNCIL HOUSING AND MEETING REDEVELOPMENT Council Chambers AUTHORITY (HRA) MEETING Medicine Lake Room Page 7 r�ity Plymouth Adding Quality to Life October 2017 1 2 3 4 5 6 7 6:30 PM 7:00 PM Volunteer PLANNING Recognition Event COMMISSION Plymouth Creek MEETING Center Council Chambers 8 9 10 11 12 13 14 7:00 PM 7:00 PM 7:00 PM REGULAR COUNCIL ENVIRONMENTAL PARK £t REC MEETING QUALITY ADVISORY Council Chambers COMMITTEE (EQC) COMMISSION MEETING (PRAC) MEETING Medicine Lake Room Plymouth Ice Center 15 16 17 18 19 20 21 7:00 PM PLANNING COMMISSION MEETING Council Chambers 22 23 24 25 26 27 28 7:00 PM 7:00 PM REGULAR COUNCIL HOUSING AND MEETING REDEVELOPMENT Council Chambers AUTHORITY (HRA) MEETING Medicine Lake Room 29 30 31 26 27 28 29 6:00 PM - 8:30 PM Halloween at the Creek Plymouth Creek Center Page 8 r�ity Plymouth Adding Quality to Life November 2017 Page 9 1 2 3 4 7:00 PM PLANNING COMMISSION MEETING Council Chambers 5 6 7 8 9 10 11 7:00 PM ENVIRONMENTAL QUALITY COMMITTEE (EQC) VETERANS DAY MEETING Observed Medicine Lake Room CITY OFFICES CLOSED 12 13 14 15 16 17 18 7:00 PM 7:00 PM REGULAR PLANNING Plymouth Arts Fair COUNCIL MEETING COMMISSION Plymouth Council Chambers MEETING CreekCenter Council Chambers 19 20 21 22 23 24 25 Plymouth Arts Fair THANKSGIVING THANKSGIVING Plymouth Creek Observed Center CITY OFFICES CLOSED CITY OFFICES CLOSED 26 27 28 29 30 7:00 PM REGULAR COUNCIL. MEETING Council Chambers Page 9 r�ity Plymouth Adding Quality to Life December 2017 Page 10 1 2 3 4 5 6 7 8 9 7:00 PM PLANNING 2:00 PM - 5:00 PM COMMISSION Old Fashioned MEETING Christmas Council Chambers Plymouth Creek Park 10 11 12 13 14 15 16 7:00 PM 7:00 PM ENVIRONMENTAL 7;00 PM REGULAR COUNCIL QUALITY COMMITTEE (EQC) PARK 8 REC MEETING MEETING ADVISORY Council Chambers Council Chambers COMMISSION (PRAC) MEETING 7:00 PM Council Chambers CHARTER COMMISSION MEETING Medicine Lake Room 17 18 19 20 21 22 23 7:00 PM PLANNING CHRISTMAS EVE COMMISSION Observed MEETING Council Chambers CITY OFFICES CLOSED AT NOON 2425 26 27 28 29 30 CHRISTMAS DAY 7:00 PM HOUSING AND CITY OFFICES REDEVELOPMENT 31 CLOSED AUTHORITY (HRA) 6:00 PM - 9:00 PM MEETING New Years Eve Medicine Lake Room Event Plymouth Ice Center Page 10