47PA0319R0052_-__Phase_1_DOS_Garage_Request_for_Proposal_Final.pdf

Phase 1 – Request For Qualifications 47PA0319R0052

DOS Parking Structure North Charleston, SC

Request for Qualifications

Solicitation No. 47PA0319R0052

Design-Build (Bridging) Services

For the Parking Structure for the

Department of State (DOS)

Charleston Center (Naval Base)

Phase I

Technical Submittal

Prepared by:

U.S. General Services Administration

Public Buildings Service

Special Projects Division

TABLE OF CONTENTS

PART I: Project Narrative Pages 1-40

1.0 Project Description

1.2 Project Goals & Objective

1.3 Project Approach

1.4 Narratives

PART II: Solicitation/clauses - Document: DB201A-SB Pages 41-56

PART I - PROJECT NARRATIVE

Project Narrative

Project Name: DOS Parking Structure

Building Address: Charleston Center (Naval Base)

Dyess Avenue North Charleston, SC 29405

Contracting: GSA PBS Special Programs Division (SPD) Office of Project Delivery Office of Design and Construction

1 PROJECT DESCRIPTION

The United States Department of State (DOS) and the United States General Services Administration (GSA) entered into a Memorandum of Agreement whereby the GSA will provide services to DOS to construct a new parking structure at the CRC complex Charleston S.C. Services provided will include design-build construction with 35% Drawings (bridging documents) of approximately 431,000 SQ FT Parking Structure in Charleston, South Carolina. The project will house 1,326 parking stalls in a 7 level parking structure. For pricing purposes, the base scope of work will be floors one through five and floor six and seven will each be an option. The purpose of the project is to meet the current and future parking requirements of DOS on a site previously used by as surface parking.

1.1 Project Type

This is a New Construction project, as further defined in the Facility Standards for the Public Buildings Service.

1.2 Project Goals and Objectives

GOALS:

Provide the best value to the GSA’s customer agencies and the American taxpayer.

Design and construct safe, productive, and attractive value engineered parking structure.

Complete design and construction operations in an efficient and effective manner —keeping projects on time and on budget to the furnished schedule.

Ensure that projects respond positively to national urban and environmental policies.

OBJECTIVES:

Complete all work within the current authorized budget.

Complete all work in the most cost-effective manner possible while maximizing the Government’s return on investment; Value Engineering (VE) will be required to be explored by the Design/build firm in the design phase.

Avoid delays in project execution and the consequent adverse impacts to the budgets and operations of building occupants and the GSA.

Provide a facility that effectively accommodates current and long-term DOS parking space needs of tenants and enhances their ability to accomplish their respective missions in the work place.

Complete all construction in a manner that insures the effective performance of all building structure and systems from construction acceptance through the end of each system’s life cycle.

1.3 Project Delivery Approach

This project will be accomplished with a Design/Build Contractor (DB) designing and constructing the project. A Construction Manager as agent (CMa) contract will be used to provide quality assurance of both the design and construction efforts, including the accomplishment of building commissioning oversight, and partnering facilitation. The CMa will also be responsible for subcontracting a Commissioning Agent (CXa) and the DB will be responsible for having a commissioning team.

1.4 NARRATIVES:

Civil o Site Preparation

System Description

General System Requirements o Site Improvements

System Description

General System Requirements o Site Civil Utilities

System Description

General System Requirements

Structural Foundation Design o Project Description o Basis of Design o Structural Design Criteria

Parking and Structural o Parking Functional o Structural (Superstructure only) o Waterproofing (Parking / Structural)

HVAC and Plumbing o HVAC

Codes

Scope o Plumbing

Electrical o Main Service o Lighting o Power o Grounding / Lightning Protection

Fire Protection and Fire Alarm o Fire Protection and Fire Alarm

Manual Dry Standpipe System

Fire Alarm System o Design Criteria

Manual Dry Standpipe System

Manual Dry Standpipe System Products and Materials o Fire Alarm System

Fire Detection and Alarm System Description

Fire Alarm System Occupant Notification

NARRATIVE - SITE / CIVIL / LANDSCAPE

Site Preparation

System Description

The site preparation system consists of site clearing, demolition, salvage, relocation, earthwork, and erosion control system installation, as necessary to ready the site for other work associated with the project.

General System Requirements

An existing conditions plan of the existing site has been performed. This is a compiled drawing showing topographic survey information modified to represent site improvements and modifications currently under construction, but not complete as of the date of this solicitation. Prior to starting work, physically verify the location of all existing utilities and obtain all additional survey data required to provide a quality final design.

The Contractor shall commission the services of a geotechnical engineer registered as a Professional Engineer. The geotechnical engineer shall be experienced with soil conditions in the region where the project site is located.

Subsurface soil information, including a geotechnical report, are included in other portions of this RFP. This information is included for the Contractor’s information only.

The data included in this RFP are intended for proposal preparation and preliminary design only. Contractor shall perform, at his expense, such subsurface exploration, investigation, testing, and analysis as his Designer of Record deems necessary for the final design and construction of the structure foundations.

A registered Professional Engineer shall provide inspection of excavations and soil/groundwater conditions throughout construction. The Engineer shall be responsible for performing pre-construction and periodic site visits throughout construction to assess site conditions. The Engineer, with the concurrence of the Contractor and the Contracting Officer, shall update the excavation, sheeting, shoring and dewatering plans as construction progresses to reflect actual site conditions and shall submit the updated plan and a written report (with professional stamp) at least monthly informing the Contractor and Contracting Officer of the status of the plan and an accounting of Contractor adherence to the plan; specifically addressing any present or potential problems. The Engineer shall be available to meet with the Contracting Officer at any time throughout the contract duration. The Contractor shall bear all costs of the

Engineer.

The Site Plan provided is for the Contractor’s use only as a 35% Design level of the envisioned project scope and its function. The Contractor and his Design Team will be entirely responsible for the completion of the design of the facility and its site infrastructure. The Contractor and Design Team may make minor modifications to the site infrastructure as needed to finalize the design, but may not modify or change the building location without the expressed written approval of the Owner via the Contracting Officer.

Minimize the impact of construction activity on operations and neighboring facilities.

Identify and obtain all permits to comply with all federal, state, and local regulatory requirements associated with this work. Contractor shall determine correct permit fees and pay said fees. Copies of all permits and permit applications shall be forwarded to the Government’s Civil Reviewer and Environmental Reviewer.

Refer to Site Analysis and Building Requirements Sections for additional site preparation functional program information.

SITE CLEARING

Clearing

The project site does is mostly paved asphalt parking area with landscaped islands and perimeter. These landscaped areas contain trees of various species, but is not densely wooded. Burning will not be allowed.

Tree Removal

The trees on the project site shall be selectively removed, as indicated, only as required to accommodate the construction of the approved infrastructure and buildings.

Stump Removal

Tree removal shall also include all tree stumps to be removed in their entirety. Grinding of stumps is not an acceptable removal process.

Grubbing

All tree roots 2 inch diameter and larger, of trees removed, shall be grubbed and removed.

Selective Thinning

The remaining trees within the project limits that are to remain, shall be pruned of dead or damaged limbs and thinned of excessive or sucker growth by a licensed arborist to promote good tree health.

Debris Disposal

All demolished material, rubbish and debris generated by this project shall be hauled off-site and off station by the Contractor.

Site Demolition & Relocations

There are no items on the existing site indicated or specified to be salvaged or relocated due to demolition work.

Aboveground Site Demolition

Demolish the existing asphalt paved parking area, curbs, gutters, and light fixtures, and other appurtenances indicated within the project limits as required to accommodate the construction and connection of the new parking facilities and utility connections.

Preserve the following underground site elements: Existing site sanitary sewer main under jurisdiction of North Charleston Sewer District(NCSD); existing storm drainage piping and structures indicated, as required to accommodate offsite drainage areas crossing the site; landscape irrigation system mains and zone laterals serving areas outside the project limits; fiber optic communications system. Utilities shall remain in-place and undisturbed, except where new service connections are required.

Utilities shall not be abandoned in place. All utilities and conduits identified or determined to be demolished shall be removed within the bounds of the project limits and the ends terminated as required by the standards of each utility provider or owner of the system.

Remove existing utility structures in their entirety.

Utility Relocation

Comply with the requirements of the utility provider concerning the utility relocation.

SITE EARTHWORK

Grading

Finish floor elevations for new parking garage structure shall be as indicated. All earthwork operations shall be performed in accordance with the specification Section 31 2000, “Earth Moving.”

Soil Treatment

Treat the area around the entire foundation of each building for termite control in accordance with manufacturer’s instructions.

Shoring

Shoring shall be required only where depth of excavation and/or proximity to existing structures and foundations require shoring to prevent undermining or trench collapse.

Shoring requirements, if required, will be designed by a Registered Engineer, in accordance with Section 31 5000, Excavation Support and Protection.”

Temporary Dewatering

Temporary dewatering shall be provided where subsurface data indicates that the existing ground water table is of such a level that it will impair the installation of foundations, structures, or utilities at the design depths. Provide as required for the construction of the project. All dewatering activities shall be in accordance with the approved storm water pollution prevention plan (SWPPP) and the SCDHEC Best Management Practices Standards Manual for erosion and sediment control. All dewatering discharge lines shall have appropriate filters and controls preventio9n of soil and sediment discharges. Comply with Section 31 22319, “Dewatering.”

Temporary Erosion & Sediment Control

Construct temporary measures, including, but not limited to, filter barriers, silt fences, inlet protection, construction entrance, temporary seeding, permanent grassing, as required to reduce erosion and prevent sedimentation of existing and new storm water structures and pipelines. Temporary erosion control measures must comply with, at a minimum, but not necessarily limited to, the requirements of specification Section 01 5713, “Temporary Erosion Control”, but must be specifically designed to accommodate the particular needs and scope of the project requirements.

Comply with the requirements of the North Charleston Public Works Storm Water MS4 Design Guide and erosion control requirements; South Carolina Department of Environmental Control (SCDHEC) and the South Carolina Erosion Control and Sediment Reduction Act.

The Contractor shall develop, as part of the project site storm water design, a construction Storm Water Pollution Protection Plan, SWPPP, meeting all of the requirements, and in full conformance with the South Carolina DHEC NPDES General Permit for Stormwater Discharge from Large and Small Construction Activities, SCR

100000; and the North Charleston Public Works MS4 Stormwater Management Regulations.

Contractors are required to complete a Notice of Intent (NOI) for stormwater discharges from construction activities (DHEC Form 2617 dated 10/2012) in accordance with the requirements from the NPDES General Permit SCR10000 (Construction General Permit (CGP))and the Municipal Separate Storm Sewer System (MS4) NPDES permit, SCR030000. Coordinate directly with the North Charleston Public Works Storm Water MS4 Office; Contact person is Ms. Merry Barton, PE, (843-745-1026) for submittals and permit submittal procedures. Coordinate with the Contracting Officer for the appropriate names and information needed for execution of the NOI form. The Primary Permittee will be Department of State. The permit will be signed on Section VI by the Designated Person for Department of State at the time of application. The storm water pollution prevention and sediment and erosion control measures for each project should be designed to satisfy the requirements of the SCDHEC Standards for Stormwater Management and Sediment Reduction, the NPDES CGP, and the City of North Charleston MS4 Storm Water Regulations.

Notice of Termination (NOT) is required at the end of all permitted projects for proper close-out and termination of the permit, after final stabilization has been completed, and all terms of the initial permit have been met.

Site Improvements

The site improvements system consists of pavements and pavement related features, landscaping and other exterior site development work related to this project.

General Systems Requirements

Provide site improvements as required to make a useable facility that meets functional and operational requirements

Provide site improvements in conformance with applicable requirements of the Uniform Federal Accessibility Standards.

Identify and obtain all permits to comply with all federal, state, and local regulatory requirements associated with this work. Contractor shall determine correct permit fees and pay said fees. Copies of all permits, and permit applications shall be forwarded to the Government’s Civil Reviewer.

Minimize the impact of construction activity on operations and neighboring facilities.

Locate new site improvements at locations indicated on the drawings in another part of this RFP. If specific locations are not provided, site the improvements to develop appropriate and positive relationships with other facilities and to conform to existing development patterns.

Vehicular Pavements

The proposed building will be located within the limits of the existing vehicular parking lot pavements. A large portion of the existing pavements, curbs and interior infrastructure will have to be demolished to accommodate the new building and its foundation construction. This includes the surrounding pavements needed for continued surface parking vehicle circulation and for the structured parking ingress and egress points. The perimeter pavements will be re-constructed at new grades as needed to accommodate the entry drives and provide positive drainage of the surface pavements that blends well the existing grades and drainage patterns. New vehicular pavements will be asphaltic concrete flexible paving system with perimeter concrete curbs and gutter to match the existing.

Flexible pavements (asphaltic concrete) shall meet the SCDOT standards for hot-mixed asphaltic concrete intermediate (binder) course and hot-mixed asphaltic concrete surface course Thicknesses shall be determined by the Civil Engineer Designer of Record, but surface course shall not be less than 2 inches thick.

Roadways

The project scope does not include construction of new roadways. But, if existing roadways require patching or repair due to damage during construction, or to patch due to a utility crossing, comply with the requirements in specification Section 32 1216 Asphalt Paving; the asphaltic concrete surface course material shall meet the requirements of the SCDOT for hot mix asphalt Type B, per specification Section 32 1216, “Asphalt Paving.”

Parking Lots

Parking lot construction shall include either the modification of an existing surface parking lot or construction of new surface parking to replace that demolished or damaged during construction of this facility. New surface parking construction and existing surface parking repair shall be in accordance with the following requirements:

o Bases and Sub-bases

Crushed concrete, crushed aggregate, or crushed limestone meeting specified gradation for aggregate base or subbase courses may be used, as specified in Section 32 1123, “Aggregate Base Course.”

o Curbs & Gutters

Provide concrete curb and gutter with a minimum 6 inch high curb and a 12 inch wide gutter around all new parking lots and access drives, as indicated. Concrete for construction of curb and gutters shall be minimum compressive strength of 3000 psi. Where new drives tie into existing roads or adjacent parking areas that also have curb and gutter, tie new curb and gutter into the existing. Where there is no existing curb and gutter at the connection point, taper the last 5 feet of curbing down to gutter grade and terminate the curb and gutter no more than 10 feet from the tie-in location or edge of the existing road.

Comply with the requirements specified in Section 32 1623, “Concrete Sidewalks Curbs and Gutters.”

o Marking & Signage

Provide permanent and temporary markings (pavement, curb and object), signage (regulatory, warning, handicap parking, and guidance) and other traffic control devices as required to facilitate proper utilization of the parking areas.

Provide pavement markings, including crosswalks to match existing.

Comply with the requirements specified in Section 32 1724, “Pavement Markings.”.

Provide signage to match existing.

Provide temporary pavement markings and signage to meet phasing requirements. Provide temporary signage in accordance with the

MUTCD.

o Resurfacing

Provide resurfacing of existing asphalt pavement, where indicated or damaged during course of work, by milling of existing surface course and installation of new bituminous overlay. Minimum thickness of overlay will be 1-1/2 inches. Provide adequate bituminous tack coat as specified in Section 32 1216, “Asphalt Paving.”

Pedestrian Paving

The new structured parking facility will have three pedestrian access points; two on the south side adjacent to Dyess Avenue and one on the north end adjacent to South Hobson Avenue. These pedestrian access points will be connected to the existing site pedestrian walkway system utilizing Portland cement concrete walks and dedicated pedestrian crosswalks.

All new pedestrian access doors and walks will be incompliance with ADA regulations for slope and dimension. Pedestrian pavements will be designed as 4” thick Portland cement concrete, minimum 28-day compressive strength of 3000 psi. Comply with the requirements specified in Section 32 1623, “Concrete Sidewalks Curbs and Gutters.”

Landscaping

The perimeter of the new parking structure will have green space areas that are to be landscaped to match the existing plant types and schemes as the existing parking lot.

The focus will be on low maintenance types of plants, trees and shrubs. New trees, shrubs and ornamentals shall be planted in general accordance with the Landscaping Plan. The planting patterns and species indicated match the general planting scheme and pattern as the surrounding campus area. The final landscape planting design may vary from the indicated plan with the approval of the Owner for final plant selection.

Conform with specification Section 32 9300, “Plants.”

All areas disturbed by construction and not designated to be paved, shall be stabilized with landscaping surfaces in the form of planting beds, mulching beds, or turf grass.

Turf grass shall match the existing adjacent lawn areas. Conform with the requirements in specification Section 32 9223 “Sodding.”

Guarantee all landscaping for a period of one year after final acceptance of the project.

Provide complete landscaping maintenance, including routine mowing, as specified in Section 32 0530, “Landscape Maintenance.

Irrigation Systems

A permanent automatic landscape irrigation system will be required for the planted areas within the project limits. Comply with the requirements specified in Section 32 8400, “Landscape Irrigation.”

Site Civil Utilities

The site civil utility systems include water supply systems, sanitary sewer systems, storm drainage systems, and associated appurtenances which are more than 5 feet outside the building.

General System Requirements

Develop the site to provide water, fire protection, sanitary sewer, storm drainage, heating, and cooling services that meet the requirements of each applicable regulatory agency that governs and issues permits for the construction and operation of these systems.

Provide each system complete and ready for operation.

Physically verify the location of existing above and below ground utilities prior to starting work.

Identify and obtain all permits to comply with all federal, state, and local regulatory requirements associated with this work. Contractor shall determine correct permit fees and pay said fees. Copies of all permits, and permit applications, shall be forwarded to the Government’s Civil Reviewer.

Minimize the impact of construction activity on facility operations and neighboring facilities.

Utility connection points have been determined on a preliminary basis. Each utility system operator will have the final determination of the actual final location. All known existing utilities are indicated on drawings in another part of this RFP. Obtain final approvals from the utility owner/operator having jurisdiction over the utility being extended or tapped. Coordinate with the local utility providers and pay any fees or charges required to connect to their utility.

WATER SUPPLY

Potable Water Distribution

There is no proposed domestic water facilities in the structure, except convenience hose bibs (wall hydrants) will be provided around the perimeter of the new structure via a new water service. The existing water system serving the project site is owned, operated, and maintained by the Charleston Water System (CWS). This new water service will be provided via a new service tap from and existing Charleston Water Systems (CWS) 12” water main located on South Hobson Avenue, including a new backflow preventer and water meter.

The Contractor shall be responsible for all required design and coordination of the new water line improvements. Provide a copy of all correspondence with the utility provider to the Government’s Civil/Mechanical Reviewer.

Provide connection to the existing water distribution system indicated on the drawings in another part of this RFP.

The Contractor will be responsible for obtaining current hydrant flow tests on the existing water system from the utility provider, CWS. Provide all required application and test request forms and testing fees required by the utility. CWS charges $200 for each flow test performed.

Fire Protection Water Distribution

The scope of work does include the construction of a new Fire Protection/Suppression Sprinkler system for this structure. However, the system will be a dry standpipe system without a direct water service connection. A remotely located fire department connection is to be provided along Hobson Avenue with pipe connection to the fire riser standpipe system. For service to this new FDC, a new fire hydrant will also be installed on the south side of Hobson Avenue, connected to the 12” water main. All work associated with the new fire hydrant, hydrant leader, and connection to the existing main shall be coordinated and to the standards of the Charleston water System (CWS).

Comply with the requirements of specification Section 33 1113, “Water Distribution Piping.” Sanitary

Sewer

There is an existing North Charleston Sewer District (NCSD) 18” sanitary sewer main along the south end of the new parking structure that is approximately 15 feet deep. The new facility does not have a domestic wastewater drain system as there are no toilet facilities in the building. However, there will be mechanical spaces and elevator sump pits that will require drain lines and effluent pump discharge lines to service these areas.

These types of drains must discharge into the sanitary sewers. The sump discharges will be combined into a single pipe, pretreated for oily contaminants using a NCSD approved oil water separator, and metered prior to connection into the receiving manhole.

Provide connection to the existing sanitary sewer collection system at the point indicated on the drawings in another part of this RFP.

Comply with the requirements specified in Section 33 3300, “Sanitary Sewers.”

Storm Sewer

The existing storm sewer system serving the project site is owned, operated, and maintained by the federal government in coordination with the State Redevelopment Authority (RDA). Provide new storm sewer system as required to properly serve the project site and new improvements. Provide storm inlets to receive storm water runoff at design low points as needed to prevent ponding or damage to the surrounding terrain or new infrastructure.

Protect existing piping indicated to remain from damage during construction.

The site will be graded as needed to accommodate the new building and maintain the existing site drainage system.

Parking Structure roof drains will be discharged via direct ties into the existing and modified storm sewer system on site. Water quality control will continue to be provided by the existing operating structure in the northeastern corner of the property.

The Contractor and his Civil Designer of Record shall be responsible for preparing and submitting the final storm water design with all supporting calculations and reports to the local and State storm water jurisdictional authority for required permitting, in coordination with the requirements specified in the paragraph entitled “Temporary Erosion and Sediment Control.”

All storm drainage piping and structures shall be designed and constructed in accordance with the specified requirements of specification Section 33 4100, “Storm Drainage Piping.”

Erosion & Sediment Control Measures

Comply with requirements of the paragraph entitled “Temporary Erosion and Sediment Control” and specification Section 01 5713, “Temporary Erosion Control.”

Storm water Management

The Contractor is responsible for the managing all storm water generated on site during construction, and for permanent storm water management devices installed as part of the design.

The existing parking lot has two discharge points via existing “Stormceptor” water quality control devices. As the roof area of this new parking structure is comparable to the existing asphalt being demolished, no changes are anticipated in either the water quantity or water flow rate from the site or the building. Therefore no new storm water management facility is anticipated for this project.

NARRATIVE - STRUCTURAL FOUNDATION DESIGN

Project Description

The proposed Department of State parking structure consists of a multi-level parking facility. The new building construction will be framed utilizing precast concrete slabs, beams and columns. All new construction will comply with the requirements of the International Building Code, 2012.

The project site is located in Charleston, SC, within the old Charleston Navy Yard.

Basis of Design:

General

Design: The new parking structure superstructure is assumed to be framed utilizing precast concrete slabs, beams and columns. Foundations are to be precast-prestressed concrete piles. The first floor grade level slab is to be structurally supported by the pile and grade beam foundation system.

Foundations

A deep foundation system of 14-inch square precast-prestressed concrete piles driven to a minimum depth of 70’ below the existing grade elevation is to be used to support grade beams, columns, and the first floor slab. Assumed allowable Pile Capacity is 60 tons.

Due to the liquefaction potential of the soil at the site and the resultant potential for down-drag forces on the piles, the allowable superimposed load to the piles is assumed to be 55 tons. The estimated uplift capacity of the piles is 25 kips, and the estimated lateral capacity is 10 kips.

Slab-on-Grade

The building typical slab-on-grade should consist of a minimum 8-inch thick slab flat plate slab supported by the pile and grade beam foundation. The first floor slab is to be designed for a superimposed dead load of 20 psf and a live load of 100 psf.

Structural Design Criteria

Codes and Standards

Facilities Standards for the Public Buildings Service (PBS-P100, 2014) ICC 2012 International Building Code “Minimum Design Loads for Buildings and Other Structures” (ASCE 7-10) GSA Progressive Collapse Analysis and Design Guidelines (June 2003) “Building Code Requirements for Structural Concrete” (ACI 318-11.)

“Building Code Requirements for Masonry Structures” (ACI

530-11.) Design Criteria for New Construction:

Risk Category: II

Live Loads:

First Floor Corridors, Lobbies, Exits, Stairs 100 psf

Corridors above the First Floor 100 psf Mechanical Rooms 150 psf

Roof/Snow Loads:

Minimum Roof Load 20 psf Ground Snow Load, Pg 5 psf Flat Roof Snow Load, Pf 3.5 psf Snow Exposure Factor, Ce 1.0 (Partially

Exposed) Snow Load Importance Factor, Is 1.0 Thermal Factor, Ct 1.0

Wind Loads:

Ultimate Wind Speed, Vult 150 mph Nominal Wind Design Speed, Vasd 116 mph Wind Exposure Category C Surface Roughness C Risk Category II Building is in Wind-Borne Debris Region

Earthquake Loads:

Spectral Acceleration for Short Period, Ss 1.209 Spectral Acceleration for 1-second Period, S1 0.387 Risk Category II

Seismic Importance Factor, Ie 1.0 Site Class E Design Spectral Response Acceleration, Sds 0.730

Design Spectral Response Acceleration, Sd1 0.630

Seismic Design Category D Seismic Support of Nonstructural Components:

Architectural, mechanical and electrical components must be braced for the seismic forces required in ASCE 7-10. Components include but are not limited to suspended ceilings, partitions, mechanical equipment, ductwork, piping, conduit, etc. All component attachments and braces will be assigned a component importance factor, Ip, of 1.0 except components which must function for life-safety purposes after an earthquake such as fire protection sprinkler systems, egress stairways and elevators used for egress, which will be assigned an Ip of 1.5.

Materials

Cast-in-place concrete (general): f’c = 4000 psi Concrete, footings: f’c = 3000 psi Concrete, frost, foundation, basement walls: f’c = 4000 psi Concrete, slabs on grade: f’c = 4000 psi Concrete, slabs on metal deck: f’c = 3500 psi Reinforcing steel: ASTM A 615, Grade 60 Vapor retarder: 10 mil reinforced

NARRATIVE – PARKING AND STRUCTURAL DESIGN

Parking Functional

Geometrics o Schematic parking functional layout been provided. These drawings illustrate what shall be the base option for the Design-Build Proposal, but minor adjustments to the functional design may also be presented for consideration.

o Parking Garage shall be a three-bay layout with 90-degree parking (18’-0” long minimum) and two-way drive aisles as indicated in the drawings.

o Typical parking stall widths shall be 8’-6” minimum. Accessible stalls are to be 8’-0” wide with code required access aisles.

o Two park-on ramps shall be provided as indicated in the drawings.

o A minimum of 10” clear shall be provided in the parking stall width when adjacent to walls, columns, or obstructions.

o Vertical elements (columns, risers, bumper guards, or bollards) shall not significantly encroach into parking stalls. A maximum 2’-0” encroachment for 30% of the spaces is permitted. Should a condition result in a vertical element be located in the parking module, the minimum space width shall be increased by a minimum of 10” to allow easier driver access.

o Width of two-way concentric turning end-bay between physical obstructions or back of a parking stall shall be maximized.

o Compact parking stalls are not allowed, other than stalls immediately adjacent to interior east/west shear walls located between column line E and column line F.

o Dead end parking aisles longer than 45’ are not allowed.

o Pedestrian and vehicle conflicts at ingress/egress points shall be minimized. Dedicated pedestrian access walkways should be provided so that the vehicular entry and exit lanes are not readily used by pedestrians.

o Space shall be allocated for trash cans at each stair and elevator on every level. The placement of the trash cans shall not encroach on the egress widths required.

o The design is to be efficient. Building corners and other space that cannot be used for parking shall be used for required stairwells and storage space, etc. to the extent possible.

o The exit area shall have minimal visual obstructions and sight distance should be maximized as the driver exits the facility.

Striping, Signage, and Wayfinding o Pavement markings should be a minimum of 2 coats of “traffic and zone marking paint” with consideration of using thermoplastics for pavement markings such as stop bars, arrows, etc. that are within the drive aisles.

o Faces and the top 6” of all curbs should be painted yellow.

o An identification and wayfinding system, for both vehicles and pedestrians, consisting of floor graphics, column graphics, and signage, has been provided and shall be incorporated into the design of the parking garage.

The final designs and materials must be approved by the Owner and Architect prior to installation. Message, size, font, color, material, mounting details, and location must be provided as part of the construction drawings for review.

o Background color shall be consistent and coordinated throughout the garage. The signs shall be aluminum with minimum sheet thickness of

0.125 inches.

o Plate metal signs shall be securely anchored to the structure with Hilti

Metal HIT anchors or similar vandal proof anchors. Adhesives are not acceptable as the sole source of connection. Do not mount directly to precast double tee stems.

o Clearance bars (6” minimum diameter) shall be installed at each entry/exit point over all lanes, both inbound and outbound, indicating the vertical clearance beyond. Additional clearance bars shall be provided within the structure in advance of locations where internal clearances change.

o Color coded information will be included on all shear walls to identify floor by colour as well as by floor number.

Parking Access and Revenue Control Systems o Access and revenue control systems will not be in the scope of this project.

Future Expansion o Ultimate build-out of the garage will result in a one parking bay expansion immediately adjacent to the proposed structure and to the east. The eastern extent of the initial build garage, both structurally and functionally, shall allow for this future parking bay. It is expected that the future parking bay will be similar to the initial build garage with 90 degree parking and two-way drive aisles.

Miscellaneous o Use of wheel stops should be minimized and restricted to ground level only, where there is a lack of exterior barrier wall.

Structural (superstructure only)

Building Codes and Loads o Comply with Federal, State, Local, and Industry codes, standards and regulations in the design and construction of the parking structure. When codes conflict, the most stringent code shall govern.

o 2012 International Building Code – Open Parking structure, Low

Hazard S-2 occupancy o ASCE 7 – “Minimum Design Loads for Buildings and Other Structures” o ACI 318- “Building Code Requirements for Structural Concrete” o ACI 362 – “Guide for the Design of Durable Parking Structures” o Design Loads

Design loads shall be in accordance with the currently adopted edition of the Building Code and all applicable, referenced codes.

Dead, Live, Snow, Wind, and Seismic design information is provided on Sheet S001, but shall be confirmed by the Design- Builder.

Vehicle Barriers

All vehicular impact barriers along the perimeter of the parking garage and along interior ramps shall be designed for a 6,000 lb load at 18” and 27” (nonconcurrent) above finished floor acting over a 1 foot square, as required in applicable codes.

Pedestrian Barriers

Along the perimeter of the structure and where concrete is not provided to a height of 42”, the components provided shall be designed to resist the pedestrian loading of 50 lb/ft or a concentrated load of 200 lbs, acting in any direction.

Temperature

Expansion joints shall be provided around the stair and elevator towers for isolation from the parking garage.

Precast specialty structural engineer shall demonstrate that volumetric changes (including shrinkage, elastic shortening, creep, and temperature change) have been accounted for in the design and detailing of this exposed structure.

Precast General Requirements o The system shall be comprised of pre-cast, pre-stressed concrete double tees, columns, beams, spandrels, ramp walls, shear walls, stair walls, elevator walls, and stairs.

o Columns and Walls to extend below grade and connect to foundations, except at ramp.

o The design of all connections to foundations by Precast Contractor's Engineer.

o Fire Rating – Type IIB 2-hour rated structure

Per 2012 IBC Section 715.1 Exception 5, joints between precast double tees do not require fire-resistant protection. Precaster and/or GC shall confirm with local building official.

The fire rating endpoints for precast members shall conform to calculated fire resistance rating based on concrete type, member thickness, and reinforcing steel cover as designed and produced by the Precast Manufacturer.

Precast manufacturer shall determine whether the double tees conform to restrained or unrestrained construction and shall determine the final flange thickness required to achieve the 2-hour rating.

o Precast designer shall ensure all code required vertical clearances are achieved plus 2”. Intent is for 7’-0” final minimum clearance at any point on the upper levels and 8’-6” on the ground level. Ramp breakovers and all wash pours shall be considered when Precaster is confirming interior vertical clearances.

Durability Requirements o The Parking Garage shall be designed for a 50-year design life in accordance with the most recent edition of the American Concrete Institute’s (ACI) “Guide for the Design of Durable Parking Structures.”

o Parking Garage shall meet or exceed the specified characteristics for structures located in durability zone CC as defined by ACI.

o Concrete additives - Silica fume and/or calcium nitrite may be used to densify the concrete and to inhibit corrosion, however the designer is encouraged to review practices and capabilities of the local manufacturer.

Use of a plant or site-added superplasticizer for workability is allowed.

o Traffic bearing membrane shall be applied over occupied space or any rooms such as the mechanical/electrical room. This area shall receive a field topping that extends 2 feet minimum beyond the limits of the room below. This traffic coating shall be applied to the same extents as the field topping.

o Hot-dipped galvanized connections for typical above-grade connections and stainless steel for flange-to-flange connections shall be utilized.

Galvanized and stainless steel components shall not be used in the same connection.

o Careful consideration shall be given to the concrete cover requirements of

IBC 2012, ACI 362, and ACI 318. Top reinforcing shall have 2” minimum cover and all rebar within the top 3” of concrete shall be epoxy coated.

o Corrosion inhibitor admixture, if used to reduce cover or epoxy coating requirements, shall be added at manufacturers recommended rate but not less than 2.0 gallons per cubic yard.

o Use a minimum of 10 percent fly-ash in the cementitious material for added durability and sustainability.

o See Waterproofing section for sealer requirements on all elevated levels.

o Precaster shall epoxy inject or rout and seal all cracks in the precast members in coordination with and approval by the structural engineer of record.

o Sleeves, connections, and lifting points shall be detailed and patched/protected to prevent deterioration.

Double Tees o Drawings are based on 12’ wide x ~30” deep double tees.

o Double tees are to be pre-topped with a minimum of 6,000psi concrete with a maximum water-cementitious material ratio of 0.38.

o Double tees are anticipated to be dapped to allow for minimum clearance requirement and floor to floor heights identified in drawings.

o Lightweight concrete (<125pcf) is not allowed.

o Double tee flange to flange connections shall be stainless steel as noted previously.

o Cast-in-place concrete topping/wash shall be used, as needed, to eliminate ponding water, at stair tower connections, and at shearwall connections. Concrete for any exposed surfaces (such as toppings and washes) shall be minimum of 5,500psi with a maximum water-cementitious material ratio of 0.38 and air entrained 5% to 7% or as indicated for severe exposure by ACI.

o Medium broom finish or medium swirl finish required on all vehicular driving surfaces.

o Three sleeves shall be placed at the top of each double tee stem (just below the flange) to allow for the conduit installation. Sleeves shall be placed at quarter points of the span of the double tee.

o Sleeves for fire protection, plumbing, and other miscellaneous items shall be coordinated with those trades.

Drainage o All floor surfaces shall be positively sloped towards the interior for drainage as indicated on the drawings. There shall be no discharge of stormwater off the exterior or interior edges of the elevated floors.

Water shall drain away from elevators, stairs, and expansion joints.

o Drainage slopes shall be a minimum of 1.25% (preferably 2%) in any direction, at any point.

o Camber of DT’s should be accounted for when measuring minimum drainage slopes.

o Warping stresses of the members should be minimized when creating drainage slopes.

o Proceeding with the pouring of concrete or the fabrication of precast concrete members is acceptance of the design as being adequate to provide positive drainage of water after industry construction and fabrication tolerances are taken into account.

o Contractor shall be responsible to see that all water positively drains to the drainage system. Care must be also taken in areas of accessible parking spaces and aisles where the maximum slope is 2%.

o Areas with cast-in washes, or cast-in-place toppings should also be accounted for when draining to floor drains. Completed system must allow water to drain to the drains, minimizing any standing water on the garage.

Other Precast Elements o Top edge surface of precast spandrels to be sloped to drain water inward into the garage to minimize staining of the exterior face from rainwater.

o Shear walls - Minimize length of shear walls at end turning bays to minimize the sight line obstructions. In addition, openings (as large as possible) in the shear walls shall be provided.

o Scupper openings shall be provided at the base of the shear wall at each level to allow drainage through the wall to the adjacent area drain.

o Exterior façade treatments and precast finishes shall be as shown in the architectural drawings.

o Curtainwall, glazing and other façade elements, as indicated on the drawings, shall be supported by precast connections.

Stair / Elevator Tower / Rooms o Stair and stair/elevator towers indicated in the plans shall be all precast.

o Stair and landing areas shall be of slip-resistant concrete construction.

o A combination of precast concrete wall panels and columns carry both the gravity and lateral loads. Precast stair sections and landings will span between a system of precast wall panels and precast beams.

o Due to volumetric changes, stiff elements such as stair and elevator framing shall be isolated from the main structure. Stair and elevator towers shall be isolated from the main structure with an expansion joint.

o Concrete masonry units or precast panels shall act as partition walls for rooms as shown on the architectural drawings. These walls are not load-bearing for gravity or lateral loads. However, it should be recognized that these rooms may have fire resistance rating requirements which may dictate the amount of grout filled cells to include if CMU.

Future Expansion o Ultimate build-out of the garage will result in a one parking bay expansion immediately adjacent to the proposed structure and to the east. The eastern extent of the initial build garage, both structurally and functionally, shall allow for this future parking bay. It is expected that the future parking bay will be similar to the initial build garage with 90 degree parking and two-way drive aisles.

Miscellaneous o Provide for vehicular and pedestrian guards along the ramp bay on the ramp as well as the flat bay with cable barrier. Utilize a 7-wire galvanized prestressing strand intended for use as a vehicular barrier. Where cable passes through a column, the hole should be sealed with caulk to prevent water intrusion at the anchor.

o Provide galvanized, concrete-filled steel pipe bollards to protect stair lobby and other items not rated for vehicular impact.

o Provide galvanized bumper guards at all electrical conduits, plumbing risers, and fire protection risers within the strike zone of a vehicle. Guards should allow maintenance of the elements but provide strike zone protection from 9” to 30” above finished floor.

Waterproofing (parking/structural related)

Waterproofing and sealing materials shall be specifically designed for the harsh, exposed environment of a parking garage.

Warranties o Traffic coatings shall be covered by a minimum 5+5 year joint and several warranty (manufacturer and installation contractor).

o Sealers, sealants, and expansion joints shall be covered by a minimum five year joint and several warranty (manufacturer and installation contractor).

o Roofing shall be covered by a minimum twenty year joint and several warranty (manufacturer and installation contractor).

Traffic Coatings o Traffic coating is required above all rooms.

o Traffic coatings shall be low-VOC and rated for vehicular traffic.

o Coating shall be specifically applicable to vehicular and pedestrian traffic, have a minimum of 60 dry mils in the driving surfaces and 40 mils in the parking stalls, and provide a slip resistive surface.

o Membranes shall extend 2 feet past the extents of utility rooms and pour strips.

o Silane Sealer: Install a low VOC, 100% solids penetrating concrete silane sealer to all elevated floor surfaces, including the ramped bays.

o Joint Sealants: Seal joints between precast elements, control joints, construction joints, and coves with a two-component polyurethane sealant. Where on a parking surface, joint sealants shall be traffic grade.

o Expansion Joints

Expansion joints shall also be used to isolate stair towers from the main structure. This joint shall have a pedestrian rated cover plate and be watertight.

Total movement of the structural elements, including, at a minimum, seismic movements, wind displacements, thermal movements, shrinkage, elastic shortening and creep, shall be carefully evaluated in sizing the joint openings.

NARRATIVE – HVAC AND PLUMBING

HVAC

o International Mechanical Code – 2012 edition.

o ASHRAE Standards:

90.1 – Energy Standards for Buildings Except Low-Rise Residential Buildings o The outside design conditions for Charleston SC shall be 95oFdb and 79oFwb (summer) and 27oF (winter).

o There are several rooms that require conditioned air and freeze protection. These rooms are as follows: Elevator Machine (204), Elevator Machine (208), Main Electrical (210), and Elevator Machine (212). These rooms shall be conditioned to maintain a summer design temperature of 80oF and a winter design temperature of 50oF. The elevator shaft shall also be conditioned (tempered) to maintain the temperature between 50oF and 90oF.

o Each of these rooms shall be conditioned by a split system (VRF) heat pump system.

o There shall be one system on the north end of the parking structure that provides coverage to the Main Electrical Room, Elevator Room (208) and the elevator shaft.

o There shall be one system on the south end of the parking structure that provides coverage to Elevator Room (204), Elevator Room (212) and the elevator shafts.

o The condensing units shall be located on grade as shown on the architectural and civil drawings.

o All systems shall be seismically braced as required by the code.

PLUMBING

Code o International Plumbing Code – 2012 edition o Storm drainage shall be provided for the parking structure.

o The deck drains (floor and trench style) shall be heavy duty fixtures suitable for automotive traffic.

o All piping shall be protected from traffic with bollards as necessary to prevent damage.

o Piping material shall be cast iron piping.

o Piping shall be designed and installed per the International Plumbing

Code (2012 version).

o Piping shall be seismically braced as required by the code.

NARRATIVE - ELECTRICAL

Electrical

Main Service o Main Power Service for this Parking Garage will be provided via SCE&G routed underground from an overhead power line along S. Hobson Ave.

o Service is anticipated…