PRELIMINARY PROJECT DESCRIPTION - Buncombe County ...

PREPARED FOR: BUNCOMBE COUNTY FACILITIES DEPARTMENT

PRELIMINARY PROJECT DESCRIPTION: BUNCOMBE COUNTY COMMUNITY HIGH SCHOOL

235 OLD US HIGHWAY 70SWANNANOA, NORTH CAROLINA 28778

Executive Summary ............................................................................... 3

Basic Assessment of Existing Conditions .......................................... 4

Basic Site Assessment .......................................................................................... 4

Basic Exterior Assessment .................................................................................... 5

Basic Interior Assessment of Gymnasium ............................................................. 6

Design Approach ................................................................................... 7 Option 1 Proposal: Conceptual Site Plan .............................................................. 8

Option 1 Proposal: Conceptual Floor Plan ............................................................ 9

Option 1 Proposal: Conceptual Images ............................................................... 10

Option 1 Proposal: Gymnasium Improvements ................................................... 13

Option 2 Proposal: Conceptual Site Plan ............................................................ 14

Option 2 Proposal: Conceptual Floor Plan .......................................................... 15

Option 2 Proposal: Conceptual 3D Images ......................................................... 16

Basic Project Program and Design Criteria ...................................... 19

Survey and Basic Site Analysis ........................................................................... 21

Exterior Walls and Openings ............................................................................... 22

Structure and Wall Assembly ............................................................................... 23

Floor Assembly .................................................................................................... 24

Roof Assembly ..................................................................................................... 25

Mechanical and Electrical .................................................................................... 26

Doors and Openings ............................................................................................ 27

Interior Finishes ................................................................................................... 27

Vertical Circulation ............................................................................................... 27

Existing Masonry Facade .................................................................................... 27

Building Code Summary ................................................................... 28

Option 1 ............................................................................................................... 29

Option 2 ............................................................................................................... 31

Cost Study .......................................................................................... 33

Option 1 ............................................................................................................... 34

Option 2 ............................................................................................................... 38

Appendix A ......................................................................................... 41

Report of Preliminary Geeotechnical Evaluation ................................................. 42

Document Prepared & Authored By:

Aiton Anderson Architecture 12 Church Street Asheville, NC 28801 828.989.5154

Sparc Design, PC 35 Haywood Street, Suite 203 Asheville, NC 28801 828.774.5029

For the Sole Use By:

Owner Buncombe County Schools Facilities and Planning 175 Bingham Road Asheville, NC 28806

SPARC DESIGN

PRELIMINARY PROJECT DESCRIPTION TABLE OF CONTENTS

S P A R C D E S I G N T U R N I N G I D E A S I N T O A R C H I T E C T U R E ®

35 Haywood Street / Suite 203 Asheville / NC / 28801828.774.5029www.sparc-design.com

PRELIMINARY DESIGN APPROACH FOR OPTION 1This approach aims to preserve the gymnasium and front facade of the existing building and construct a new two story classroom building and cafeteria and kitchen located behind the original facade. A new “front porch” will connect the existing building to the new addition. The project will involve phased construction.

New construction aims to be efficient and cost effective by taking cues from industrial metal buildings. The new building will be located east of the existing building. Patterning and color selections add variation and a pleasing aesthetic.

The probable construction cost for Option 1 is $7.9 million dollars.

EXECUTIVE SUMMARY

EXISTING FACILITYThe existing facility poses significant challenges to bring up to building code and achieve compliance with the accessibility code. However, the existing gymnasium is in good condition. In addition, the building on the site has been a proud fixture of the Swannanoa community since 1926.

The existing 8.97 acre site is relatively flat and offers potential for expansion, renovation or new construction.

PRELIMINARY DESIGN APPROACH FOR OPTION 2This approach takes advantage of the existing relatively flat site on the existing property, north of the existing school. An entirely new facility would be constructed.

Like Option 1, new construction aims to be efficient and cost effective by taking cues from industrial metal buildings. Patterning and color selections add variation and a pleasing aesthetic.

The probable construction cost for Option 2 is $8.9 million dollars.

OPTION 1

OPTION 2

BUNCOMBE COUNTY SCHOOLS - COMMUNITY HIGH SCHOOL 01.04.2016 3 of 55

BASIC ASSESSMENTSITE

• Site is cleared and already graded, relatively flat.

• Floodplain encroaches on the south side of the site.

• Site has access from Old Highway 70, as well as Bee Tree Road.

• An existing 36” underground storm water culvert runs through the site to the west of the existing school building.

• BCS records show a gymnasium was demolished to the east of the existing school building and the current gym was previously an auditorium with a sloped floor. Refer to geotechnical report for further information.

• The site is zoned ‘PS’ Public Service according to the current Buncombe County Zoning Map and Ordinance, as well as the adjacent property to the west. Properties across the street to the south are zoned Residential ‘R-3’ and ‘R-1’ to the east.



AERIAL IMAGE OF EXISTING PROPERTY




• The building has been a fixture of Swannanoa since 1926.

• Overall, the existing brick veneer is in fair condition.

• The existing accessible ramp and front porch in poor condition and need of repair.

• The main entry to the building is not clear to new visitors or guests. The entry is not directly adjacent to the administrative area, which is not ideal.

• There are currently two portable classrooms to the east of the primary building serving as classrooms. The cafeteria is also located in a portable building located north of the main building.

• The current programmatic needs of the high school are currently not being met within the existing building footprint.

BASIC ASSESSMENTEXTERIOR

EXISTING FRONT FACADE OF COMMUNITY HIGH SCHOOL




BASIC ASSESSMENTINTERIOR - GYMNASIUM

• The overall interior of Community High School has been documented as in need of major repairs to bring the building into code compliance, both from a building code and accessibility aspect.

• The existing entry lobby to the gymnasium is suitable for re-use with minimal interior improvements.

• The existing gymnasium is in good condition and is suitable for reuse. There is the need for a new roof, new hvac system, exterior windows and doors, and new interior paint.

EXISTING GYMNASIUM LOBBY

EXISTING GYMNASIUM INTERIOR COURT




DESIGN APPROACH

SITEThe site is nearly 9 acres and relatively flat. This provides a good opportunity for additions, expansions and also phased construction. Both design options capitalize on the existing owned site.

EXISTING FACILITYThe cost to upgrade the existing high school to be compliant from an accessibility and building code aspect would be very costly. Unfortunately, the facility would still not house all the program needed as there are currently 3 portable buildings to supplement space needs.

However, the gymnasium is in good condition. In addition, the building itself holds tradition for the community of Swannanoa.

As such, the first design option proposes to work with strengths of the existing building and preserve the existing gymnasium and front facade. An efficient two-story volume addition with code-compliant and properly sized classrooms and auxiliary programs will be constructed.

CUES FROM A METAL BUILDINGTasked with the challenge of creating an efficient, well-functioning school that serves the needs of the existing Community High School, the construction approach of the two preliminary options takes cues from industrial metal buildings. An industrial approach of repetitive structural bays, structural strategies and metal cladding will allow this project to be constructed in a budget less than that of a traditional new high school.

The overall aesthetic of the exterior remains high quality and one that students and faculty can be proud to call their school.

The overall interior finishes are highly functional. Each material is present for functional reasons, such as acoustic dampening, durability, or low maintenance. Excess finishing and trim can add additional costs, and is therefore not part of this approach.




BEE TREE ROAD

PROPERTY LINESETBACK OLD US HIGHWAY 70

OPTION FORFUTURE ADDITION

OPTION FORFUTURE

ADDITION

PLAYING FIELDS

AGRICULTURALBUILDINGS AND GARDEN

ADDITIONALPARKING

• Maintain existing driveway accessed from Old US Highway 70.

• Maintain use of existing gymnatorium.

• Retain front brick wall facade of existing school.

• Provide a new two story classroom building to the west of the gymnatorium. The angular placement allows there to be daylight and green space between the existing gym and proposed addition, while maintaining property setbacks.

• Provide a new cafeteria and kitchen behind the existing school facade.

• Existing fields in the north west remain untouched.

• Existing agricultural buildings remain.

• Phased construction will be used so that the primary high school can maintain operations during construction of the two story space. The existing portable cafeteria can be demolished once the new cafeteria is built.

• A preliminary geotechnical report revealed that the proposed new construction is located on generally consistent soils which is good for shallow foundations. As expected, construction debris was found in test pits. Of the construction debris found, the majority can be compacted, crushed and remain on site. The existing water table related to Option 1 is approximately 10’-0” below grade. See Appendix A for more detailed information.

OPTION 1 PROPOSALSITE PLAN

CONCEPTUAL SITE PLAN




CAFETERIA

EXISTINGGYMNATORIUM

DAYCARE

ADMINISTRATION

KITCHEN

MAIN ENTRANCE

COURTYARD

PATIO PARKING

MEDIA CENTER

LEVEL 2

ALTERNATIVEPROGRAM

ADMINISTRATION

GYMNATORIUM

MEDIA CENTER / CAFETERIA / DAYCARE

CLASSROOMS

ALTERNATIVE PROGRAM

SERVICE0 10 20 50

• The main new building is an efficient double loaded corridor with classrooms, administration, and media center.

• The gymnatorium will remain.

• A new cafeteria and kitchen are provided behind the existing facade of the old high school.

• A new centralized entrance is provided with improved accessible ramp and widened stairs. Visitor check in and administration is visible from the main entrance.

• The angled two story volume allows for windows and daylight both in the new building and existing gymnatorium.

OPTION 1 PROPOSALFLOOR PLAN

FLOOR PLANS LEVEL 1 AND LEVEL 2




• Existing gymnatorium will remain intact.

• The brick front facade will remain and be infilled with the cafeteria and kitchen.

• A new “front porch” ties the existing gymnatorium with the addition. This will support the visual connection of the traditional building and new elements.

• The addition honors the gymnatorium with building placement. The addition allows the gymnatorium to be in front.

• The gymnatorium informs scale and building proportion of the new building. The two story classroom addition will be the same height. The window heights and brick horizontal detailing create datums that are carried into the new addition.

• The new entry is highly visible from the road and is also directly adjacent to the visitor check-in administration area.

• The addition is largely clad with metal panels. Visual interest is efficiently created with pattern and color. A clay or brick color is interspersed throughout the exterior, and a gradient of transition works it’s way from the rear corner.

OPTION 1 PROPOSALCONCEPTUAL IMAGE

BIRDS EYE VIEW





PERSPECTIVE FROM US HIGHWAY 70 ENTRY




OPTION 1 PROPOSALCONCEPTUAL IMAGES

PERSPECTIVE OF OPTION 1 FRONT ENTRY PERSPECTIVE OF OPTION 1 GYM / ADDITION CONNECTION AND FRONT PORCH

BIRDS EYE VIEW OF OPTION 1PERSPECTIVE OF OPTION 1 RE-PURPOSED BRICK FACADE




Option 1 will connect to the existing gymnasium lobby at the stairs. Stairs will be demolished with new open stairs to be located inside the low portion of the gym.

The gym floor and entry lobby have approximately 4” elevation difference. To provide a compliant entrance, create a new 4’ ramp inside.

Exterior facade improvements include demolishing the existing ramp system, repair existing porch and baluster, replace all windows of the gymnasium

The existing gym will remain largely untouched.

This portion of the existing exterior facade will face Option 1. The existing yard will become a planted courtyard.

There is a rear exit and side (rear) exit that come out on wood stairs. The project will bring stairs/handrails into compliance.

OPTION 1 PROPOSALGYMNASIUM IMPROVEMENTS

EXISTING GYMNASIUM LOBBY EXISTING GYMNASIUM INTERIOR COURT

EXISTING ENTRY TO GYMNASIUM EXISTING EAST FACADE OF GYMNASIUM




• New entry and parking with access from Bee Tree Road.

• Utilize the relatively flat north field on the existing property to construct a new one story high school.

• All current programs and accessory buildings of the current Community High School will remain in operation throughout construction of new building.

• Agricultural buildings are unaffected.

• Overall form of new building based on existing property lines and setbacks.

• A preliminary geotechnical report revealed that the proposed new construction is located on generally softer soils which poses challenges for construction. It is assumed that this portion of the site was old farm land, thus softer soils are expected. To prepare the area for new foundations, removal and replacement of unsuitable soils will need to occur. The existing water table of the site related to Option 2 is approximately 5’-0” below grade. See Appendix A for more detailed information.

OPTION 2 PROPOSALSITE PLAN

CONCEPTUAL SITE PLAN

BEE TREE ROAD

PROPERTY LINESETBACK OLD US HIGHWAY 70

OPTION FORFUTURE

ADDITION

OPTION FORFUTURE

ADDITION

AGRICULTURALBUILDINGS AND GARDEN OPTION TO DEMOLISH

EXISTING BUILDING




• The new one story building takes it’s form from the borders of the property. There are two main volumes that include an efficient double loaded corridor.

• One story reduces the need for an elevator and ground floor exits are easily provided.

• The building fronts Bee Tree Road with communal and public programs near the entry.

• A new gymnatorium is oriented such that after hours use is possible while locking the rest of the school.

• Main entry is adjacent to visitor check-in / administration.

OPTION 2 PROPOSALFLOOR PLAN

OPTION 2 FLOOR PLAN

CAFETERIA

KITCHEN

DAYCARE

GYMNATORIUM

ADMINISTRATION

MEDIA CENTER

COURTYARD

MAIN ENTRANCE

PARKING

BEE TREE ROAD

ALTERNATIVEPROGRAM

ADMINISTRATION

GYMNATORIUM

MEDIA CENTER / CAFETERIA / DAYCARE

CLASSROOMS

ALTERNATIVE PROGRAM0 10 20 50

SERVICE




• The one story building has several taller areas to provide a sense of scale and create identity.

• The gymnatorium is a two story volume for functional reasons.

• The main entry is made prominent with a taller space and low sloped roof.

• The cafeteria is also a higher volume.

• Similar to Option 1, the building is largely clad with metal panels and glazing. The metal panel patterns are used to create visual interest. Colors are used to block out programmatic areas.

• Public and communal spaces, such as the media center and cafeteria, have increased glazing to allow more natural daylight.


BIRDS EYE VIEW





PERSPECTIVE FROM BEE TREE ROAD




OPTION 2 PROPOSALCONCEPTUAL IMAGES

PERSPECTIVE OF OPTION 2 FRONT ENTRY PERSPECTIVE OF OPTION 2 ADMINISTRATIVE AREA

BIRDS EYE OF OPTION 2 BIRDS EYE OF OPTION 2




PROGRAM AND DESIGN CRITERIA


PROGRAM AND DESIGN CRITERIABASIC OVERVIEW AND SCOPE



THE PROJECT

This preliminary project description document defines the scope of work for the construction and renovations of two distinct options for the Community High School in Swannanoa, North Carolina. Both options utilize the existing site at 235 Old U.S. Highway 70. One option preserves a portion of the existing 1926 historic structure and facade with the addition of a two story classroom wing. Another option is an entirely new one story high school facility. Based on the program information provided by Buncombe County Schools facilities planning department, both options are approximately 50,000 gross square feet in area. For comparison, the existing facility is 38,800 square feet plus about 7,200 square feet in portable classrooms.

DESIGN CRITERIA

Building Codes Summary:• Building Code edition: Currently NC 2012 (IBC 2009 with state

amendments) until 2018.• Building construction summary: non-combustible materials

throughout; structural steel frame construction with bar joists and concrete floor slab on grade with composite concrete slab on metal deck for elevated floors.

• Construction Classification - Type II-B (IBC Chapter 6). Non-fire-rated non-combustible structure and exterior walls.

• Life safety systems and fire protection requirements: Fire alarm notification system throughout with pull stations adjacent to exits. Fire sprinkler system throughout (NFPA-13). 2 hour fire rated stair and elevator shafts of 8” CMU, with 90 minute rated steel fire doors. Corridors are not required to be rated because of fire sprinkler system.

The following authorities have jurisdiction over the plan review and code approvals for the project:

• Buncombe County Planning & Development – Zoning Ordinance of Buncombe County

• Building permits & fire marshal – Buncombe County Permits & Inspections Department and Buncombe County Fire Marshal.

• NC Department of Public Instruction requires facilities to meet the Public Facilities of North Carolina Facilities Guidelines.

PROGRAM

The following evaluation of the Owner’s architectural program for the facility has been derived from facility usage diagrams of the existing building, diagrammatic building plans provided by the Facilities Planning department, and the Public Schools of North Carolina Facilities Guidelines. An official programming analysis is recommended should the project be approved to move forward.

PROGRAM - SITE

The Owner’s program for outdoor facilities is based largely on the existing site and current outdoor program activities. Unless otherwise noted in the specifications narrative description for specific area, outdoor facilities are existing to remain.

GENERAL REQUIREMENTSThe terms for the construction shall be AIA Document “A201 General Conditions for the Contract for Construction” and the associated AIA contracts and forms, along with the Owner’s supplemental general conditions.

The contractor shall be responsible for procuring and paying for all permits relative to the demolition, clearing, sitework and construction of the facility. The contractor shall include full-time on-site supervision throughout the project. Temporary facilities including a jobsite trailer with toilet and appropriate temporary worker sanitation facilities shall be provided. Contractor shall be responsible for removal of all demolition waste and construction debris.


SITE

The site has been cleared and graded for the existingfacilities, and is generally flat. Clearing and gradingwork is expected to be fairly minimal for this site.Grading and earthwork will include foundationexcavation, backfill and rough and fine grading toaccomplish the building construction. Earthworkoperations will be performed in accordance with therecommendations of the Owner's local geotechnical andcivil engineers. Final site design to achieve balancedcut/fill on site. Areas to receive bituminous and concretepaving outside the areas of the building structure shallbe cut and filled to the grades designed by the Engineerof record. Fill work in these areas will be with on-sitematerial, compacted to 95% Proctor density. A smallstormwater raingarden is anticipated for stormwatercontrols in compliance with state of North Carolinaregulations. New parking area and court paving shall be6” stone base course with 1 1/2” FABC asphalt topping,with 18” concrete curb and gutter around perimeter.Entry drive for school bus dropoff shall be heavy dutypaving, 2” asphalt on 8” stone base.

Utilities shall be installed in accordance with local codesand utility company specifications. Provide a new2” water line for domestic service, and an 8” water linefor fire sprinkler system. Assume adequate pressure isavailable for the fire suppression system, and a firepump is not necessary. Provide 6” sanitary sewerconnection to the existing 8” line in Old Hwy 70.Assume sheet flow of stormwater to the raingarden.Existing 36” storm pipe thru the site shall be reroutedaround the footprint of new construction. The powercompany shall provide new service and transformer forthe new construction. Assume the gas company willprovide new 2” pressurized gas line to the new building.

Provide 8' high visual screening fence along westproperty line for the portion of the site being developedwith new building. New sidewalks shall be 4” broomfinished 4,000 psi concrete with joints at 5' on center.

The existing daycare facility building shall bedemolished.

PROGRAM AND DESIGN CRITERIASITE



The site has been cleared and graded for the existing facilities, and is generally flat. Clearing and grading work is expected to be fairly minimal for this site. Grading and earthwork will include foundation excavation, backfill and rough and fine grading to accomplish the building construction. Earthwork operations will be performed in accordance with the recommendations of the Owner’s local geotechnical and civil engineers. Final site design to achieve balanced cut/fill on site. Areas to receive bituminous and concrete paving outside the areas of the building structure shall be cut and filled to the grades designed by the Engineer of record. Fill work in these areas will be with on-site material, compacted to 95% Proctor density. A small storm water rain-garden is anticipated for stormwater controls in compliance with state of North Carolina regulations. New parking area and court paving shall be 6” stone base course with 1 1/2” FABC asphalt topping, with 18” concrete curb and gutter around perimeter. Entry drive for school bus dropoff shall be heavy duty paving, 2” asphalt on 8” stone base.

Utilities shall be installed in accordance with local codes and utility company specifications. Provide a new 2” water line for domestic service, and an 8” water line for fire sprinkler system. Assume adequate pressure is available for the fire suppression system, and a fire pump is not necessary. Provide 6” sanitary sewer connection to the existing 8” line in Old Hwy 70. Assume sheet flow of storm water to the rain-garden. Existing 36” storm pipe thru the site shall be rerouted around the footprint of new construction. The power company shall provide new service and transformer for the new construction. Assume the gas company will provide new 2” pressurized gas line to the new building.

Provide 8’ high visual screening fence along west property line for the portion of the site being developed with new building. New sidewalks shall be 4” broom finished 4,000 psi concrete with joints at 5’ on center.

The existing daycare facility building shall be demolished.


EXTERIOR WALLS & OPENINGS

INSULATED METAL PANELS

ALUMINUM WINDOWS


FULL HEIGHT ALUMINUMSTOREFRONT WINDOWS

NEW GYM MEDIA CENTER CLASSROOMS CAFETERIA

2 STORY ADDITIONNEW ENTRYWAYEXISTING GYM


ALUMINUM WINDOWS

EXISTING GYM WINDOWSTO BE REGLAZED

FULL HEIGHT ALUMINUMSTOREFRONT ENTRY

ARCHITECTURAL CMUSITE WALLS

PROGRAM AND DESIGN CRITERIAEXTERIOR WALLS AND OPENINGS



All insulation values shall meet the prescriptive requirements of the North Carolina Energy codes. No additional insulation, energy efficiency requirements or LEED certification is assumed.

Exterior walls shall be finished with architectural insulated metal wall panels. Panels are concealed fastener, 26 gauge interior and exterior metal faced insulated sandwich panels. The basis of design is MBCI EcoFicient panel, 42” wide and 2.5” thick, installed vertically screwed to horizontal steel wall girts. The building will utilize two different color/texture of metal panels in the design of the exterior walls. Interior face of panels shall be white.

All doors shall be 36”x84”x1 3/4”. Exterior doors shall be heavy duty insulated steel doors with 14 gauge hollow metal steel frames, doors and frames painted. Door hardware shall be heavy duty ADA with USD32 finish. No overhead doors will be provided.

All windows and glass entry shall be thermally broken aluminum storefront system, Kawneer trifab 451T or equal. Clear anodized finish. Entry doors shall be heavy duty medium stile aluminum and glass entry doors with ADA hardware and proprietary keying. All windows shall be fixed pane, no operable windows.

All exterior glazing shall be 1” insulated glazing units with low-e coating, Solarban 70 or equal.

The site walls along the front of the building shall be 8” thick shot-blast face architectural concrete masonry units. Reinforcing shall be provided in accordance with NC code requirements for seismic design, assume #4 bars installed vertically with fully grouted cores at 48” on center, and ladder reinforcing at 24” on center. Bond beams at top of walls with two #4 bars continuous, and a solid cap ½ high block on top.

OPTION 2

OPTION 1


ALUMINUM WINDOW W/1" INSULATED GLAZING

METAL FACEDINSULATEDWALL PANEL

CONTINUOUSHORIZONTAL8" ZEE GIRT,14 GAUGE STEEL

8" CEE GIRT,14 GAUGE STEELWINDOW HEAD,JAMB & SILL

CONTINUOUS STEELBASE ANGLE

14'-0

"14

'-0"

ALUMINUM WINDOW W/1" INSULATED GLAZING

METAL FACEDINSULATEDWALL PANEL

CONTINUOUSHORIZONTAL8" ZEE GIRT,14 GAUGE STEEL

8" CEE GIRT,14 GAUGE STEELWINDOW HEAD,JAMB & SILL

CONTINUOUS STEELBASE ANGLE

18'-0

"

(VA

RIE

S)

STRUCTURE & WALL ASSEMBLY

FOUNDATIONDRAIN PIPE

PROGRAM AND DESIGN CRITERIASTRUCTURE AND WALL ASSEMBLY



The building is designed with a conventional structural steel frame, wide flange columns and beams with steel bar joists and girders with composite concrete elevated slabs on metal deck. The structural system does not require fire rated protection. Columns are generally spaced 30’ to 40’ apart, with exterior wall wind columns at ½ span. Assume columns to be W12x50’s. Exterior walls shall have 8” steel Z-girts installed horizontally at 60” on center, welded with steel angle supports to exterior wall columns. All structural steel shall be primer gray finish, unpainted.

The building is designed with a shallow foundation system and assumes no major geotechnical issues or groundwater issues on the site. All foundations shall be installed below frostline, min. 18” deep. Column footing assumptions: For two story and hi-bay areas, the column footings shall be 96”x96”x20” with nine #6 steel reinforcing bars each way. For single story areas, the footings shall be 60”x60”x16” with five #5 bars each way.

Concrete perimeter foundation walls shall be minimum 8” thick with #4 bars at 12” on center horizontal and vertical. Perimeter foundation walls shall bear on 24”x12” concrete footing with three #5 bars continuous, and #5 L dowels at 18” on center.

OPTION 2 OPTION 1


BAR JOISTS

FLOOR ASSEMBLY

CONCRETE SLAB ONMETAL FLOOR DECKING

4" CONCRETE SLAB ON GRADE

WELDED WIRE FABRIC

10 MIL. POLY. V.B.

WASHED STONE

PROGRAM AND DESIGN CRITERIAFLOOR ASSEMBLY



Elevated floor slab shall be 5” total thickness concrete composite slabs on corrugated metal floor decking on bar joists and girders. Floors shall be designed to accommodate a live load of 100 psf with a maximum total deflection of L/360.

Floor slab on grade shall be 4” thick 3,000 psi concrete with welded wire fabric and 10 mil polyethylene vapor barrier with a 4” washed stone base. Turndown exterior perimeter slab edge to 12” thick. 1/4” per 10’ tolerance for flatness, and sawcut joints around columns and along column lines and at midpoints between column lines, approximately 20’ apart.

Concrete perimeter foundation walls shall be minimum 8” thick with #4 bars at 12” on center horizontal and vertical. Perimeter foundation walls shall bear on 24”x12” concrete footing with three #5 bars continuous, and #5 L dowels at 18” on center.

OPTION 1 & 2

OPTION 1


SINGLE PLYMEMBRANE ROOF

ROOF ASSEMBLY

All insulation values shall meet the prescriptiverequirements of the North Carolina Energy codes. Noadditional insulation, energy efficiency requirements orLEED certification is assumed.

Roof system shall be single ply membrane,mechanically attached TPO roof system with a 60 milmembrane. Roofer shall provide rigid insulation meetinga minimum of R-30 with 1/2” high densitypolyisocyanurate cover board.not be requiredperimeter of flat roof areasfabricated and finished metal roof coping with integraldrip edge around roofing perimeter. One roof hatch36”x96” shall be installed with a ships ladder for roofaccess.

The roof structure shall be sloped to drains or guttersFlat roof areas shall be drained by roof drains withintegral overflow drain. Drains shall be located near thecenter structural line of the building and spaceapproximately 30' apart.

METAL SOFFIT PANEL

METAL COPING

BAR JOISTS

12" COVER

BOARDR-30 POLY-ISOCYANURATE

INSULATIONMETAL DECK

122

121/4

121/2TAPERED INSULATION

AROUND PERIMETERROOF DRAIN W/OVERFLOW

PROGRAM AND DESIGN CRITERIAROOF ASSEMBLY



All insulation values shall meet the prescriptive requirements of the North Carolina Energy codes. No additional insulation, energy efficiency requirements or LEED certification is assumed.

Roof system shall be single ply membrane, mechanically attached TPO roof system with a 60 mil membrane. Roofing contractor shall provide rigid insulation meeting a minimum of R-30 with 1/2” high density polyisocyanurate cover board. Tapered insulation will not be required except for 4’ wide section of the perimeter of flat roof areas. Include a two-piece factory fabricated and finished metal roof coping with integral drip edge around roofing perimeter. One roof hatch 36”x96” shall be installed with a ships ladder for roof access.

The roof structure shall be sloped to drains or gutters. Flat roof areas shall be drained by roof drains with integral overflow drain. Drains shall be located near the center structural line of the building and space approximately 30’ apart.

OPTION 2

OPTION 1


SPIRAL DUCT,PAINTED

FOUNDATIONDRAIN PIPE

SUSPENDED LED LIGHTING,BASIS OF DESIGN- PHILIPSLEDALITE FLOATPLANE EDGE

10'-0

"

ROOF DRAINS

PVC PIPINGTO STORMWATERPIPING UNDERSLAB

PROGRAM AND DESIGN CRITERIA MECHANICAL AND ELECTRICAL



The building is designed with an automatic fire sprinkler system throughout in accordance with NFPA-13. The system shall include emergency monitoring, and be coordinated with the fire alarm system.

All domestic water piping shall be cross-linked polyethylene (PEX) with brass fittings. Waste piping shall be PVC. All horizontal piping insulated in accordance with codes.

Plumbing fixtures shall all be ADA type vitreous china, wall mounted with heavy duty steel wall brackets. Provide two student restrooms for each sex with each restroom to include: four water closets, with one meeting ADA clearance requirements, and two ADA lavatories. Provide one male and one female employees restrooms, each with two water closets, with one meeting ADA requirements, and two lavatories. Provide two ADA hi/lo electric water coolers with bottle fillers.

A roof drain system with PVC piping shall be provided to the existing storm drain system.

Heating and cooling shall be provided to the building with rooftop packaged heat pump units with 2 stage gas heat. Assume five rooftop units with 30 ton capacity each. Air supply shall be provided with exposed oval spiral duct and louvers, painted.

Based on historical data for similar projects, the building is assumed to require no more than 1,600 Amp service for lighting receptacle loads and HVAC equipment. Lighting shall be all LED fixtures with classrooms lighting to have dimming drivers and controls systems.

The building will have an automatic fire alarm system with smoke detection and manual pull stations in corridors.

The building will have infrastructure for communications and data systems. The technology cabling and equipment shall be provided for by a pricing allowance at this point. Security systems shall be provided by allowance.

OPTION 1


PROGRAM AND DESIGN CRITERIAINTERIOR AND FINISHES



PRELIMINARY ROOM SCHEDULEROOM TYPE FLOOR FINISH WALL BASE INTERIOR WALL FINISH CEILING FINISH

Corridors Polished Concrete CMU, Paint CMU, Paint Open to Structure

Classrooms Polished Concrete CMU, Rubber base CMU, UL419 gwb partition ACT

Media Center Carpet Tile Rubber base CMU, UL419 gwb partition ACT

Cafeteria, Dining Polished Concrete Rubber Base ACT

Cafeteria, Kitchen Epoxy Epoxy Combination of gwb, paint& FRP Scrubbable ACT

Restrooms Polished Concrete Rubber base UL419 gwb partition, paint Open to Structure

Administrative Carpet Tile Rubber Base UL419 gwb partition, paint ACT

DOORS AND OPENINGSAll doors shall be 36”x84”x1 3/4”. Exterior doors shall be heavy duty insulated steel doors with 14 gauge hollow metal steel frames, doors and frames painted. Interior classroom and office doors shall be solid wood stained birch with 4”x30” tempered glass lites. Stairwells shall have 90 minute fire rated steel doors with tempered fire glass lites. Door hardware shall be heavy duty ADA with USD32 finish.

No overhead doors will be provided.

All entry glazing shall be thermally broken aluminum storefront system, Kawneer trifab 451T or equal. Clear anodized finish. Entry doors shall be heavy duty medium stile aluminum and glass entry doors with ADA hardware and proprietary keying. All windows shall be fixed pane, no operable windows.

All exterior glazing shall be 1” insulated glazing units with low-e coating, Solarban 70 or equal.

Each classroom shall have one operable window for fire egress within larger storefront window opening:

Basis of Design: Efco 3500T heavy duty slider with automatic latching hardware, low-e insulated glazing units.

INTERIOR FINISHESThe floor finish will be a combination of exposed polished concrete and carpet tile. Carpet tile should be an installed price of no more than $24/sy.

Interior partitions between classrooms and in administrative areas will be 3-5/8” metal studs with 5/8” abuse resistant gypsum board on either side with batt insulation. All gypsum board to be Level 4 finish.

Masonry walls shall be provided inside the building for unrated corridors and at fire rated stairwells and elevator shafts. Walls shall be 8” CMU running bond, full height to floor or roof deck, UL assembly #U905 for stair and elevator shaft walls. Continuous bond beam at top of wall and at 2nd floor level. Seismic reinforcing around openings and at corners, and at 48” on center.

Wall base for any gypsum board wall will be 4” rubber base.

Ceilings will be a combination of Open-To-Structure and 2x2 Acoustic Ceiling Tile. Basis of Design for ACT: Armstrong School Zone Fine Fissured. The metal deck of Open-To-Structure areas will be painted, and the structural steel will remain unfinished.

A preliminary room finish schedule has been provided below:

ROOM SIGNAGEProvide an allowance for room signage. Sign will be made of 1 piece of acrylic with a painted second surface attached with adhesive.

EXISTING MASONRY FACADEOPTION 1 ONLY

Provide W-shapes suitable to support existing structural brick masonry wall. Exposed steel to be galvanized and run the full height of the wall on 10 ft. centers. Provide adequate plates and anchors to allow for suitable attachment to the brick masonry.

VERTICAL CIRCULATIONOPTION 1 ONLY

Metal stairs shall be 48” clear width pre-engineered steel stairs with steel channel stringers and concrete pan filled treads and landings. 1.5” steel pipe handrails welded onto 1.5”, 42” high fall protection railings with 1/4” pickets at 4” on center. A pre-engineered ships ladder shall be provided for roof access of the two story portion of the building.

Option 1 will include (1) elevator. Basis of Design: Holeless hydraulic elevator system, 2,500 lb. capacity 100 fpm speed, vandal resistant finishes and fixtures, Otis Hydrofit or equal by major north american elevator manufacturer.




BUILDING CODE SUMMARY


PRELIMINARY BUILDING CODE SUMMARYOPTION 1



DN

UP

F

E

D

1

2

3

4

5

6

7

9

10

A B C

8

11

12

13

14

15

16

17

18

19

20

21


1

3

5

Frontage area increases from Section 506.2 are computed thus:a. Perimeter which fronts a public way or open space having 20 feet minimum widthb. Total Building Perimeterc. Ratio (F/P)d. W = Minimum width of public waye. Percent of frontage increase I = 100 [ F/P - 0.25] x W/30

= (F)= (P)= 1.0 (F/P)= 30' (W)= 75 (%)

Unlimited area applicable under conditions of Sections 507.

The maximum area of open parking garages must comply with 406.3.5. The maximum area of airtraffic control towers must comply with 412.1.2.

f

INCIDENTAL USES (Table 508.2.5):

ALLOWABLE HEIGHT

Type of Construction

Building Height in Feet

Building Height in Stories

ALLOWABLE(TABLE 503)

INCREASE FORSPRINKLERS

SHOWN ONPLANS

CODEREFERENCE

Type II-B

55 ft Feet = H + 20' = 75' 35'

2 Stories Stories + 1 = 3 2 Stories

Type II-B Table 601

Table 503

Table 503

Name of Project: Community High SchoolAddress: 235 Old US Hwy 70, Swannanoa, NC 28778

Owner/Authorized Agent:Owned By:Code Enforcement Jurisdiction:

Proposed Use: High SchoolBuncombe County Board of Education

City/County PrivatePhone: -

StateCity: - County: Buncombe

BASIC BUILDING DATAI-A II-A III-A IV V-AConstruction Type (Table 601):

No PartialSprinklers (Chapter 9):Standpipes (Section 905):Fire District (Local Ordinance):Building Height (Table 503):Gross Building Area:

NFPA 13 NFPA 13R NFPA 13DNo YesNo Yes (Primary)

Class I II III Wet Dry

35'-0"

FLOOR EXISTING (SQ FT) NEW (SQ FT) SUB-TOTAL (SQ FT)1st Floor2nd Floor3rd Floor

Primary Occupancy (Chapter 3):Assembly: A-1 A-2 A-3 A-4 A-5

Business

HazardousInstitutional

Mercantile

Storage

Utility and Miscellaneous

H-1 DetonateI-1

ResidentialS-1 Moderate

FactoryH-2 Deflagrate

I-21

R-1S-2 Low

I-3 Condition

H-3 Combust H-4 HealthF-1 Moderate F-2 Low

H-5 HPMI-3 I-4

R-2 R-3 R-4High-Piled

Parking Garage Open Enclosed Repair Garage

Mixed Occupancy: No Yes Separation: N/A Exception: IBC 303.1 Ex.4

Non-Separated Use (508.3)The required type of construction for the building shall be determined byapplying the height and area limitations for each of the applicable occupanciesto the entire building. The most restrictive type of construction, sodetermined, shall apply to the entire building.Separated Use (508.4) - See below for area calculationsFor each story, the area of the occupancy shall be such that the sum of theratios of the actual floor area of each use divided by the allowable floor area foreach use shall not exceed 1.

STORY NO. DESCRIPTIONAND USE

(A)BLDG AREAPER STORY(ACTUAL)

(B)TABLE 503

AREA

(C)AREA FOR

OPEN SPACEINCREASE

(D)AREA FOR

SPRINKLERINCREASE

(E)ALLOWABLE

AREA ORUNLIMITED

(F)MAXIMUMBUILDING

AREA5

1 2 3 4

1st Floor Education (E) 32,200 SF 14,500 SF 10,875 SF 29,000 SF 54,375 SF

2

4

The sprinkler increase per Section 506.3 is as follows:a. Multi-story building I = 200 percentb. Single story building I = 300 percent

Maximum Building Area = total number of stories in the building x E (506.4).

FIRE PROTECTION REQUIREMENTS*

Structural frame, Includingcolumns, girders, trussesBearing walls

ExteriorNorthEastWestSouth

InteriorNonbearing walls andpartitions


Interior Wallsand Partitions

Floor construction Including supporting beams and joistsRoof construction Including supporting beams and joistsShafts Enclosures - ExitShafts Enclosures- OtherCorridor SeparationOccupancy SeparationParty/Fire Wall SeparationSmoke Barrier Separation

Incidental Use Separation

0

0

0

2 HR

-

LIFE SAFETY SYSTEM REQUIREMENTS:No Yes

BUILDING ELEMENT

FIRESEPARATIO

NDISTANCE

(FEET)

RATING

REQ'D(HR.)

PROVIDED(W/________*REDUCTION)

DETAIL #AND

SHEET #

DESIGN #FOR

RATEDASSEMBLY

DESIGN #FOR RATED

PENETRATION

DESIGN #FOR RATED

JOINTS

Emergency Lighting (S1006):No YesNo YesNo YesNo Yes

--

E-mail: -

Yes

No YesFlood Hazard Area (Appendix G):

ALLOWABLE AREA/OCCUPANCY CLASSIFICATION

Incidental Use Separation (508.2.5)This separation is not exempt as a Non-Separated Use (see exceptions).

2 HR

Tenant Separation

X > 30

Partial

State

I-B II-B III-B V-B

20,000 SF20,000 SF

N/A

N/AN/AN/A

TOTAL 40,000 SFN/A

2 3 4 5

Accessory Occupancy (Section 508):Assembly: A-1 A-2 A-3 A-4 A-5

Business


Mercantile

Storage


Educational

H-1 DetonateI-1



I-21

R-1S-2 Low

I-3 Condition


H-5 HPMI-3 I-4



2 3 4 5

Educational

ss

Exit Signs (S1011):Fire Alarm (S907, NFPA 72-07):Smoke Detection Systems (S907):Panic Hardware (S1008.1.10):

N/AN/AN/AN/A

2 HR2 HR

--

-

-----

-----

-

-

-

-

-

----

-----

-----

-

-

-

U905

----

-----

-----

-

-

-

-

-

----

-----

-----

-

-

-

-

--

----

000

-

- No Incidental OR Special Uses -

163,125 SF

- - -

- U411 - -

X > 30

X > 30

PROJECT SUMMARY:PROJECT INFORMATION:

WALL LEGENDS:

Fire Walls 706Fire Barriers 707Shaft Enclosure 708Fire Partitions 709

Check if the following are present and indicated by a wall legend on all plans:Smoke Barriers 710Smoke Partitions 711No rated walls are present

No YesLife Safety System Generator: (S2702.2):

NUMBER AND ARRANGEMENT OF EXITS

FLOOR, ROOMOR SPACE

DESIGNATION

MINIMUM NUMBER OF EXITS

Level 1 - Classrooms 2 250 ft

TRAVEL DISTANCE

REQUIREDT1020.1

(SINGLE EXIT1021.2)

SHOWNON

PLANS

ALLOWABLETRAVEL

DISTANCE(TABLE 1016.1)

ACTUAL TRAVELDISTANCESHOWN ON

PLANS

ARRANGEMENT MEANS OF EGRESS(SECTION 1015.2)

REQUIREDDISTANCE

BETWEEN EXITDOORS

ACTUALDISTANCESHOWN ON

PLANS

2 160 ft 225'/3 = 75 ft 200 ft

2 1,3

12

3

Corridor dead ends (Section 1018.4)Buildings with single exits (Table 1021.2), Spaces with one means of egress (Table 1015.1).Common Path of Travel (Section 1014.3)

X > 30X > 30X > 30

X > 30

N/A

N/A

N/A

-

- -

(EXISTING CONDITIONS: ARRANGEMENT AND NUMBER OF EXITS UNCHANGED)

-

RENO/ALT (SQ FT)12,200 SF

N/AN/A

12,200 SF

32,200 SF20,000 SF

N/A

52,200 SF

Building/Space Description:

Approximately 50,000 square foot high school facility in two stories on anexisting school site including renovated gymnasium and historic facadeelements.

2nd Floor 20,000 SF 14,500 SF 29,000 SF 54,375 SF

52,200 SF 3 STORIES x 54,375 SFTOTAL

* Life Safety components shall remain operational during all phases of construction.

X > 30

Education (E) 10,875 SF

54,375 SF

00000

N/AN/AN/AN/A

Level 2 - ClassroomsGymnasium

2 22 2

250 ft 165 ft 225'/3 = 75 ft 175 ft250 ft 95 ft 140'/3 = 47 ft 125 ft

224'

158'

2nd Floor ClassroomsMax. occupancy per IBC Table 1004.1.1= approx. 800

Max. exit access distance = 110'158' Exit separation

- -

2 HR FIRE BARRIERW/ 90 MIN. DOORSIN CORRIDOR

1st Floor ClassroomsMax. occupancy per IBC Table 1004.1.1= approx. 700


199'

GymnasiumMax. occupancy per IBC Table 1004.1.1= approx. 350


CafeteriaMax. occupancy per IBC Table 1004.1.1= approx. 185






0 10 20 50 0 10 20 50

DN

2nd Floor ClassroomsMax. occupancy per IBC Table 1004.1.1= approx. 800


1st Floor ClassroomsMax. occupancy per IBC Table 1004.1.1= approx. 700




CafeteriaMax. occupancy per IBC Table 1004.1.1= approx. 185


199’

158’

224’2 HR FIRE BARRIERW/ 90 MIN. DOORS

IN CORRIDOR




22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48


1

3

5

Frontage area increases from Section 506.2 are computed thus:a. Perimeter which fronts a public way or open space having 20 feet minimum widthb. Total Building Perimeterc. Ratio (F/P)d. W = Minimum width of public waye. Percent of frontage increase I = 100 [ F/P - 0.25] x W/30

= (F)= (P)= 1.0 (F/P)= 30' (W)= 75 (%)

Unlimited area applicable under conditions of Sections 507.

The maximum area of open parking garages must comply with 406.3.5. The maximum area of airtraffic control towers must comply with 412.1.2.

f

INCIDENTAL USES (Table 508.2.5):

ALLOWABLE HEIGHT

Type of Construction

Building Height in Feet

Building Height in Stories

ALLOWABLE(TABLE 503)

INCREASE FORSPRINKLERS

SHOWN ONPLANS

CODEREFERENCE

Type II-B

55 ft Feet = H + 20' = 75' 25'

2 Stories Stories + 1 = 3 1 Story

Type II-B Table 601

Table 503

Table 503

Name of Project: Community High SchoolAddress: 235 Old US Hwy 70, Swannanoa, NC 28778

Owner/Authorized Agent:Owned By:Code Enforcement Jurisdiction:

Proposed Use: High SchoolBuncombe County Board of Education

City/County PrivatePhone: -

StateCity: - County: Buncombe

BASIC BUILDING DATAI-A II-A III-A IV V-AConstruction Type (Table 601):

No PartialSprinklers (Chapter 9):Standpipes (Section 905):Fire District (Local Ordinance):Building Height (Table 503):Gross Building Area:

NFPA 13 NFPA 13R NFPA 13DNo YesNo Yes (Primary)

Class I II III Wet Dry

35'-0"

FLOOR EXISTING (SQ FT) NEW (SQ FT) SUB-TOTAL (SQ FT)1st Floor2nd Floor3rd Floor

Primary Occupancy (Chapter 3):Assembly: A-1 A-2 A-3 A-4 A-5

Business


Mercantile

Storage


H-1 DetonateI-1



I-21

R-1S-2 Low

I-3 Condition


H-5 HPMI-3 I-4



Mixed Occupancy: No Yes Separation: N/A Exception: IBC 303.1 Ex.4

Non-Separated Use (508.3)The required type of construction for the building shall be determined byapplying the height and area limitations for each of the applicable occupanciesto the entire building. The most restrictive type of construction, sodetermined, shall apply to the entire building.Separated Use (508.4) - See below for area calculationsFor each story, the area of the occupancy shall be such that the sum of theratios of the actual floor area of each use divided by the allowable floor area foreach use shall not exceed 1.

STORY NO. DESCRIPTIONAND USE

(A)BLDG AREAPER STORY(ACTUAL)

(B)TABLE 503

AREA

(C)AREA FOR

OPEN SPACEINCREASE

(D)AREA FOR

SPRINKLERINCREASE

(E)ALLOWABLE

AREA ORUNLIMITED

(F)MAXIMUMBUILDING

AREA5

1 2 3 4

1st Floor Education (E) 58,200 SF 14,500 SF 10,875 SF 43,500 SF 68,875 SF

2

4

The sprinkler increase per Section 506.3 is as follows:a. Multi-story building I = 200 percentb. Single story building I = 300 percent

Maximum Building Area = total number of stories in the building x E (506.4).

FIRE PROTECTION REQUIREMENTS*

Structural frame, Includingcolumns, girders, trussesBearing walls


InteriorNonbearing walls andpartitions


Interior Wallsand Partitions

Floor construction Including supporting beams and joistsRoof construction Including supporting beams and joistsShafts Enclosures - ExitShafts Enclosures- OtherCorridor SeparationOccupancy SeparationParty/Fire Wall SeparationSmoke Barrier Separation

Incidental Use Separation

0

0

0

2 HR

-

LIFE SAFETY SYSTEM REQUIREMENTS: (EXISTING OR NEW)*No Yes

BUILDING ELEMENT

FIRESEPARATIO

NDISTANCE

(FEET)

RATING

REQ'D(HR.)

PROVIDED(W/________*REDUCTION)

DETAIL #AND

SHEET #

DESIGN #FOR

RATEDASSEMBLY

DESIGN #FOR RATED

PENETRATION

DESIGN #FOR RATED

JOINTS

Emergency Lighting (S1006):No YesNo YesNo YesNo Yes

--

E-mail: -

Yes

No YesFlood Hazard Area (Appendix G):

ALLOWABLE AREA/OCCUPANCY CLASSIFICATION

Incidental Use Separation (508.2.5)This separation is not exempt as a Non-Separated Use (see exceptions).

2 HR

Tenant Separation

X > 30

Partial

State

I-B II-B III-B V-B

58,200 SFN/AN/A

N/AN/AN/A

TOTAL 58,200 SF-

2 3 4 5

Accessory Occupancy (Section 508):Assembly: A-1 A-2 A-3 A-4 A-5

Business


Mercantile

Storage


Educational

H-1 DetonateI-1



I-21

R-1S-2 Low

I-3 Condition


H-5 HPMI-3 I-4



2 3 4 5

Educational

ss

Exit Signs (S1011):Fire Alarm (S907, NFPA 72-07):Smoke Detection Systems (S907):Panic Hardware (S1008.1.10):

N/AN/AN/AN/A

2 HR2 HR

--

-

-----

-----

-

-

-

-

-

----

-----

-----

-

-

-

U905

----

-----

-----

-

-

-

-

-

----

-----

-----

-

-

-

-

--

----

000

-

- No Incidental OR Special Uses -

68,875 SF

- - -

- U411 - -

X > 30

X > 30

PROJECT SUMMARY:PROJECT INFORMATION:

WALL LEGENDS: (EXISTING OR NEW)

Fire Walls 706Fire Barriers 707Shaft Enclosure 708Fire Partitions 709

Check if the following are present and indicated by a wall legend on all plans:Smoke Barriers 710Smoke Partitions 711No rated walls are present

No YesLife Safety System Generator: (S2702.2):

NUMBER AND ARRANGEMENT OF EXITS

FLOOR, ROOMOR SPACE

DESIGNATION

MINIMUM NUMBER OF EXITS

Level 1 - Classrooms 4 250 ft

TRAVEL DISTANCE

REQUIREDT1020.1

(SINGLE EXIT1021.2)

SHOWNON

PLANS

ALLOWABLETRAVEL

DISTANCE(TABLE 1016.1)

ACTUAL TRAVELDISTANCESHOWN ON

PLANS

ARRANGEMENT MEANS OF EGRESS(SECTION 1015.2)

REQUIREDDISTANCE

BETWEEN EXITDOORS

ACTUALDISTANCESHOWN ON

PLANS

5 160 ft 225'/3 = 75 ft 200 ft

2 1,3

12

3

Corridor dead ends (Section 1018.4)Buildings with single exits (Table 1021.2), Spaces with one means of egress (Table 1015.1).Common Path of Travel (Section 1014.3)

1 HR 1 HR

X > 30X > 30X > 30

X > 30

N/A

N/A

N/A

-

- -

(EXISTING CONDITIONS: ARRANGEMENT AND NUMBER OF EXITS UNCHANGED)

-

RENO/ALT (SQ FT)N/AN/AN/A

-

58,200 SFN/AN/A

58,200 SF

Building/Space Description:

Approximately 50,000 square foot high school facility in one story on anexisting school site including new gymnasium.

58,200 SF 68,875 SFTOTAL

* Life Safety components shall remain operational during all phases of construction.

X > 30

00000

N/AN/AN/AN/A

U905

Gymnasium 2 2 250 ft 95 ft 140'/3 = 47 ft 125 ft

280'

South WingMax. occupancy per IBC Table 1004.1.1= approx. 900


358'



North WingMax. occupancy per IBC Table 1004.1.1= approx. 785,

excluding gymMax. exit access distance = 175'

225' Exit separation

130'



0 10 20 50

28 ’

58’

1’

North WingMax. occupancy per IBC Table 1004.1.1= approx. 785,

excluding gymMax. exit access distance = 175'

225' Exit separation

South WingMax. occupancy per IBC Table 1004.1.1= approx. 900






35 Haywood Street / Suite 203 Asheville / NC / 28801828.774.5029www.sparc-design.com BUNCOMBE COUNTY SCHOOLS - COMMUNITY HIGH SCHOOL 01.04.2016 32 of 55



CONCEPTUAL DESIGN COST STUDY




1

LOCATION: Swannanoa, North Carolina 15 - December - 2015

Option 1: Building Areas

+ First Floor 24,816 SF

+ Second Floor 20,000 SF

Total Building Area 44,816 SF

*** Note: Existing Gymnasium (7,192 SF)

Option 1: Probable Construction Cost Summary TOTAL COST COST / SF % OF COST02 SITE WORK $513,802 $11.46 6.46%02 SELECTIVE DEMOLITION $9,385 $0.21 0.12%

03 CONCRETE $723,871 $16.15 9.10% 04 MASONRY $253,836 $5.66 3.19% 05 METALS $947,132 $21.13 11.91% 06 WOOD & PLASTICS $164,693 $3.67 2.07% 07 MOISTURE & THERMAL PROTECTION $681,790 $15.21 8.57% 08 DOORS AND WINDOWS $388,888 $8.68 4.89% 09 FINISHES $313,351 $6.99 3.94% 10 SPECIALTIES $23,900 $0.53 0.30% 11 EQUIPMENT $125,000 $2.79 1.57% 12 FURNISHINGS $55,286 $1.23 0.70%

14 CONVEYING SYSTEMS $85,000 $1.90 1.07% 15 PLUMBING $277,000 $6.18 3.48% 15 FIRE PROTECTION $167,500 $3.74 2.11% 15 HVAC (Includes New HVAC @ Gym) $1,009,000 $22.51 12.68%

16 ELECTRICAL SYSTEMS $827,000 $18.45 10.40% SUBTOTAL $6,566,434 $146.52 82.55% MARK-UPS - Sales Tax $22,768 $0.51 0.29% - Labor Burden $39,138 $0.87 0.49%

- Overhead & Profit $463,984 $10.35 5.83% - Bonding & Insurance $109,931 $2.45 1.38%

Subtotal $7,202,255 $160.71 90.55%

- Design / Estimating Contingency 1 LS $500,000 $11.16 6.29% - Escalation Contingency (12 months) 3.50% $252,079 $5.62 3.17%Total Estimated Probable Construction Cost: Option 1 $7,954,334 $177.49 100.00%

+ Owners Costs & Allowances 1 1 LS $1,510,000 Includes : FF&E, Technology , Security , Design Fees , Permits & Inspections, Test & Balance , Geotech Eng. , DOT Requirements , Owners Contingency

* * * Total Estimated Project Cost $9,464,334

+ + + + + + + + + + +

Clemson, SC 29631

E-Mail: [email protected]

Tel.: 864/653-6320 Project No: 41-15

C O S T P L U S

OWNER: Buncombe County Schools

PROJECT: Community High School

ARCHITECT: SPARC Desgn

Conceptual Design Cost Study

203 Prince Ranier Street

Estimator: R. Roark

2

02 SITE WORK TOTAL COST

Item Description Quantity u/m u/c Total u/c Total u/c TotalMobilization & Staking 1 LS 0 0 35,000 35,000 35,000Construction Fencing / Gates 1 LS 0 0 15,000 15,000 15,000Construction Entrance 60 TN 0 0 32 1,920 1,920Site Demolition: (Incl. Haul & Dump)

- buildings 16,400 SF 0 0 7.50 123,000 123,000 - mobile units 6,920 SF 0 0 1.50 10,380 10,380 - wood ramps / porches 1,400 SF 0 0 0.75 1,050 1,050 - front entry ramp / stairs 1 LS 0 0 5,430 5,430 5,430 - concrete walks 2,400 SF 0 0 1.25 3,000 3,000 - canopies 2,080 SF 0 0 1.50 3,120 3,120 - inlet structures 11 EA 0 0 415 4,565 4,565 - storm pipe 450 LF 0 0 9.85 4,433 4,433 - fencing 380 LF 0 0 1.25 475 475 - hazardous material abatement N.I.C. 0 0 0 0 - miscellaneous items 1 LS 0 0 7,773 7,773 7,773Erosion Control: 1 LS 0 0 6,250 6,250 6,250Grading: - Rough Grading:( cut / fill / excavate) 1 LS 0 0 35,600 35,600 35,600 - Excavate / Grind / Re-compaction 740 CY 0 0 11.40 8,436 8,436 - Excavate / Remove Foundation Conc. 20 CY 0 0 20.25 405 405 - Final Grading 1 LS 0 0 8,900 8,900 8,900Stormwater Systems: - raingarden 10,000 SF 0 0 6.85 68,500 68,500 - inlet structures 8 EA 0 0 1,850 14,800 14,800 - storm pipe 380 LF 0 0 30 11,400 11,400 - roof drain leaders 600 LF 0 0 12 7,200 7,200Site Utilities: - Water Distribution 1 LS 0 0 16,335 16,335 16,335 - Sanitary Sewer 1 LS 0 0 6,500 6,500 6,500 - Electrical Service By Others 0 0 0 0 - Gas Service By Others 0 0 0 0 - Telecom / Ductbank 1 LS 0 0 4,500 4,500 4,500 - Site Lighting 1 LS 0 0 15,000 15,000 15,000Drives / Parking / Walks: - curb & gutter N/A 0 0 14.25 0 0 - asphalt parking lot 900 SY 0 0 28.25 25,425 25,425 - concrete walks 3,500 SF 0 0 4.15 14,525 14,525 - striping N/A 0 0 0.75 0 0 - handicap signs / symbols N/A 0 0 210 0 0 - signs N/A 0 0 180 0 0Improvements: - Screening Fence 930 LF 0 0 16 14,880 14,880 - school monument sign 1 EA 0 0 7,500 7,500 7,500Landscaping (trees / shrubs) 1 LS 0 0 25,000 25,000 25,000Seeding / Sod 1 LS 0 0 7,500 7,500 7,500Irrigation Systems N/A 0 0 0 0SUBTOTAL - SITE WORK 0 0 513,802 $513,802

MATERIAL SUBCONTRACTLABOR




3

02 SELECTIVE DEMOLITION

TOTAL COSTItem Description Quantity u/m u/c Total u/c Total u/c Total

Remove: (Incl. Haul & Dump) - windows @ "façade Wall" 1,110 SF 0 0 3.50 3,885 3,885 - demo. Stairs @ Gymnasium 1 LS 0 0 3,000 3,000 3,000 - miscellaneous items 1 LS 0 0 2,500 2,500 2,500Hazardous Material Abatement N.I.C. 0 0 0 0SUBTOTAL - SELECTIVE DEMOLITION 0 0 9,385 $9,385

03 CONCRETE TOTAL COST Item Description Quantity u/m u/c Total u/c Total u/c Total

Wall Footings: - excavation/backfill 576 CY 0 28 16,128 0 16,128 - trim sides 6,405 SF 0 0.38 2,434 0 2,434 - concrete 288 CY 116 33,408 32 9,216 0 42,624 - rebar 9.22 TN 975 8,986 380 3,502 0 12,488

Column Footings: 0 - excavation/backfill 176 CY 0 32 5,632 0 5,632 - trim sides 1,446 SF 0 0.38 549 0 549 - concrete 88 CY 116 10,208 40 3,520 0 13,728 - rebar 3.78 TN 975 3,689 380 1,438 0 5,127 - set base plates / anchor bolts 36 EA 50 1,800 30 1,080 0 2,880Elevator Pit(s): 0 - excavation/backfill 18 CY 0 13.50 240 0 240 - cast-in-place walls 162 SF 0 0 29.25 4,739 4,739 - structural slab 96 SF 4.48 430 3.05 293 0 723 - sump pump pit / grating 1 EA 0 0 1060 1,060 1,060Foundation Wall(s) : (8" thick, C.I.P.) 9,790 SF 0 0 23.84 233,394 233,394Concrete Stairs 320 LF 0 0 26.50 8,480 8,480Compacted Structural Fill 8,424 CY 0 0 19.50 164,268 164,268Ramp(s) / Porches 3,450 SF 0 0 7.88 27,169 27,169

Slab on Grade : - soil poisoning 24,816 SF 0 0 0.16 3,971 3,971

- concrete 309 CY 120 37,125 15 4,641 0 41,766 - rebar 4.95 TN 975 4,826 380 1,881 0 6,707

- crusher run base, 4" tk 425 TN 32 13,588 10 4,246 0 17,834 - vapor barrier 26,057 SF 0.05 1,303 0.03 782 0 2,085

- welded wire mesh 26,057 SF 0.43 11,204 0.15 3,909 0 15,113 - perimeter insulation 3,176 LF 1.72 5,463 0.48 1,524 0 6,987

- place & finish 24,816 SF 0 0 0.52 12,904 12,904 - protect & cure 24,816 SF 0.03 744 0.03 744 0 1,488

- expansion joint 4,128 LF 0.85 3,509 0.70 2,890 0 6,399 - control joint 780 LF 0.15 117 0.54 421 0 538

Elevated Floor(s): - concrete 206 CY 120 24,720 55 11,330 0 36,050 - place & finish 20,000 SF 0 0 0.92 18,400 18,400 - control joint 700 LF 0.15 105 0.54 378 0 483Elevator Shaft Cap @ 8" tk 120 SF 0 0 11.78 1,414 1,414Concrete Fill @ Stairs / Landings 6.50 CY 134 871 135 878 0 1,749Rear Porch / Stairs @ Classroom Bldg. 1 LS 0 0 6720 6,720 6,720

SUBCONTRACT

LABOR SUBCONTRACT

MATERIAL LABOR

MATERIAL

4

03 CONCRETE - Continued TOTAL COST

Item Description Quantity u/m u/c Total u/c Total u/c TotalNew Ramp @ Gym Entry 1 LS 0 0 1600 1,600 1,600

SUBTOTAL - CONCRETE 162,096 77,656 $484,119 $723,871

04 MASONRY TOTAL COST Item Description Quantity u/m u/c Total u/c Total u/c Total

Masonry Walls: - 8" c.m.u. 20,447 EA 1.70 34,760 0 4.10 83,833 118,593 - mortar 613 BG 11.45 7,024 0 0 7,024 - sand 102 TN 32 3,272 0 0 3,272 - grout fill 121 CY 135 16,358 0 108 13,086 29,444 - rebar 6.36 TN 995 6,329 0 415 2,640 8,969 - clean masonry 35,560 SF 0 0 0.34 12,090 12,090Pt./Patch/Repair/Clean @ "Gymnasium" 1 LS 0 0 44,954 44,954 44,954Cast Stone Repair @ "Gymnasium" 1 LS 0 0 7,200 7,200 7,200Repair Entry Porch / Ballastrade 1 LS 0 0 5,000 5,000 5,000Pt./Patch/Repair/Clean @ "Façade Wall" 1 LS 0 0 17,290 17,290 17,290

SUBTOTAL - MASONRY 67,743 0 $186,093 $253,836

05 METALS TOTAL COST Item Description Quantity u/m u/c Total u/c Total u/c Total Structural Steel:

- columns 17.90 TN 0 0 3,700 66,230 66,230 - floor structure 80.00 TN 0 0 3,750 300,000 300,000

- roof structure (beams / joists) 69.47 TN 0 0 3,725 258,776 258,776 - 8" steel z-girts 5,256 LF 0 0 6.40 33,638 33,638 - misc. 1 LS 0 0 18,750 18,750 18,750Work @ "façade wall" - shoring / bracing 5,320 SF 0 0 5.35 28,462 28,462 - steel vertical supports 1 LS 0 0 31,500 31,500 31,500 - steel horizontal supports 1 LS 0 0 17,640 17,640 17,640

Metal Decking: - floor 21,000 SF 0 0 2.40 50,400 50,400 - roof 18,216 SF 0 0 2.26 41,168 41,168 - roof (Acoustical) 7,934 SF 0 0 2.64 20,946 20,946Stair Structures: - treads @ 4'-0" wide w/railings 63 Trd 0 0 435 27,405 27,405 - landings 240 SF 0 0 58 13,920 13,920 - wall rails 96 LF 0 0 30 2,880 2,880Hoist Beam 1 EA 0 0 2,980 2,980 2,980Railings @ Porch / Ramp(s) 516 LF 0 0 62 31,992 31,992Pit Ladder 1 EA 0 0 445 445 445

SUBTOTAL - METALS 0 0 $947,132 $947,132

SUBCONTRACT

LABOR SUBCONTRACTMATERIAL

MATERIAL LABOR

MATERIAL LABOR SUBCONTRACT




5

06 WOOD & PLASTICS TOTAL COST Item Description Quantity u/m u/c Total u/c Total u/c Total Treated Blocking / Plywood 6,580 BF 0.99 6,485 0.95 6,218 0 12,703

Casework: - base cabinets 430 LF 0 0 225 96,750 96,750 - wall cabinets 300 LF 0 0 150 45,000 45,000 - vanity 24 LF 0 0 135 3,240 3,240Rough Hardware 1 LS 3,500 3,500 0 0 3,500Upgrade Rear Entry Stairs @ Gymnasium 1 LS 0 0 3,500 3,500 3,500

SUBTOTAL - WOOD & PLASTICS 9,985 6,218 $148,490 $164,693

07 MOISTURE & THERMAL PROTECTION

TOTAL COST Item Description Quantity u/m u/c Total u/c Total u/c Total

TPO (single-ply membrane) w/ insulation 254 SQ 0 860 218,440 218,440Remove / Replace Gymnasium Roofing 74 SQ 0 965 71,410 71,410Metal Wall Coping 948 LF 0 8.35 7,916 7,916Roof Hatch w/ ladder 2 EA 0 925 1,850 1,850Expansion Joint 56 LF 0 22 1,232 1,232Gutters 318 LF 0 10.80 3,434 3,434Downspouts 272 LF 0 8.65 2,353 2,353Metal Wall Panels (insulated) 20,306 SF 0 16.85 342,156 342,156Waterproofing @ Foundation Walls 8,982 SF 0 2.85 25,599 25,599Caulking & Sealants 1 LS 0 0 7,400 7,400 7,400Sprayed-on Firefroofing N/A 0 0 0 0

SUBTOTAL - MOISTURE & THERMAL PROTECTION 0 0 $681,790 $681,790

08 DOORS & WINDOWS

TOTAL COST Item Description Quantity u/m u/c Total u/c Total u/c Total Aluminum Doors:

- entry doors (full glass) 7 PR 3,100 21,700 300 2100 0 23,800Hollow Metal Doors: w/ frames

- insulated steel 5 EA 490 2,450 125 625 0 3,075Interior Wood Doors w/ Frames:

- flush 17 EA 220 3,740 90 1530 0 5,270 - w/ view glass 30 EA 270 8,100 90 2700 0 10,800 - rated (90min.) 2 EA 310 620 90 180 0 800Door Hardware 1 LS 32,975 32,975 4,690 4,690 7,500 7,500 45,165Door Replacement @ Gym (complete) 1 LS 0 0 35,650 35,650 35,650Interior Frames / Glass 210 SF 0 0 30 6,300 6,300Exterior Window System 4,538 SF 0 0 46 208,748 208,748Replace Glass @ Gymnasium 1,120 SF 0 0 44 49,280 49,280

SUBTOTAL - DOORS & WINDOWS 69,585 11,825 $307,478 $388,888

LABORMATERIAL

LABOR

SUBCONTRACT

MATERIAL SUBCONTRACT


6

09 FINISHES

TOTAL COST Item Description Quantity u/m u/c Total u/c Total u/c Total Floors:

- carpet tile 578 SY 0 0 24 13,867 13,867 - polished concrete 35,318 SF 0 0 0.85 30,020 30,020 - epoxy 4,298 SF 0 0 5.45 23,424 23,424

Base: - rubber 6,220 LF 0 0 1.56 9,703 9,703 Interior Walls:

- 3 5/8" metal studs 15,280 SF 0 0 2.45 37,436 37,436 - 5/8" gwb 28,440 SF 0 0 1.64 46,642 46,642 - sound batt 12,224 SF 0 0 0.60 7,334 7,334

Ceilings: - ACT (2' x 2'), nrc .95 32,584 SF 0 0 2.40 78,202 78,202 - ACT (2' x 2'), vinyl coated 4,298 SF 0 0 2.65 11,390 11,390

Painting / Wall Covering: - painting (walls) 48,104 SF 0 0 0.60 28,862 28,862

- exposed structure 7,934 SF 0 0 0.75 5,951 5,951 - paint existing gymnasium 1 LS 0 0 9,000 9,000 9,000

- doors / frames 59 EA 0 0 55 3,245 3,245 - stair structure(s) 1 LS 0 0 5,775 5,775 5,775

- miscellaneous 1 LS 0 0 2,500 2,500 2,500 SUBTOTAL - FINISHES 0 0 $313,351 $313,351 10 SPECIALTIES

TOTAL COST Item Description Quantity u/m u/c Total u/c Total u/c Total Toilet Partitions : - standard 6 EA 835 5,010 65 390 0 5,400 - handicap 4 EA 980 3,920 80 320 0 4,240

Urinal Screen 2 EA 325 650 40 80 0 730 Toilet Accessories :

- grab bars, 18" 4 EA 40 160 12 48 0 208 - grab bars, 36" 4 EA 60 240 12 48 0 288 - grab bars, 42" 4 EA 72 288 12 48 0 336 - toilet tissue disp. 14 EA 44 616 10 140 0 756 - soap dispenser 10 EA 38 380 12 120 0 500 - MR (24 x 60") 4 EA 150 600 15 60 0 660 - MR (18" x 36") 10 EA 85 850 10 100 0 950 - paper towel dispenser 6 EA 135 810 10 60 0 870 - sanitary napkin disposal 6 EA 35 210 12 72 0 282Fire Extinguishers / Cabinets 8 EA 235 1,880 75 600 0 2,480Fire Extinguishers w/ bracket 2 EA 120 240 30 60 0 300Interior Signage 1 LS 0 0 3,400 3,400 3,400Exterior Signage 1 LS 0 0 2,500 2,500 2,500

SUBTOTAL - SPECIALTIES 15,854 2,146 $5,900 $23,900


LABORMATERIAL SUBCONTRACT




7

11 EQUIPMENT

TOTAL COST Item Description Quantity u/m u/c Total u/c Total u/c Total

Food Service Equipment 1 LS 0 0 125,000 125,000 125,000Residential Appliances By Owner 0 0 0 0Educational Audio / Video By Owner 0 0 0 0Visual Display Equipment By Owner 0 0 0 0Science Lab Equipment By Owner 0 0 0 0Student Lockers N/A 0 0 0 0

SUBTOTAL - EQUIPMENT 0 0 $125,000 $125,000

12 FURNISHINGS


Cafeteria (Tables & Chairs) By Owner 0 0 0 0Media Center FFE By Owner 0 0 0 0Acoustical Panels (Allowance) 1,960 SF 0 0 12 23,520 23,520Window Treatments 4,538 SF 0 0 7 31,766 31,766

SUBTOTAL - FURNISHINGS 0 0 $55,286 $55,286

14 CONVEYING SYSTEMS


Elevator (2-stop) 1 LS 0 0 85,000 85,000 85,000SUBTOTAL - CONVEYING SYSTEMS 0 0 $85,000 $85,000

15 PLUMBING 1 LS 0 0 277,000 277,000 $277,000 15 FIRE PROTECTION 1 LS 0 0 167,500 167,500 $167,500 15 H.V.A.C. (Includes New HVAC @ Gym) 1 LS 0 0 1,009,000 1,009,000 $1,009,000 16 ELECTRICAL 1 LS 0 0 827,000 827,000 $827,000

SUBTOTAL $325,263 $97,845 $6,143,326 $6,566,434 MARK-UPS: - Sales Tax 7.00% $22,768 $22,768 - Labor Burden 40.00% $39,138 $39,138

SUBTOTAL $6,628,340 - Overhead & Profit 7.00% $463,984 $463,984SUBTOTAL $7,092,324 - Payment & Performance Bond 1.25% $88,654 $88,654 - Builders Risk Insurance 0.30% $21,277 $21,277

SUBTOTAL - Option 1 $7,202,255 - Design / Estimating Contingency 1 LS $500,000 - Escalation Contingency (12 months) 3.50% $252,079TOTAL ESTIMATED PROBABLE CONSTRUCTION COST: Option 1 $7,954,334 $177.49 per sq. ft.

LABOR

SUBCONTRACT

SUBCONTRACT

MATERIAL LABOR

MATERIAL SUBCONTRACT

MATERIAL

LABOR




9

02 SITE WORK TOTAL COST

Item Description Quantity u/m u/c Total u/c Total u/c TotalMobilization & Staking 1 LS 0 0 35,000 35,000 35,000Construction Fencing / Gates 1 LS 0 0 28,000 28,000 28,000Construction Entrance 60 TN 0 0 32 1,920 1,920Site Demolition: (Incl. Haul & Dump)

- buildings 23,592 SF 0 0 7.50 176,940 176,940 - mobile units 6,920 SF 0 0 1.50 10,380 10,380 - wood ramps / porches 1,400 SF 0 0 0.75 1,050 1,050 - front entry ramp / stairs 1 LS 0 0 5,430 5,430 5,430 - concrete walks 6,270 SF 0 0 1.25 7,838 7,838 - canopies 2,080 SF 0 0 1.50 3,120 3,120 - inlet structures 12 EA 0 0 415 4,980 4,980 - storm pipe 1,510 LF 0 0 9.85 14,874 14,874 - fencing 380 LF 0 0 1.25 475 475 - hazardous material abatement N.I.C. 0 0 0 0 - misc. utilities 1 LS 0 0 3,500 3,500 3,500 - miscellaneous items 1 LS 0 0 11,254 11,254 11,254Erosion Control: 1 LS 0 0 7,500 7,500 7,500Grading: - Rough Grading:( cut / fill / excavate) 1 LS 0 0 27,090 27,090 27,090 - Remove & Replace Unsuitable Soils 11,110 CY 0 0 28.35 314,969 314,969 - Final Grading 1 LS 0 0 7,900 7,900 7,900Stormwater Systems: - raingarden 10,000 SF 0 0 6.85 68,500 68,500 - inlet structures 12 EA 0 0 1,850 22,200 22,200 - storm pipe 800 LF 0 0 30 24,000 24,000 - roof drain leaders 600 LF 0 0 12 7,200 7,200Site Utilities: - Water Distribution 1 LS 0 0 21,236 21,236 21,236 - Sanitary Sewer 1 LS 0 0 8,125 8,125 8,125 - Electrical Service By Others 0 0 0 0 - Gas Service By Others 0 0 0 0 - Telecom / Ductbank 1 LS 0 0 5,000 5,000 5,000 - Site Lighting 1 LS 0 0 20,000 20,000 20,000Drives / Parking / Walks: - 18" curb & gutter 1,200 LF 0 0 14.25 17,100 17,100 - asphalt pavement 2,567 SY 0 0 26.40 67,769 67,769 - signage / pavement markings 1 LS 0 0 2,475 2,475 2,475 - concrete walks 9,000 SF 0 0 4.15 37,350 37,350Improvements: - Screening Fence 950 LF 0 0 16 15,200 15,200 - school monument sign 1 EA 0 0 7,500 7,500 7,500Landscaping (trees / shrubs) 1 LS 0 0 40,000 40,000 40,000Seeding / Sod 1 LS 0 0 15,000 15,000 15,000Irrigation Systems N/A 0 0 0 0SUBTOTAL - SITE WORK 0 0 1,040,875 $1,040,875


8

Option 2: Building Areas

+ First Floor 58,074 SFTotal Building Area 58,074 SF

Option 2: Probable Construction Cost Summary TOTAL COST COST / SF % OF COST02 SITE WORK $1,040,875 $17.92 11.76%03 CONCRETE $305,273 $5.26 3.45%04 MASONRY $227,971 $3.93 2.58%05 METALS $911,736 $15.70 10.31%06 WOOD & PLASTICS $189,180 $3.26 2.14%07 MOISTURE & THERMAL PROTECTION $1,034,126 $17.81 11.69%08 DOORS AND WINDOWS $273,983 $4.72 3.10%09 FINISHES $300,809 $5.18 3.40%10 SPECIALTIES $24,325 $0.42 0.27%11 EQUIPMENT $125,000 $2.15 1.41%12 FURNISHINGS $72,156 $1.24 0.82%15 PLUMBING $312,000 $5.37 3.53%15 FIRE PROTECTION $215,000 $3.70 2.43%15 HVAC $1,200,000 $20.66 13.56%16 ELECTRICAL SYSTEMS $1,125,500 $19.38 12.72%SUBTOTAL $7,357,934 $126.70 83.16%MARK-UPS - Sales Tax $29,094 $0.50 0.33% - Labor Burden $35,466 $0.61 0.40% - Overhead & Profit $519,575 $8.95 5.87% - Bonding & Insurance $123,102 $2.12 1.39%Subtotal $8,065,170 $138.88 91.16% - Design / Estimating Contingency 1 LS $500,000 $8.61 5.65% - Escalation Contingency (12 months) 3.50% $282,281 $4.86 3.19%Total Estimated Probable Construction Cost $8,847,451 $152.35 100.00%

+ Owners Costs & Allowances 1 1 LS $1,510,000 Includes : FF&E, Technology , Security , Design Fees , Permits & Inspections, Test & Balance , Geotech Eng. , DOT Requirements , Owners Contingency

* * * Total Estimated Project Cost $10,357,451




11

06 WOOD & PLASTICS


Treated Blocking / Plywood 7,542 BF 0.99 7,433 0.95 7,127 0 14,560Casework: - base cabinets 480 LF 0 0 225 108,000 108,000 - wall cabinets 400 LF 0 0 150 60,000 60,000 - vanity 12 LF 0 0 135 1,620 1,620Rough Hardware 1 LS 5,000 5,000 0 0 5,000SUBTOTAL - WOOD & PLASTICS 12,433 7,127 $169,620 $189,180

07 MOISTURE & THERMAL PROTECTION


TPO (single-ply membrane) w/ insulation 610 SQ 0 860 524,600 524,600Metal Wall Coping 2,228 LF 0 8.35 18,604 18,604Roof Hatch w/ ladder 1 EA 0 925 925 925Expansion Joint 660 LF 0 22 14,520 14,520Gutters 300 LF 0 10.80 3,240 3,240Downspouts 170 LF 0 8.65 1,471 1,471Metal Wall Panels (insulated) 27,452 SF 0 16.85 462,566 462,566Caulking & Sealants 1 LS 0 0 8,200 8,200 8,200Sprayed-on Firefroofing N/A 0 0 0 0SUBTOTAL - MOISTURE & THERMAL PROTECTION 0 0 $1,034,126 $1,034,126

08 DOORS & WINDOWS


Aluminum Doors: - entry doors (full glass) 13 PR 3,100 40,300 300 3900 0 44,200Insulated Steel Door w/ Frame 3 EA 490 1,470 125 375 0 1,845Interior Wood Doors w/ Frames:

- flush 5 EA 220 1,100 90 450 0 1,550 - w/ view glass 31 EA 270 8,370 90 2790 0 11,160 - glass 9 EA 580 5,220 90 810 0 6,030Door Hardware 1 LS 45,050 45,050 5,540 5,540 7,500 7,500 58,090Interior Frames / Glass 150 SF 0 0 30 4,500 4,500Exterior Window System 1,948 SF 0 0 46 89,608 89,608Exterior Storefront 1,140 SF 0 0 50 57,000 57,000SUBTOTAL - DOORS & WINDOWS 101,510 13,865 $158,608 $273,983




10

03 CONCRETE TOTAL COST

Item Description Quantity u/m u/c Total u/c Total u/c TotalColumn Footings: - excavation/backfill 292 CY 0 32 9,344 0 9,344 - trim sides 2,424 SF 0 0.38 921 0 921 - concrete 146 CY 116 16,936 40 5,840 0 22,776 - rebar 6.27 TN 975 6,113 380 2,383 0 8,496 - set base plates / anchor bolts 72 EA 50 3,600 30 2,160 0 5,760Slab on Grade : - soil poisoning 58,074 SF 0 0 0.16 9,292 9,292 - excavate thickened slab 121 CY 0 32 3,872 0 3,872 - concrete 845 CY 120 101,399 15 12,675 0 114,074 - rebar 2.72 TN 975 2,654 380 1,035 0 3,689 - crusher run base, 4" tk 994 TN 32 31,799 10 9,937 0 41,736 - vapor barrier 63,881 SF 0.05 3,194 0.03 1,916 0 5,110 - welded wire mesh 63,881 SF 0.43 27,469 0.15 9,582 0 37,051 - perimeter insulation 1,676 LF 1.72 2,883 0.48 804 0 3,687 - place & finish 58,074 SF 0 0 0.52 30,198 30,198 - protect & cure 58,074 SF 0.03 1,742 0.03 1,742 0 3,484 - expansion joint 2,360 LF 0.85 2,006 0.70 1,652 0 3,658 - control joint 3,080 LF 0.15 462 0.54 1,663 0 2,125SUBTOTAL - CONCRETE 200,257 65,526 $39,490 $305,273

04 MASONRY TOTAL COST

Item Description Quantity u/m u/c Total u/c Total u/c TotalMasonry Walls: - 8" c.m.u. 25,829 EA 1.70 43,909 0 4.10 105,899 149,808 - mortar 775 BG 11.45 8,872 0 0 8,872 - sand 129 TN 32 4,133 0 0 4,133 - grout fill 153 CY 135 20,663 0 108 16,531 37,194 - rebar 8.04 TN 995 7,996 0 415 3,335 11,331 - clean masonry 48,920 SF 0 0 0.34 16,633 16,633SUBTOTAL - MASONRY 85,573 0 $142,398 $227,971

05 METALS


Structural Steel: - columns 35.70 TN 0 0 3,700 132,090 132,090 - roof structure (beams / joists) 142.72 TN 0 0 3,725 531,632 531,632 - 8" steel z-girts 11,744 LF 0 0 6.40 75,162 75,162 - misc. 1 LS 0 0 19,912 19,912 19,912Metal Decking: - roof 42,948 SF 0 0 2.26 97,062 97,062 - roof (Acoustical) 21,166 SF 0 0 2.64 55,878 55,878SUBTOTAL - METALS 0 0 $911,736 $911,736







13

11 EQUIPMENT


Food Service Equipment 1 LS 0 0 125,000 125,000 125,000Gymnasium Equipment By Owner 0 0 0 0Residential Appliances By Owner 0 0 0 0Educational Audio / Video (Allowance) By Owner 0 0 0 0Visual Display Equipment By Owner 0 0 0 0Science Lab Equipment By Owner 0 0 0 0Student Lockers N/A 0 0 0 0SUBTOTAL - EQUIPMENT 0 0 $125,000 $125,000

12 FURNISHINGS


Cafeteria (Tables & Chairs) By Owner 0 0 0 0Media Center FFE (Allowance) 1 LS 0 0 35,000 35,000 35,000Acoustical Panels (Allowance) 1,960 SF 0 0 12 23,520 23,520Window Treatments 1,948 SF 0 0 7 13,636 13,636SUBTOTAL - FURNISHINGS 0 0 $72,156 $72,156

15 PLUMBING 1 LS 0 0 312,000 312,000 $312,000

15 FIRE PROTECTION 1 LS 0 0 215,000 215,000 $215,000

15 H.V.A.C. 1 LS 0 0 1,200,000 1,200,000 $1,200,000

16 ELECTRICAL 1 LS 0 0 1,125,500 1,125,500 $1,125,500

SUBTOTAL $415,627 $88,664 $6,853,643 $7,357,934MARK-UPS: - Sales Tax 7.00% $29,094 $29,094 - Labor Burden 40.00% $35,466 $35,466SUBTOTAL $7,422,493 - Overhead & Profit 7.00% $519,575 $519,575SUBTOTAL $7,942,068 - Payment & Performance Bond 1.25% $99,276 $99,276 - Builders Risk Insurance 0.30% $23,826 $23,826SUBTOTAL - Option 1 $8,065,170 - Design / Estimating Contingency 1 LS $500,000 - Escalation Contingency (12 months) 3.50% $282,281TOTAL ESTIMATED PROBABLE CONSTRUCTION COST: Option 2 $8,847,451 $152.35 per sq. ft.



12

09 FINISHES


Floors: - carpet tile 694 SY 0 0 24 16,656 16,656 - polished concrete 47,584 SF 0 0 0.85 40,446 40,446 - epoxy 4,246 SF 0 0 5.45 23,141 23,141Rubber Base 4,528 LF 0 0 1.56 7,064 7,064Interior Walls: - 3 5/8" metal studs 9,528 SF 0 0 2.45 23,344 23,344 - 5/8" gwb 19,056 SF 0 0 1.64 31,252 31,252 - sound batt 7,622 SF 0 0 0.60 4,573 4,573Ceilings: - ACT (2' x 2'), nrc .95 35,758 SF 0 0 2.40 85,819 85,819 - ACT (2' x 2'), vinyl coated 4,246 SF 0 0 2.65 11,252 11,252Painting / Wall Covering: - painting (walls) 63,440 SF 0 0 0.60 38,064 38,064 - exposed structure 18,070 SF 0 0 0.75 13,553 13,553 - doors / frames 39 EA 0 0 55 2,145 2,145 - miscellaneous 1 LS 0 0 3,500 3,500 3,500SUBTOTAL - FINISHES 0 0 $300,809 $300,809

10 SPECIALTIES


Toilet Partitions : - standard 6 EA 835 5,010 65 390 0 5,400 - handicap 4 EA 980 3,920 80 320 0 4,240Urinal Screen 2 EA 325 650 40 80 0 730Toilet Accessories : - grab bars, 18" 4 EA 40 160 12 48 0 208 - grab bars, 36" 4 EA 60 240 12 48 0 288 - grab bars, 42" 4 EA 72 288 12 48 0 336 - toilet tissue disp. 14 EA 44 616 10 140 0 756 - soap dispenser 10 EA 38 380 12 120 0 500 - MR (24 x 60") 4 EA 150 600 15 60 0 660 - MR (18" x 36") 10 EA 85 850 10 100 0 950 - paper towel dispenser 6 EA 135 810 10 60 0 870 - sanitary napkin disposal 6 EA 35 210 12 72 0 282Fire Extinguishers / Cabinets 8 EA 235 1,880 75 600 0 2,480Fire Extinguishers w/ bracket 2 EA 120 240 30 60 0 300Interior Signage 1 LS 0 0 3,825 3,825 3,825Exterior Signage 1 LS 0 0 2,500 2,500 2,500SUBTOTAL - SPECIALTIES 15,854 2,146 $6,325 $24,325

LABOR SUBCONTRACTMATERIAL





APPENDIX AREPORT OF

PRELIMINARY GEOTECHNICAL

EVALUATION




Report of Preliminary Geotechnical Evaluation Community High School Addition Swannanoa, Buncombe County, North Carolina ECS Project Number 31-3002

-2-

PROJECT INFORMATION

Our understanding of the project is based on telephone and email correspondences between you and David G. Marsh, PE with ECS. It is our understanding that an addition is proposed for the existing Community High School. Two proposed building layouts have been developed and provided to us (Option 1 and Option 2, from Sparc Design/Aiton Anderson Architecture, dated September 29, 2015) that show different building layouts for the site. Option 1 is described as two-story construction that will partially reuse existing buildings on the site and will generally lie in the eastern portion of the site. Option 2 is described as one-story new construction and will generally lie in the northwestern portion of the site.

Figure 2 – Site Option 1 (after Sparc Design/Aiton Anderson Architecture, 2015)

Presently, the area of Option 1 (see Figure 2, above) is developed with the existing permanent site buildings, modular classroom buildings, gravel parking areas, and some grassed areas. The area is generally flat with ground surface elevations in the area ranging from approximately 2185 to 2190.

Presently, the area of Option 2 (see Figure 3, below) is largely undeveloped. The area is primarily flat, open grass fields. The area is generally flat with ground surface elevations in the area ranging from approximately 2180 to 2185.

1900 Hendersonville Road, Suite 10, Asheville, NC 28803 • T: 828-665-2307 • F: 828-665-8128 • www.ecslimited.comECS Mid-Atlantic, LLC • ECS Carolinas, LLP • ECS Florida, LLC • ECS Illinois, LLC • ECS Southeast, LLC • ECS Texas, LLP

December 29, 2015

Mr. Tim Fierle, AIA Director of Facilities Buncombe County Schools 175 Bingham Road Asheville, NC 28806

Reference: Report of Preliminary Geotechnical Evaluation Community High School Addition

Swannanoa, Buncombe County, North Carolina ECS Project Number 31-3002

Mr. Fierle:

As authorized by your acceptance of our Proposal No. 31-4258-PR, ECS Carolinas, LLP (ECS) has completed a preliminary geotechnical evaluation at the above-referenced property. This report summarizes the results of the exploration and presents our preliminary recommendations regarding development at the project site.

The subject site is located at the intersection of Bee Tree Road and Old US Highway 70 in Swannanoa, North Carolina. The site is currently developed with permanent and modular school buildings generally within the central and eastern portions of the site. The northwestern portion of the site is undeveloped fields.

Figure 1 – Aerial Photograph of Subject Site (after Google Earth, 2015)





-4-

SUBSURFACE SOIL BORING EXPLORATION

Our preliminary subsurface exploration within the areas of Options 1 and 2 consisted of performing a total of six (6) geotechnical soil test borings designated as Borings B-1 through B-7. Boring B-1, B-3, and B-4 were generally located in the area of the Option 2 layout, while Borings B-5, B-6, and B-7 were generally located in the area of the Option 1 layout. Please note that Boring B-2 had to be eliminated from the drilling scope at the time of drilling. We understood from Mr. Fierle that rutting of the field within the area of Option 2 was unacceptable; at the time of our exploration, the field was very wet and soft. To avoid rutting of the field, Boring B-2 was removed and borings B-1, B-3, and B-4 were offset from their original locations.

The borings were performed at the approximate locations shown on the Boring Location Diagram attached to this report. The boring locations were widely-spaced and were selected by ECS to provide a preliminary and general characterization of the soils across the site. The borings were located in the field based on referencing prominent landmarks and pacing distances. The boring locations indicated on the Boring and Test Pit Location Diagram are for illustrative purposes only and should be considered approximate.

Drilling was performed by a B-56 truck-mounted drill rig using continuous-flight hollow stem augers. Soil samples were obtained by means of the split-barrel sampling procedures in general accordance with ASTM D1586. In the split-barrel sampling procedure, a 2-inch O.D., split-barrel sampler is driven into the soil a distance of 18 inches by means of a 140-pound hammer falling 30 inches. The number of blows required to drive the sampler through a 12-inch interval is termed the Standard Penetration Test (SPT) value and is indicated for each sample on the boring logs. This value can be used to provide a qualitative indication of the in-place relative density of cohesionless soils. In a less reliable way, it also indicates the consistency of cohesive soils. This indication is qualitative, since many factors can significantly affect the SPT value and prevent a direct correlation between drill crews, drill rigs, drilling procedures, and hammer-rod-sampler assemblies.

Representative portions of each SPT sample were sealed in airtight containers and returned to our Asheville laboratory for classification, testing, and storage. Laboratory index testing was performed on representative samples, and included natural moisture content determinations, washes over a No. 200 sieve, and Atterberg limit testing performed in general conformance with ASTM standards. The soil samples and laboratory results were reviewed by the project geotechnical engineer, and were visually classified in general accordance with the Unified Soil Classification System (USCS). The basic elements of the USCS are described on a legend sheet attached to this report. Additional information from each soil boring is provided on the individual soil test boring logs and laboratory reports also attached to this report.


-3-

Figure 3 – Site Option 2 (after Sparc Design/Aiton Anderson Architecture, 2015)

The project is still conceptual at this time, so no proposed finished floor elevations (FFE), anticipated building loads, etc. have been developed. However, the site is being considered for one- or two-story school buildings, so we assume that the buildings will most likely be conventional steel-framed or structural masonry buildings with concrete slab-on-grade lower floors. We also assume that final site grades will generally try to match existing grades. Therefore, maximum cut or fill depths should be on the order of 5 feet or less to prepare a level building pad across the site.

The purpose of this preliminary study was to explore the general subsurface conditions at the site and evaluate those conditions with respect to potential construction of new school buildings and related site improvements. The exploration included drilling soil test borings, digging test pits, performing engineering evaluations, and developing this report of our findings and preliminary recommendations. This report should not be solely relied upon for structural, architectural, or site grading purposes. A design-level geotechnical study will need to be performed to guide these designs, and should be performed once additional site plans with proposed building locations, site grades, retaining walls, slopes, etc. have been developed.





-6-

SITE AND SUBSURFACE CONDITIONS

Area of Option 1: The area of Option 1 generally consists of a combination of buildings, gravel drive and parking areas, and grassed areas. A thin surficial layer of topsoil approximately 2”-3” thick was encountered in the grassed areas, and a layer of gravel between approximately 6” and 13” thick was encountered within parking and drive areas.

The upper 2 to 5 feet of the soil subgrade within the area of the test pits T-1 through T-3 contained construction debris. The soil encountered in the test pits was typically sandy lean clay or clayey sand.

The construction debris was not encountered in the soil test borings B-5 through B-7 or within test pit T-4. Typically, clayey or silty fine to medium sand was encountered at these locations from the ground surface to 8 to 12 feet below ground surface (BGS). Below the clayey or silty sand was a layer of silty fine or clayey coarse sand to the termination of the boring. The N-values within the soil test borings ranged from 5 to 19 bpf with typical values from 12 to 19 bpf. Auger refusal on rock or large obstacles was not encountered in the borings.

Brick and construction debris was encountered in T-1, T-2, and T-3. Typically, the debris encountered was red bricks. In addition, a concrete structure was encountered at approximately 1 foot below the ground surface in T-2 and was too large to be removed by the excavator. This object was possibly a portion of the prior gymnasium’s concrete foundations. The buried concrete structure was not continuous and did not cause refusal of the excavator bucket. Also, no other large concrete structures were encountered at locations T-1, T-3, and T-4. Location T-4 did not encounter any buried construction debris.

Groundwater was encountered at depths ranging from approximately 8 to 11 feet below ground surface in soil test borings B-5 through B-7 at the time of drilling. In addition, water was encountered at approximately 5 feet below ground surface in test pits T-1 and T-2. The water encountered in the test pits may be indicative of trapped or perched water within the debris-laden fill. Groundwater elevations should be expected to vary depending on seasonal fluctuations in precipitation, surface water absorption characteristics, and other factors. Due to the site’s proximity to the Swannanoa River and the possibility of perched water within debris-laden fill areas, we recommend that borings in subsequent design-level geotechnical studies remain open for a minimum of 48 hours to evaluate stabilized groundwater levels.

Laboratory test results indicate the in-situ moisture contents of the tested samples ranged from approximately 11.7 to 26.6 percent within the area of Option 1. A grain size analysis performed on a selected sample from boring B-5 indicated approximately 46 percent passing the No. 200 sieve which is indicative of a primarily coarse-grained material. Atterberg limits testing on this select sample from boring B-5 indicated a liquid limit (LL) of 39 percent and a plastic index (PI)


-5-

SUBSURFACE TEST PIT EXPLORATION

Our preliminary subsurface exploration within the general area of Option 1 also included the excavation of four (4) test pits. We understand from information provided to us that a gymnasium was located east of the main building partially in the area of the existing modular school buildings. (The attached Boring and Test Pit Location Diagram shows an approximation of the gymnasium footprint based on the drawing provided by Buncombe County Schools, dated 1965.) We understand from conversations with Mr. Fierle that the foundation structures for the gymnasium may not have been completely removed when the building was demolished (date of demolition is unknown). Therefore, the test pits were included in this scope and located in an effort to assess whether buried foundation structures may still be present on site.

The test pit excavations were performed at the locations shown approximately on the attached Boring and Test Pit Location Diagram. The test pits were performed using a John Deere mini-excavator and were extended to a termination depth of 5.5 to 6 feet below the existing grade.

Figure 4 – View of Test Pit 2 with Concrete Object Highlighted





-8-

CONCLUSIONS AND PRELIMINARY RECOMMENDATIONS Based on the subsurface conditions encountered during this preliminary evaluation, we offer the following preliminary geotechnical recommendations to help guide future site planning and preliminary architectural and structural designs for site structures:

x Option 1 Area

o Three of the four test pits excavated in this area (T-1, T-2, and T-3) encountered buried construction debris. One of the test pits (T-4) and the three soil test borings in this area did not encounter buried construction debris. The buried construction debris seems to be concentrated in the southeastern portion of this area, but zones of buried debris could be located outside of the specific exploration areas. It should be anticipated that debris-laden fill will be present within new building areas, the extents of which should be further delineated with respect to the final building layout during a subsequent design-level geotechnical study.

o The debris-laden fill should be considered unsuitable for support of new structures. Since the debris-laden zone was encountered at relatively shallow depths (within the upper 2 to 5 feet), we anticipate that the most efficient and cost-effective means of improving the ground in these areas would be to simply overexcavate the debris-laden fill and replace it. Undercutting and replacement to depths of up to 5 feet should be anticipated within a portion of the new building area. The amount of undercut and replace is difficult to quantify at this early stage given the limited data from this preliminary study. The information from the subsequent design-level study could be used to include undercut and replacement quantities in the construction documents. The undercut soil could be considered suitable and could be replaced as compacted fill provided that the inert construction debris is either removed or is crushed to no larger than 4 inches. Any organic or deleterious debris should be removed prior to backfilling.

o The soils encountered in the remaining locations (without debris) are suitable for support of typical light- to moderately-loaded structures supported by conventional shallow foundations. Similarly, once the debris-laden soils have been undercut and properly backfilled, they would also be suitable for support of such structures on conventional shallow foundations. Shallow foundations can likely be sized for allowable bearing pressures on the order of 2000 to 3000 psf for the Option 1 development area. Once a specific building plan and structural loading is available, this value should be reassessed.


-7-

ranging of 20 percent indicating clayey sand. The laboratory test results are included on the Laboratory Testing Summary attached to this report.

Area of Option 2: The area of Option 2 generally consists of undeveloped grassed areas that appear to have had prior use as agricultural fields. A surficial layer of topsoil approximately 3”-5” thick was encountered.

The soil below the surficial topsoil layer typically consisted of sandy clay or clayey sand. The sandy clay samples also varied in plasticity from lean to fat. The sand encountered in the samples was typically micaceous. The N-values within the soil test borings ranged from weight of hammer to 41 bpf with typical values from 5 to 17 bpf. Auger refusal on rock or other large obstacles was not encountered in the borings.

It should be noted that very low to low consistency soil was encountered in borings B-3 and B-4 from the ground surface to approximately 5 to 8 feet BGS. The N-values of this soil ranged from weight of hammer to 7 bpf indicating very soft to medium consistency soil.

Groundwater was encountered at depths ranging from approximately 5 to 9 feet below the ground surface in soil test borings B-1, B-3, and B-4 at the time of drilling. Groundwater elevations should be expected to vary depending on seasonal fluctuations in precipitation, surface water absorption characteristics, and other factors. Due to the site’s proximity to the Swannanoa River, we recommend that borings in subsequent design-level geotechnical studies remain open for a minimum of 48 hours to evaluate stabilized groundwater levels. Groundwater is also more likely to be encountered if deep excavations are present on the Option 2 portion of the site, as the elevations of this area are typically 5 to 10 feet lower than the area of Option 1.

Laboratory test results indicate the in-situ moisture contents of the tested samples ranged from approximately 8.6 to 37 percent with a typical range of approximately 17 to 28 percent within the area of Option 2. A grain size analysis performed on a selected sample from boring B-1 indicated approximately 52 percent passing the No. 200 sieve which is indicative of a primarily fine-grained material. Atterberg limits testing on this select sample from boring B-1 indicated a liquid limit (LL) of 40 percent and a plastic index (PI) ranging of 23 percent indicating low to moderately plastic clay. The laboratory test results are included on the Laboratory Testing Summary attached to this report.

The above paragraphs provide a general summary of the subsurface conditions encountered at specific boring locations at the time of our exploration. The Boring Logs attached to this report contain more detailed information regarding the subsurface conditions encountered at each boring location. These Boring Logs represent our visual classification of the samples retrieved during the field exploration. The stratification lines on the Boring Logs designate approximate boundaries between various subsurface strata, and the actual in-situ transitions are expected to be more gradual. Subsurface conditions intermediate of the actual boring locations may vary.





-10-

retaining walls or below-grade walls should be evaluated once site plans are further developed, and should be provided by ECS in a design-level geotechnical report.

x Based on the initial SPT data from the borings, we can estimate a seismic site classification of ‘D’ per the 2012 North Carolina Building Code. This value is for planning purposes only and would need to be refined based on a specific building layout in a future geotechnical study. In addition, a site specific Refraction Microtremor (ReMi) survey can be performed to calculate average shear wave velocity values at the site in lieu of calculation of the site classification using SPT data. The ReMi survey typically provides a less conservative measurement and may be able to improve the site classification during a design-level geotechnical study.

ADDITIONAL GEOTECHNICAL EXPLORATIONOnce project details have been developed and construction type and structural loads have been determined, ECS should perform a design-level geotechnical evaluation to develop any specific site preparation and foundation design recommendations. The design-level evaluation may include additional subsurface exploration as deemed appropriate by the ECS Geotechnical Engineer and other project designers and may consist of additional soil test borings, test pit excavations, laboratory testing, or a combination thereof.


-9-

x Option 2 Area

o The majority of the Option 2 area appears to have been used for agricultural purposes. As such, a surficial layer of cultivated soil should be anticipated up to approximately 2 to 3 feet thick. Cultivated soil is typically very loose and is not suitable for direct support of structures, pavements, or new fills. As such, the cultivated soil would most likely have to be stripped and replaced in a properly compacted manner.

o Zones of high-plastic clay were encountered at various depths within the soil test borings in this area (B-1, B-3, and B-4). The high-plastic clay should generally not be reused as compacted fill unless thoroughly blended with the more sandy soils. The high-plastic clay should also be considered unsuitable for direct support of building foundations, floor slabs, and pavements. In general, high-plastic clay should not be present within 2 feet of the bottom of footings or the subgrade elevation for slabs and pavements. Therefore, some undercutting of the high-plastic clay and replacement with the more sandy soils should be anticipated. The amount of undercut and replace is difficult to quantify at this early stage given the limited data from this preliminary study. The information from the subsequent design-level study could be used to include undercut and replacement quantities in the construction documents. The remaining soils encountered within the Option 2 area should be suitable for reuse as structural fill provided areas of high-plastic clay are removed.

o We anticipate that typical light- to moderately-loaded structures can be supported on conventional shallow foundations sized for an allowable bearing pressure on the order of 2000 to 2500 psf for the Option 2 development area. Once a specific building plan and structural loading is available, this value should be reassessed.

x Although groundwater is expected to rise during winter months, we would not anticipate typical seasonal fluctuations of the groundwater table to rise to an elevation above that which is expected for conventional construction for the site. Some perched water may be encountered within loose zones of the debris-laden fill, and this water may be released during excavations which may still require localized dewatering.

x No shallow rock was encountered in the soil borings or test pit locations.

x Based on the existing site grades, we do not anticipate site retaining walls or below-grade walls will be required for the development. In the event these structures are required, lateral earth pressures and coefficients of friction used for the design of site




BORING AND TEST PIT LOCATION DIAGRAM

PROPOSED COMMUNITY HIGH SCHOOL ADDITION235 OLD US 70

SWANNANOA, NORTH CAROLINAECS PROPOSAL NO. 31-3002

LEGEND

APPROX. TEST PIT LOCATION

NOT TO SCALE

BORING LOCATION DIAGRAM ADAPTED FROM GOOGLE EARTH IMAGERY

FOR ILLUSTRATIVE PURPOSES ONLY

Possible Prior Gym Location

T-3

T-1

T-4

T-2

B-1 APPROX. SOIL BORING LOCATION

T-1

B-1

B-4

B-3

B-6B-7

B-5




0

5

10

15

20

25

30

S-1

S-2

S-3

S-4

S-5

SS

SS

SS

SS

SS

18

18

18

18

18

16

13

18

18

18

Topsoil Depth [5"](CH) SANDY FAT CLAY, Contains Slight Mica,Gray and Brown, Moist, Very Soft to Soft

(CL/CH) SANDY LEAN TO FAT CLAY, Brownand Gray, Moist, Medium Stiff

(SC) CLAYEY SAND, Contains Slight Mica,Brown and Gray, Moist, Medium Dense

(CH) SANDY FAT CLAY, Contains Slight Mica,Gray and Black, Moist, Medium Stiff

END OF BORING @ 15'

wohwohwoh

woh24

5811

343

323

0

6

19

7

5

CLIENT

Buncombe County Schools

JOB #

31:3002

BORING #

B-3

SHEET

PROJECT NAMECommunity High School Addition PreliminaryGeotech

ARCHITECT-ENGINEER

Buncombe County SchoolsSITE LOCATION

235 Old US 70, Swannanoa, Buncombe County, NCNORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL WS WD BORING STARTED 11/20/15 CAVE IN DEPTH @ 10.17'

WL(BCR) 11.00 WL(ACR) 7.00 BORING COMPLETED 11/20/15 HAMMER TYPE Auto

WL RIG B-58 FOREMAN MAH DRILLING METHOD HSADRILLING METHOD HSA

DE

PTH

(FT)

SA

MP

LE N

O.

SA

MP

LE T

YP

E

SA

MP

LE D

IST.

(IN

)

RE

CO

VE

RY

(IN

)

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

WA

TER

LE

VE

LS

ELE

VA

TIO

N (F

T)

BLO

WS

/6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %

ROCK QUALITY DESIGNATION & RECOVERYRQD% REC.%

STANDARD PENETRATIONBLOWS/FT

1 OF 1

0

5

10

15

20

25

30

S-1

S-2

S-3

S-4

S-5

SS

SS

SS

SS

SS

18

18

18

18

18

18

18

18

18

18

Topsoil Depth [5"](CL) SANDY LEAN CLAY, Brown and GrayMottled, Moist, Stiff

(SC) CLAYEY SAND, Contains Slight Mica,Brown and Gray, Moist, Medium Dense

(CH) FAT CLAY WITH SAND, Contains SlightMica, Gray, Moist, Medium Stiff

(SP-SC) MEDIUM TO COARSE SAND WITHCLAY, Trace Gravel, Contains Mica, Brown,Moist, Dense

END OF BORING @ 15'

459

468

545

234

132021

14 4017

16.6

1422.9

9 27.9

737.0

4113.4

CLIENT


JOB #

31:3002

BORING #

B-1

SHEET


ARCHITECT-ENGINEER







DE

PTH

(FT)

SA

MP

LE N

O.

SA

MP

LE T

YP

E

SA

MP

LE D

IST.

(IN

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RE

CO

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(IN

)

SURFACE ELEVATION


WA

TER

LE

VE

LS

ELE

VA

TIO

N (F

T)

BLO

WS

/6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS



PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %



1 OF 1




0

5

10

15

20

25

30

S-1

S-2

S-3

S-4

S-5

SS

SS

SS

SS

SS

18

18

18

18

18

18

18

18

4

18

Gravel Depth [13"]

(SM) SILTY FINE TO MEDIUM SAND, ContainsSlight Mica, Brown and Black, Moist, MediumDense(SC) CLAYEY FINE TO MEDIUM SAND, Grayand Brown, Moist, Medium Dense

(SP/GP) SAND WITH GRAVEL/GRAVEL WITHSAND, Brown and Tan, Moist, Medium Dense

(SM) SILTY FINE SAND, Brown, Moist, MediumDense

END OF BORING @ 15'

679

589

557

1299

657

16 25.3

17 3919

18.6

12 24.8

1811.7

12 26.6

CLIENT


JOB #

31:3002

BORING #

B-5

SHEET


ARCHITECT-ENGINEER







DE

PTH

(FT)

SA

MP

LE N

O.

SA

MP

LE T

YP

E

SA

MP

LE D

IST.

(IN

)

RE

CO

VE

RY

(IN

)

SURFACE ELEVATION


WA

TER

LE

VE

LS

ELE

VA

TIO

N (F

T)

BLO

WS

/6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS



PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %



1 OF 1

0

5

10

15

20

25

30

S-1

S-2

S-3

S-4

S-5

S-6

SS

SS

SS

SS

SS

SS

18

18

18

18

18

18

9

18

18

14

18

18

Topsoil Depth [3"](CL) SANDY LEAN CLAY, Contains Slight Micaand Roots, Brown, Moist, Medium Stiff

(CH) FAT CLAY WITH SAND, Contains SlightMica, Dark Gray, Moist, Medium Stiff

(SP-SC) FINE TO MEDIUM SAND WITH CLAY,Contains Slight Mica, Gray, Moist, Loose

(SP-SC) SAND WITH CLAY, Contains RockFragments, Gray, Moist, Medium Dense

(SP) MEDIUM TO COARSE SAND WITHGRAVEL, Contains Mica, Tan and Brown, Wet,Medium Dense

END OF BORING @ 20'

323

334

333

698

151010

788

5 22.6

725.5

6 20.4

178.6

20 22.1

16 17.4

CLIENT


JOB #

31:3002

BORING #

B-4

SHEET


ARCHITECT-ENGINEER







DE

PTH

(FT)

SA

MP

LE N

O.

SA

MP

LE T

YP

E

SA

MP

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IST.

(IN

)

RE

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(IN

)

SURFACE ELEVATION


WA

TER

LE

VE

LS

ELE

VA

TIO

N (F

T)

BLO

WS

/6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS



PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %



1 OF 1




0

5

10

15

20

25

30

S-1

S-2

S-3

S-4

S-5

SS

SS

SS

SS

SS

18

18

18

18

18

12

18

18

18

18

Gravel Depth [8"](SC) CLAYEY FINE TO MEDIUM SAND, Tan,Moist, Medium Dense

(SC) CLAYEY FINE TO MEDIUM SAND, Tanand Brown Mottled, Moist, Medium Dense

(SM) SILTY FINE SAND, Contains Mica,Brown, Moist, Medium Dense

END OF BORING @ 15'

459

5810

699

369

6109

14

18

18

15

19

CLIENT


JOB #

31:3002

BORING #

B-7

SHEET


ARCHITECT-ENGINEER







DE

PTH

(FT)

SA

MP

LE N

O.

SA

MP

LE T

YP

E

SA

MP

LE D

IST.

(IN

)

RE

CO

VE

RY

(IN

)

SURFACE ELEVATION


WA

TER

LE

VE

LS

ELE

VA

TIO

N (F

T)

BLO

WS

/6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS



PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %



1 OF 1

0

5

10

15

20

25

30

S-1

S-2

S-3

S-4

S-5

SS

SS

SS

SS

SS

18

18

18

18

18

16

18

18

18

18

Topsoil Depth [3"](SM) SILTY FINE SAND, Contains Slight Mica,Tan, Moist, Loose

(SC) CLAYEY FINE TO MEDIUM SAND,Contains Slight Mica, Tan, Moist, Loose toMedium Dense

(SC) CLAYEY MEDIUM TO COARSE SAND,Gray and Brown, Wet, Medium Dense

END OF BORING @ 15'

323

4811

467

345

3413

5

19

13

9

17

CLIENT


JOB #

31:3002

BORING #

B-6

SHEET


ARCHITECT-ENGINEER







DE

PTH

(FT)

SA

MP

LE N

O.

SA

MP

LE T

YP

E

SA

MP

LE D

IST.

(IN

)

RE

CO

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RY

(IN

)

SURFACE ELEVATION


WA

TER

LE

VE

LS

ELE

VA

TIO

N (F

T)

BLO

WS

/6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS



PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %



1 OF 1




0

2

4

6

8

10

12

Topsoil Depth [2"](SC FILL) CLAYEY SAND, Contains Significant Construction Debris andConcrete, Red- Tan, Moist, Medium Dense

END OF TEST PIT @ 5'

PROJECT NAME:

Community High School Addition Preliminary Geotech

TEST PIT #:

T-2CLIENT:


JOB #:

31:3002

SURFACEELEVATION

LOCATION:235 Old US 70, Swannanoa, Buncombe

County, NC

ARCH/ENG:



REMARKS:


GROUND WATER: FIRST CHECK SECOND CHECK EXCAVATION EFFORT: E - EASY M - MEDIUM D - DIFFICULT VD - VERY DIFFICULTCONTRACTOR: OPERATOR: MAKE:

John DeereMODEL: REACH: CAPACITY:

ECS REP.:

DM

DATE:

12/03/15

UNITS:

DEPTH(FT.)

ELEV.(FT.)

EXCAV.EFFORT DCP QP

(TSF)SAMPLE

NO.

MOIST.CONT.

(%)

0

2

4

6

8

10

12

Gravel Depth [6"]

(SC FILL) CLAYEY SAND, Contains Brick and Construction Debris, Tan-Brown, Moist

(CL) SANDY LEAN CLAY, Red- Tan, Moist, Medium Stiff

(CL) SANDY LEAN CLAY, Mottled Gray and Tan, Moist, Medium Stiff

END OF TEST PIT @ 6.5'

PROJECT NAME:


TEST PIT #:

T-1CLIENT:


JOB #:

31:3002

SURFACEELEVATION


County, NC

ARCH/ENG:



REMARKS:




ECS REP.:

DM

DATE:

12/03/15

UNITS:

DEPTH(FT.)

ELEV.(FT.)

EXCAV.EFFORT DCP QP

(TSF)SAMPLE

NO.

MOIST.CONT.

(%)




0

2

4

6

8

10

12

Topsoil Depth [3"](SC) CLAYEY SAND, Red- Tan, Moist, Medium Dense



PROJECT NAME:


TEST PIT #:

T-4CLIENT:


JOB #:

31:3002

SURFACEELEVATION


County, NC

ARCH/ENG:



REMARKS:




ECS REP.:

DM

DATE:

12/03/15

UNITS:

DEPTH(FT.)

ELEV.(FT.)

EXCAV.EFFORT DCP QP

(TSF)SAMPLE

NO.

MOIST.CONT.

(%)

0

2

4

6

8

10

12

Topsoil Depth [2"](SC FILL) CLAYEY SAND, Contains Brick, Red- Tan, Moist, Medium Dense

(SC) CLAYEY SAND, Red- Tan, Moist, Medium Dense



PROJECT NAME:


TEST PIT #:

T-3CLIENT:


JOB #:

31:3002

SURFACEELEVATION


County, NC

ARCH/ENG:



REMARKS:




ECS REP.:

DM

DATE:

12/03/15

UNITS:

DEPTH(FT.)

ELEV.(FT.)

EXCAV.EFFORT DCP QP

(TSF)SAMPLE

NO.

MOIST.CONT.

(%)




UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)

Major Divisions Group Symbols Typical Names Laboratory Classification Criteria

Coa

rse-

grai

ned

soils

(M

ore

than

hal

f of m

ater

ial i

s la

rger

than

No.

200

Sie

ve s

ize)

Gra

vels

(Mor

e th

an h

alf o

f coa

rse

fract

ion

is

larg

er th

an N

o. 4

sie

ve s

ize)

Cle

an g

rave

ls

(Litt

le o

r no

fines

)

GW

Well-graded gravels, gravel-sand mixtures, little or no fines

Det

erm

ine

perc

enta

ges

of s

and

and

grav

el fr

om g

rain

-siz

e cu

rve.

D

epen

ding

on

perc

enta

ge o

f fin

es (f

ract

ion

smal

ler t

han

No.

200

sie

ve s

ize)

, coa

rse-

grai

ned

soils

ar

e cl

assi

fied

as fo

llow

s:

Less

than

5 p

erce

nt

G

W, G

P, S

W, S

P

Mor

e th

an 1

2 pe

rcen

t

GM

, GC

, SM

, SC

5

to 1

2 pe

rcen

t

B

orde

rline

cas

es re

quiri

ng d

ual s

ymbo

ls b

Cu = D60/D10 greater than 4 Cc = (D30)2/(D10xD60) between 1 and 3

GP

Poorly graded gravels, gravel-sand mixtures, little or no fines

Not meeting all gradation requirements for GW

Gra

vels

with

fine

s (A

ppre

ciab

le a

mou

nt o

f fin

es)

GMa

d

Silty gravels, gravel-sand mixtures

Atterberg limits below “A” line or P.I. less than 4 Above “A” line with P.I.

between 4 and 7 are borderline cases requiring use of dual symbols

u

GC Clayey gravels, gravel-sand-clay mixtures

Atterberg limits below “A” line or P.I. less than 7

San

ds(M

ore

than

hal

f of c

oars

e fra

ctio

n is

sm

alle

r tha

n N

o. 4

sie

ve s

ize)

Cle

an s

ands

(L

ittle

or n

o fin

es)

SW Well-graded sands, gravelly sands, little or no fines

Cu = D60/D10 greater than 6 Cc = (D30)2/(D10xD60) between 1 and 3

SP Poorly graded sands, gravelly sands, little or no fines

Not meeting all gradation requirements for SW

San

ds w

ith fi

nes

(App

reci

able

am

ount

of

fines

)

SMa

d

Silty sands, sand-silt mixtures Atterberg limits above “A” line or P.I. less than 4 Limits plotting in CL-ML

zone with P.I. between 4 and 7 are borderline cases requiring use of dual symbols

u

SC Clayey sands, sand-clay mixtures

Atterberg limits above “A” line with P.I. greater than 7

Fine

-gra

ined

soi

ls

(Mor

e th

an h

alf m

ater

ial i

s sm

alle

r tha

n N

o. 2

00 S

ieve

)

Silt

s an

d cl

ays

(Liq

uid

limit

less

than

50)

ML

Inorganic silts and very fine sands, rock flour, silty or clayey fine sands, or clayey silts with slight plasticity

Plasticity Chart

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Liquid Limit

Plas

ticity

Inde

x

"A" line

CH

MH and OH

CL

ML and OLCL-ML

CL

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays

OL Organic silts and organic silty clays of low plasticity

Silt

s an

d cl

ays

(Liq

uid

limit

grea

ter t

han

50)

MH

Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts

CH Inorganic clays of high plasticity, fat clays

OH Organic clays of medium to high plasticity, organic silts

Hig

hly

Org

anic

so

ils

Pt Peat and other highly organic soils

a Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg limits; suffix d used when L.L. is 28 or less and the P.I. is 6 or less; the suffix u used when L.L. is greater than 28. b Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example: GW-GC,well-graded gravel-sand mixture with clay binder. (From Table 2.16 - Winterkorn and Fang, 1975)

B-1

S-1

1.0

0 -

2.5

016

.6C

L40

17

23

51.8

S-2

3.5

0 -

5.0

022

.9

S-3

6.0

0 -

7.5

027

.9

S-4

8.5

0 -

10.0

037

.0

S-5

13

.50 -

15.0

013

.4

B-4

S-1

1.0

0 -

2.5

022

.6

S-2

3.5

0 -

5.0

025

.5

S-3

6.0

0 -

7.5

020

.4

S-4

8.5

0 -

10.0

08.6

S-5

13

.50 -

15.0

022

.1

S-6

18

.50 -

20.0

017

.4

B-5

S-1

1.0

0 -

2.5

025

.3

S-2

3.5

0 -

5.0

018

.6S

C39

19

20

45.9

S-3

6.0

0 -

7.5

024

.8

S-4

8.5

0 -

10.0

011

.7

S-5

13

.50 -

15.0

026

.6

Lab

ora

tory

Te

sti

ng

Su

mm

ary

No

tes:

1.

AS

TM

D 2

21

6,

2.

AS

TM

D 2

48

7,

3.

AS

TM

D 4

318

, 4

. A

ST

M D

11

40,

5.

Se

e t

est

re

port

s fo

r te

st m

eth

od

, 6.

Se

e t

est

re

po

rts

for

test

meth

od

De

fin

itio

ns

:M

C:

Mo

istu

re C

on

ten

t, S

oil

Typ

e:

US

CS

(U

nifi

ed S

oil

Cla

ssifi

catio

n S

yste

m),

LL

: L

iqu

id L

imit,

PL

: P

last

ic L

imit,

PI:

Pla

stic

ity I

nde

x, C

BR

: C

alif

orn

ia B

eari

ng

Ra

tio,

OC

: O

rga

nic

Co

nte

nt

(AS

TM

D 2

97

4)

Pro

jec

t N

o.

30

02

Pro

jec

t N

am

e:

Co

mm

un

ity

Hig

h S

ch

oo

l A

dd

itio

n P

reli

min

ary

Ge

ote

ch

PM

:D

av

id M

ars

h

PE

:M

att

hew

S. F

og

lem

an

Pri

nte

d O

n:

Tu

es

da

y,

De

cem

ber

08

, 20

15

Sam

ple

So

urc

e

Sam

ple

Nu

mb

er

De

pth

(feet)

MC

1

(%)

So

il

Typ

e2

LL

Att

erb

erg

Lim

its3

PL

PI

Perc

en

t

Pa

ssin

g

No

. 20

0

Sie

ve

4

Max

imu

m

Den

sit

y

(pc

f)

Mo

istu

re -

De

ns

ity

(C

orr

.)5

Op

tim

um

Mo

istu

re

(%)

CB

R

Va

lue

6O

ther

Pag

e 1

of

1




1

Photo 1 View of Test Pit TP-1


TEST PIT PHOTOGRAPHSDECEMBER 3, 2015

COMMUNITY HIGH SCHOOL ADDITION SWANNANOA, NORTH CAROLINA

ECS PROJECT NO. 31-3002

REFERENCE NOTES FOR BORING LOGS

I. Drilling Sampling Symbols

SS Split Spoon Sampler ST Shelby Tube Sampler RC Rock Core, NX, BX, AX PM Pressuremeter DC Dutch Cone Penetrometer RD Rock Bit Drilling BS Bulk Sample of Cuttings PA Power Auger (no sample) HSA Hollow Stem Auger WS Wash sample REC Rock Sample Recovery % RQD Rock Quality Designation %

II. Correlation of Penetration Resistances to Soil Properties Standard Penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on a 2-inch OD split-spoon sampler, as specified in ASTM D 1586. The blow count is commonly referred to as the N-value.

A. Non-Cohesive Soils (Silt, Sand, Gravel and Combinations)

Density Relative Properties Under 4 blows/ft Very Loose Adjective Form 12% to 49% 5 to 10 blows/ft Loose With 5% to 12% 11 to 30 blows/ft Medium Dense 31 to 50 blows/ft Dense Over 51 blows/ft Very Dense

Particle Size IdentificationBoulders 8 inches or larger Cobbles 3 to 8 inches Gravel Coarse 1 to 3 inches Medium ½ to 1 inch Fine ¼ to ½ inch Sand Coarse 2.00 mm to ¼ inch (dia. of lead pencil) Medium 0.42 to 2.00 mm (dia. of broom straw) Fine 0.074 to 0.42 mm (dia. of human hair) Silt and Clay 0.0 to 0.074 mm (particles cannot be seen)

B. Cohesive Soils (Clay, Silt, and Combinations)

Blows/ft Consistency Unconfined

Comp. Strength Qp (tsf)

Degree of Plasticity

Plasticity Index

Under 2 Very Soft Under 0.25 None to slight 0 – 4 3 to 4 Soft 0.25-0.49 Slight 5 – 7 5 to 8 Medium Stiff 0.50-0.99 Medium 8 – 22

9 to 15 Stiff 1.00-1.99 High to Very High Over 22 16 to 30 Very Stiff 2.00-3.00 31 to 50 Hard 4.00–8.00 Over 51 Very Hard Over 8.00

III. Water Level Measurement Symbols

WL Water Level BCR Before Casing Removal DCI Dry Cave-In WS While Sampling ACR After Casing Removal WCI Wet Cave-In WD While Drilling Est. Groundwater Level Est. Seasonal High GWT

The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular soil. In clay and plastic silts, the accurate determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally applied.




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Photo 3 View of Brick Debris in Test Pit TP-3






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