36E77619R0080-005.pdf

I. General

1.

See project specifications for requirements in addition to general notes. Coordinate these drawings with existing conditions, and coordinate all dimensions and wall locations with the Architectural drawings.The general contractor shall immediately notify the Architect and the Structural Engineer of any discrepancies within the construction documents.

2.

The structural drawings should not be used to size or locate doors, windows, toilet partitions, or non-load bearing walls.

Dimensions are not to be derived from these drawings. If there is any question about details or dimensions, contact the Architect and Structural Engineer for clarification.

3.

See architectural for all expansion joint covers.

4.

Design and construction shall be in accordance with the 2012 International Building Code.

5.

Design loads:

Live Load Information A. Roof live load (Reduced for tributary area) = 20 PSF B. Mechanical Room Floor = 150 PSF + Sepcial Equipment

Roof Dead Loading Information A. 22 PSF Roof dead loads B. 8.0 PSF Collateral load (lights, HVAC, sprinkler, etc.)

C. See Framing Plan for other concentraded loads

Snow Load Information A. Ground snow load (Pg) = 10 PSF B. Flat-roof snow load (Pf) = 10 PSF C. Snow exposure factor (Ce) = 1.0 D. Snow load importance factor(Is) = 1.2 E. Thermal factor (Ct) = 1.2

Wind Load Information

A. Ult. wind speed = 142 MPH B. ASD wind speed = 110 MPH C. Wind importance factor (Iw) = 1.0 D. Risk Category = IV E. Wind Exposure = B F. Internal Pressure Coefficient = +/-0.18 G. Components and Cladding = Varies

Seismic Design Information A. Seismic importance factor (Ie) = 1.15 B. Seismic design category = D C. 0.2 Second Spectral Response Acceleration (Ss) = 0.216 D. 1 Second Spectral Response Acceleration (S1) = 0.096 E. 0.2 Design Spectral Response Acceleration (SDs) = 0.230 F. 1 Design Second Spectral Response Acceleration (SD1) = 0.154 G. Site class = D (per geotechnical report) H. Response modification coefficient (R) = 3.5 I. System overstrength factor = 2.5 J. Deflection amplification factor (Cd) = 3.5 K. Seismic response coefficient (Cs) = 0.099 L. Design base shear (Vx) = 4 M. Basic Seismic Force Resisting System - Moment Resisting Frame Systems -Ordinary Steel Moment Frames N. Analysis procedure - Equivalent lateral force procedure

6.

All the safety regulations, methods of construction and erection of structural material shall be the responsibility of the general contractor. It shall be the general contractor’s responsibility to provide adequate shoring, bracing, and framework, etc. as required.

7.

Where a detail is shown for one condition, it shall also apply for all like or similar conditions, unless noted otherwise.

8.

Isometric views are for illustrative purposes only. No information about the structure or its components shall be taken or assumed from them.

VI. Submittals

1.

The contract documents are the structural engineer’s instruments of service to convey design intent. They are not to be considered fabrication or layout drawings.

2.

The follow are required submittals

a. Concrete mix design(s)

b. Reinforcing bar drawings

c. Masonry material certificates, accessories, and grout mix design

d. Structural steel

e. Metal deck

f. Other submittals as noted on the drawings and specifications

3.

Submittals shall be reviewed by the contractor prior to submission to the Structural Engineer and shall bear the contractor’s stamp attesting to the same. Drawings not stamped will not be reviewed. Subcontractor’s unchecked submittal drawings will not be reviewed.

4.

Submittals to be reviewed by the Structural engineer shall be submitted to the Architect. The Structural Engineer will not accept submittals directly from contractors without the Structural Engineer’s prior approval.

5.

Upon completion of the structural engineer’s review, submittals will be returned to the Architect for their review.

6.

Any deviation in design, details, dimensions, etc. from the construction documents shall be clouded on the submittal and verification of the change shall be requested.

IV. Foundations

1.

The foundation is designed using an allowable soil bearing capacity of 1500 PSF in the absence of a geotech report.

If the bearing conditions vary from what is shown, or if the soil bearing capacity is questionable, the Architect and Structural Engineer are to be notified immediately.

2.

All building areas shall be compacted to 95% of maximum dry density at optimum moisture content as determined in accordance with ASTM D698, current edition.

3.

A registered geotechnical engineer representing the owner shall be present to monitor compaction and settlement and verify the bearing capacity. All work shall be performed in accordance with the recommendations of the geotechnical report and on-site geotechnical engineer.

4.

Remove all topsoil, root system or other deleterious material under proposed slab and column footings and replace with suitable compacted fill or crushed stone. Structural Engineer's decision on questionable material shall be final.

5.

Backfilling shall be performed in equal lifts around the building perimeter to balance lateral earth pressure on the building. Walk behind compaction equipment is required within a distance of two times the wall height.

6.

Backfill against structural walls shall not be performed until wall and slab on grade has obtained specified strength.

7.

If required by the geotechnical report or the on-site Geotechnical Engineer, the ground water table shall be lowered.

8.

All footings to be centered under the columns or walls they support, unless noted otherwise on the drawing.

9.

Utility lines shall not be placed through or below foundations without the structural engineer’s approval in writing. The contractor shall locate any existing underground utilities prior to any construction.

10.

Inspections by Geotech firm are required for existing soils conditions, fill placement, and load bearing requirements:

a.

Site preparation: Prior to placement of prepared fill, the inspector shall determine that the site has been prepared in accordance with the above-referenced geotechnical report.

b.

Fill placement: During placement and compaction of fill material, the inspector shall determine that the proper fill material is being used and that the maximum lift thickness is followed in accordance with the above-referenced geotechnical report.

c.

Evaluation of in-place density: The inspector shall determine, at the frequencies determined in the soils report and project specifications, that the in-place dry density of the compacted fill complies with the above-referenced geotechnical report.

III. Reinforcing Steel

1.

Reinforcing steel shall be new billet steel, deformed bars conforming to ASTM A615, grade 60, and shall be free from any form release agents.

2.

Welded wire fabric shall be sheets of new billet steel cold drawn, conforming to ASTM Specification A1064, grade 60.

3.

Bar supports, design, detailing, fabrication and placing of reinforcing steel shall be in accordance with ACI 318 and "The Manual of Standard Practice for Detailing Reinforced Concrete Structures," ACI 315.

4.

Splices for continuous bars shall be class B, unless noted otherwise. Welded wire fabric shall be lapped 12" minimum.

5.

Provide bent horizontal bars at corners and intersections of all walls and footings. Bent bars are to match the size and spacing of horizontal bars in wall or footing. Use class B splice each side.

6.

Provide diagonal bars at corners of openings in slabs and concrete walls. See Details "Rectangular Opening Wall Slab" and "Circle Opening Wall Slab". Provide 2" clear cover between the opening and the corner reinforcing bars.

7.

Wall footing reinforcement shall be continuous through column footing.

8.

Extend all footing reinforcement to far side of footing. See note below for concrete coverage.

9.

Provide dowels in wall footing to match wall verticals unless noted otherwise on drawings. Provide class B splice. Use standard ACI 90 degree hook with 3" clear to bottom of footing unless noted otherwise. See detail "Corner bar & splice length detail (in concrete)"

10.

Minimum concrete coverage shall be as follows. If construction documents indicate a larger coverage, it shall be used. If stirrups, ties, or spirals are used, coverage shall be to the outermost face of these elements.

a.

Footings, caissons, and other members where concrete is deposited against soil (Except slabs on grade) = 3" b.

Concrete exposed to weather or soil but is not deposited against soil:

#6 bar and larger = 2" #5 bar and smaller = 1 1/2" c.

Concrete not exposed to weather or soil:

Slabs, walls, joists #14 bar and larger = 1 1/2" Slabs, walls, joists #11 bar and smaller = 3/4" Beams and columns = 1 1/2"

Bar #

Class B Splice or Corner Bar per ACI 318

3000 psi Concrete

Min. Splice

(inches)

Min. Splice

(bar diam.)

4000 psi Concrete

Min. Splice

(inches)

Min. Splice

(bar diam.)

5000 psi Concrete

Min. Splice

(inches)

Min. Splice

(bar diam.)

50 28

V. Structural Steel

1.

Design, detailing, fabrication and erection of structural steel shall be in accordance with the code-referenced AISC manual of steel construction, specification for steel buildings, and code of standard practice.

2.

Steel fabricator shall be currently certified by the AISC Quality Certification Program for Structural Steel Fabrications and designated as "AISC Certified Fabricator, Conventional Building Category." Contractor shall submit in writing to the structural engineer, at the time of bid. Proof of certification for the steel fabricator(s) supplying structural steel.

3.

Materials shall meet the following minimum requirements:

a. W-Shapes = ASTM 992

b. Hollow Structural Shapes = ASTM A500, Grade B

c. Plates, Bars, Angles, C-Shapes, MC-Shapes = ASTM A36

d. Pipes = ASTM A53, Grade B

e. Welding Electrodes = E70xx

All anchor bolts shall be size and strength specified on these drawings.

4.

All beam end connections shall be AISC double angle bolted-welded connections with 3/4" Dia. A325N bolts U.N.O. The weld shall be 1/4" weld full length of angle plus 1" top and bottom. Design shear shall be the greater of:

5.

Welds shall be made only by operators certified by the standard qualification procedure of the American Welding Society for the type of weld required. Welder certification shall be submitted for review.

6.

Weld lengths not noted shall be full length. Terminate welds in accordance with AISC Manual of Steel Construction and American Welding Society Structural Welding Code - Steel (D1.1).

7.

Holes larger than 1" dia. shall be coordinated with the structural engineer. Holes shall be punched or drilled, except as otherwise permitted the structural engineer.

8.

Protect columns, base places, anchor bolts, and any steel below grade with an approved inorganic or epoxy anti-corrosion coating, field applied per manufacturer's instructions.

9.

All exposed structural steel including lintels, and as noted on drawings, shall be galvanized in conformance with ASTM A123.

Fasteners and small parts requiring galvanizing shall be in conformance with ASTM A153.

10.

The contractors shall determine, furnish and install all temporary supports sufficient to secure the structural steel framing against loads present during erection. Temporary supports shall remain in place until all connections to the lateral load resisting system, including horizontal diaphragms, are complete.

11.

The general contractor shall verify that the correct beam and girder camber is present after erection and before floor slab is poured.

12.

Splice continuous steel angles and plates with Partial-Joint-Penetration Square Groove Welds (Joint Designation B-P1a) U.N.O.

13.

Structural steel fabricator and detailer shall see the Architectural drawings for any additional steel not shown or called out in these drawings. If size is not shown in architectural drawings a request or information shall be sent to the structural engineer through the proper channels.

13.

General contractor shall coordinate connections of joist and joist girders to structural steel.

a.

The shear reaction shown on drawings (if any):

b.

50% of the value from the "Maximum total uniform load in Kips" tables of the AISC 13th Edition (Black book) Or, c.

The minimum number of bolts in single shear as follows:

Beam Shape* # of 3/4" dia.

A325 bolts

1/2" Shear Tab Length**

W12 , W14 3 8 1/2

W8 , W10 2 5 1/2

W16 , W18 4 11 1/2

W21 5 14 1/2

W24 6 17 1/2

W27 7 20 1/2

W30 8 23 1/2

End of Beam Connections*

* When the shear tab connection above does not fit in the beam web, use the adjacent smaller connection and cloud on shop drawings.

** Weld plate to supporting member with 5/16" weld all around.

Shear tab to be 1/2" thick x 4" wide.

Where connections are skewed or the double angle connections above will not fit, the following connections shall be used:

Beam Shape* # of 3/4" dia.

A325 bolts

Length of LL 3 1/2" x 3 1/2" x 5/16"

W12 , W14 6 8 1/2

W8 , W10 4 5 1/2

W16 , W18 8 11 1/2

W21 10 14 1/2

W24 12 17 1/2

W27 14 20 1/2

W30 16 23 1/2

II. Structural Masonry (Seismic Design Category D)

1.

All masonry work to be done in accordance with the code-referenced edition of ACI-530 "Building Code Requirements for Masonry Structures", and ACI-530.1 "Specification for Masonry Structures."

2.

Mortar shall be Portland cement-lime and conform to ASTM C270.

3.

Clay masonry units shall have type S mortar. Net area compressive strength of units shall be 6200 psi. Net area compressive strength of installed masonry (f’m) shall be 2000 psi. Refer to architectural documents for ASTM designations.

4.

Concrete masonry units above and below grade shall have type S mortar. Net area compressive strength of units shall be 1900 psi.

Net area compressive strength of installed masonry (f’m) shall be 1500 psi. Concrete masonry units shall conform to ASTM C90.

5.

Block fill for reinforced masonry shall be fine grout in conformance with ASTM C476 minimum compressive strength method.

Grout shall be 2000 PSI at 28 days. Grout slump shall be 8 to 11 inches.

6.

Reinforcing: ASTM A615 - Grade 60. See table below for minimum lap splice length and embedment of reinforcing bars.

7.

Masonry preparation, construction and protection in hot or cold weather (greater than 90 degrees Fahrenheit or less than 40 degrees Fahrenheit) shall be in conformance with ACI 530.1 Section 1.B.

8.

Embedded conduits, pipes and sleeves shall be compatible with masonry and shall not be located in grouted cells. Pipes containing water subject to freezing, materials in excess of 150 degree Fahrenheit or pipes under pressure in excess of 55 PSI shall not be embedded in masnory. General contractor shall coordinate the location of all embedded items with the Structural Engineer prior to construction.

9.

All masonry walls shall be reinforced with horizontal joint reinforcement @ 16" O.C. vertically as follows. The space between these wires shall be the widest that the mortar joint will accommodate.

10.

Vertical rebar shall be centered in block walls U.N.O.

11.

Masonry cells on which steel or masonry lintels bear must be reinforced with same reinforcing as wall and must be filled with grout.

If no wall reinforcing is shown a #4 bar shall be assumed.

12.

Provide horizontal bond beams in all masonry walls at 10’-0” on center max vertically and within 16” of the top of the wall.

Reinforcing in bond beams shall be 1#4 x continuous for 6” CMU, 1#5 x continuous for 8” CMU, and 1#6 x continuous for 12”

CMU.

13.

The minimum level of Quality Assurance based on ACI 530-11 shall be Level C. Refer to Table 1.15.3 in ACI 530-11.

14.

Where concrete block is above and below equipment platform, fit block tight to underside of beam prior to constructing block above.

#5

#4

Bar Size

#6

Lap Splice Length (IN)

Embedment (IN)

Masonry Reinforcing Lap Splices and Embed Length

#8

#7 42

#9

6" or 8"

4" (1) W1.7 @ 16" O.C.

12"

Running Bond

(2) W1.7 @ 16" O.C.

(2) W1.7 @ 16" O.C.

Stack Bond

(1) W1.7 @ 16" O.C.

(2) W1.7 @ 16" O.C.

(2) W2.8 @ 16" O.C.

Horizontal Joint Reinforcing

CMU Size

1. The following are typical abbreviations used in the structural drawings:

A.B. -Anchor bolt ADD'L -Additional AFF -Above finished floor ARCH -Architect/Architectural BFF -Below finished floor BM -Beam BRG -Bearing BSMT. -Basement C.I.P. -Cast in place CJ -Control joint CL -Center line CLR. -Clear CMU -Concrete masonry unit CONN -Connection CONST JT -Construction Joint COL. -Column

CONC. -Concrete CONST. -Construction CONT. -Continuous COORD. -Coordinate DBA. -Deformed bar anchor DET. -Detail DIAG -Diagonal DIA -Diameter DIM -Dimension DWG. -Drawing EA -Each EF -Each face EJ -Expansion joint EL. -Elevation ENGR -Engineer EOD -Edge of deck

EOS -Edge of slab EQ -Equal EQUIP -Equipment EW -Each way EXIST -Existing EXP -Expansion EXT -Exterior F.F. -Finished floor FFE -Finished floor elevation FIN. -Finsh(ed) FLR. -Floor FTG. -Footing GA -Gauge/Gage GALV. -Galvanize (d) (ing) HI -High HORZ. -Horizontal

HSS -Hollow structural sections INT -Interior JST. -Joist JT. -Joint K -Kip(s) KSI -Kips per square inch LGMF -Light gauge metal framing LLH -Long leg horizontal LLV -Long leg vertical LO -Low LT. -Light MAX. -Maximum MECH. -Mechanical MID -Middle MFR -Manufacturer MIN. -Minimum

MISC -Miscellaneous NA -Not applicable NTS -Not to scale O.H. -Opposite hand O.C. -On center OPNG -Opening PL -Plate PREFAB -Prefabricated PSF -Pounds per square foot PSI -Pounds per square inch PT -Pressure treated REF. -Reference REINF. -Reinforcement REQD -Required SECT. -Section SIM. -Similar

SPECS -Specifications STD -Standard STL -Steel STRUCT -Structural T.O.S. -Top of slab or steel T.O.C. -Top of concrete T.O.F. -Top of footing T.O.W. -Top of wall TYP. -Typical U.N.O. -Unless noted otherwise VERT. -Vertical W.P. -Work point WT. -Weight W.W.M. -Welded wire mesh W.W.F. -Welded wire fabric

XI. Concrete:

1.

All concrete work to be done in accordance with the code referenced edition of ACI-318: “Building Code Requirements for Reinforced Concrete”

2.

Concrete mix design requirements and compressive strength at 28 days.

Fly ash shall not be used. Water reducing admixtures may be used to achieve slump requirements.

3.

See architectural documents for joint sizes and filler materials.

4.

Location of all construction joins, excluding slabs on grade, shall be coordinated with structural engineer.

5.

Shop drawings shall be submitted to the structural engineer showing proposed locations of any material such as but not limited too conduits, embedments, or fixtures to be placed inside any structural concrete member such as beams, walls, slabs, columns or footings. This is not required for slabs on grade of 4" or less in thickness.

6.

Concrete slab flatness and levelness tolerances shall be in conformance with ACI 117, and shall be specified by the owner. Unless superseded by the owner’s criteria, conform to the following minimum requirements:

7.

Unless specified otherwise in the specification, testing of concrete shall be in conformance with the requirements of ACI 318 Section

5.6 “Evaluation and Acceptance of Concrete”.

8.

Construction joints (CN.JT.) are to be located on the threshold side of a wall.

9.

See detail "Typical Slab on Grade Joint Layout".

10.

The following procedures shall meet the requirements of the referenced code sections:

Preparation ACI 304 - "Guide for measuring, mixing, transporting and placing concrete"

Conveying ACI 318 Section 5.9 - "Conveying"

Depositing ACI 318 Section 5.10 - "Depositing"

Consolidation ACI 309 - "Guide for consolidation of concrete"

Curing ACI 308 - "Standard practice for curing concrete"

Hot weather concreting ACI 305 - "Hot weather concreting"

Cold weather concreting ACI 308 "Cold weather concreting"

Procedure Reference Section a.

Provide a floor surface whish is true and level and achieves “F numbers” of FF = 30 and FL = 20 minimum overall composite and FF = 20 and FL = 15 minimum at any individual section, when tested in accordance with ASTM E1155, Remove surface irregularities to provide a continuous smooth finish.

b.

All interior slabs to receive a smooth trowel finish unless noted.

Description

Footing and Foundation Walls

28 Day strength

(PSI)

Weight per cubic foot

(PCF)

Slump at point of placement

4" +/- 1"

Aggregate

ASTM C33 none

Fibermesh or WWM

Slab on grade 4000 145 WWM 4x4 W1.4 x W1.44" +/- 1" ASTM C33

VII. Steel Deck

1.

Material, design, fabrication, and installation shall be in accordance with the standard specifications of the Steel Deck Institute. (SDI)

2.

Steel deck shall be cut to lengths to provide a minimum of three span condition, steel deck submittal drawings shall clearly indicate by clouding one or two span conditions.

3.

Steel deck shall be fastened through the deck onto the supporting members and at sidelaps per the drawings. Use welding washers as required to prevent burn-through of steel deck.

4.

All steel roof deck not exposed to weather shall be prime painted. All steel deck to receive concrete topping shall be G60 galvanized in conformance with ASTM A653. All deck exposed to weather shall be G90 galvanized in conformance with ASTM A653.

5.

Steel deck manufacturer shall provide all required accessories.

6.

Fasten roof deck to steel supporting members at edge and interior ribs with a sufficient number of 5/8" diameter puddle welds for a 36/5 pattern. At edges provide 5/8" diameter puddle weld in every flute. Use (3) #10 TEK screws per sidelap in the field and at places where deck is cantilevered.

DESIGN/BUILD

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

o n e e ig h th i n c h o n e f o o t th re e i n c h e s o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t

VA FORM 08-6231

A

BES DESIGN/BUILD, LLC

766 Middle St, Fairhope, AL 36532

Phone: 251.990.5778 Fax: 251.990.3716 of

23456789

123456789

B

C

D

E

F

A

B

C

D

E

F

Structural Consultant

Kornegay Engineering Inc.

363 Pierce Avenue, Suite 202 Macon, GA 31204 (478)745-6161 ph keimacon.com

Project No: 16-125

/1

/2

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:3

A

M

Construction Documents

RENOVATE D-WING

BASEMENT FOR DENTAL

General Notes 565-161

SS100

2019.01.18 M. Stefano A. Crosby

Office of Construction and Facilities Management

FAYETTEVILLE, NC

KEI Proj#16-125 jlogan Text Box jlogan Text Box

Splice Table

See

A rc h

S e e

Concrete slab on grade, see plan

A rc h

S e e

Concrete slab on grade, see plan

6 x 6 0 W1.4 x W1.4 WWM See welded wire mesh lap splice detail

I. JT. w/ bondbreaker along wall typ. UNO

Column

CJ Max spacing:

12' - 0" Max for 4" thick slab 18' - 0" Max for 6" thick slab 24' - 0" Max for 8" thick slab

Cast diamond or circle blk-out min 3" clear to

STL after slab on grade has been cast I. JT. w/ bondbreaker around diamond or circle typical

Note: Saw cut joint less than 12 hours after concrete placement

NOTED OTHERWISE.

(7) DAYS MINIMUM.

CONCRETE BLOCK LINTEL BEAM SCHEDULE

1) LINTELS SCHEDULED ABOVE SHALL BE USED UNLESS SHOWN OR

2) LINTELS SHALL HAVE 1" BEARING, EACH END, FOR EACH 1'-0" OF

SPAN, BUT NOT LESS THAN 8" BEARING EACH END.

BLOCKS. FILL SHALL BE MADE WITH COURSE GROUT, CONFORMING

TO ASTM C-476, 3/8" MAX. STONE SIZE. SHORE POURED LINTELS

4) REINFORCING SHOWN ABOVE SHALL BE DOUBLED FOR 12" NOM.

CONCRETE BLOCK LINTELS.

3) CONCRETE BLOCK LINTELS SHALL BE MADE WITH FILLED "U"

NOTES:

3'-0" to 5'-0"

5'-0" to 7'-0"

7'-0" to 9'-0"

SPAN

0'-0" to 3'-0"

1 COURSE DEEP

2 COURSES DEEP

1 #4 T & 1 #5 B

1 #5 T & 1 #6 B

1 #6 T & 1 #7 B

1 #8 T & 1 #9 B

LINTEL

C.J. or CN.JT.

C .J o r

C N

.J T

#4 x 6' - 0" Long Centered in slab.

S e e A rc h

Concrete slab on grade, see plan.

3/4"X 1 1/2"

KEY WAY

ALL CONCRETE SLABS

MOISTURE BARRIER UNDER

ALL CONCRETE SLABS

MOISTURE BARRIER UNDER

1/2" PRE MOLDED

EXPANSION JOINT

CONTROL JOINTS

REQUIRED IN PLACE OF

NOTE: CONTRACTOR TO SPACE AS

TYPICAL ISOLATION JOINT (I. JT.)

TYPICAL CONSTRUCTION JOINTS (CN.JT.)

SAW CUTTING CONTROL JOINTS IS AN ATTEMPT TO

PARTIALLY CONTROL THE SHRINKAGE CRACKS

THAT NATURALLY OCCURS IN CONCRETE DURING

THE CURING PROCESS. SOMETIMES THE CONCRETE

WILL CRACK BETWEEN CONTROL JOINTS.

N.T.S.

N.T.S.

/4

T

T

N o te s

S e e

G e n

Discontinue 50% WWF or rebar at JT

Slab reinf.

1/8" Saw cut JT fill with JT filler

Note:

T = Slab Thickness

Saw cut joint less than 12 hours after concrete placement

T/Slab

Moisture barrier under all slabs

TYPICAL SLAB ON GRADE CONTROL JOINT (C.J.)

N.T.S.

Sleeve this side of dowel to prevent bond

1/8" Saw cut after adjacent slab is in place and fill with joint filler

/4

T

Stop WWF or rebar 3" from joint n o te s

S e e G e n

T /2

T

T / Slab

For 9" slab:

1 1/4" dia. x 1' - 6" smooth dowels at 12" O.C. max

For 4" and 6" slab:

3/4" dia. x 1' - 4" smooth dowels at 12" O.C. max

Break bond on joint face w/ 2 coats of form release oil

Note:

T = Slab thickness

Thickened slab will be required for T<6"

Typical Slab on Grade Doweled Construction Joint

2) LINTELS SHALL HAVE 1" BEARING, EACH END, FOR EACH 1'-0" OF

NOTED OTHERWISE.

1) LINTELS SCHEDULED ABOVE SHALL BE USED UNLESS SHOWN OR

NOTES:

BRICK LINTEL BEAM SCHEDULE

SPAN, BUT NOT LESS THAN 8" BEARING EACH END.

ANGLE 6x3 1/2x5/16 LLV

ANGLE 5x3 1/2x5/16 LLV

ANGLE 4x3 1/2x1/4

ANGLE 3 1/2x3 1/2x1/4

9'-0" to 11'-0"

7'-0" to 9'-0"

5'-0" to 7'-0"

0'-0" to 5'-0"

LINTELSPAN

between outermost wires plus 2 inches WWM Splice shall be the distance outermost crosswires Distance betweenWWM Shall be wired or clipped together @ 4' - 0" O.C.

WWM Centered in slabs by supports

Lap shall be staggered to avoid continuous laps in either direction.

See table "Class B Splice or Corner Bar per ACI 318" on notes sheet for splice length in concrete fo r c o rn e r b a r

S p lic e l e n g th

Splice length

DESIGN/BUILD

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

o n e e ig h th i n c h o n e f o o t th re e i n c h e s o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t

VA FORM 08-6231

A

BES DESIGN/BUILD, LLC

766 Middle St, Fairhope, AL 36532

Phone: 251.990.5778 Fax: 251.990.3716 of

23456789

123456789

B

C

D

E

F

A

B

C

D

E

F

Structural Consultant

Kornegay Engineering Inc.

363 Pierce Avenue, Suite 202 Macon, GA 31204 (478)745-6161 ph keimacon.com

Project No: 16-125

/1

/2

:3

:3

A

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Construction Documents

RENOVATE D-WING

BASEMENT FOR DENTAL

General Notes 565-161

SS101

2019.01.18 M. Stefano A. Crosby

Office of Construction and Facilities Management

FAYETTEVILLE, NC

Scale: NTSSS101

3 Recessed Slab Detail with Rebar

Scale: NTSSS101

Recessed Slab Detail with Fibermesh

Scale: NTSSS101

5 Typical Slab on Grade Joint Layout

Scale: NTSSS101

7 Additional Rebar @ Slab Joint "T"

Scale: NTSSS101

4 Recessed Slab Detail

Scale: NTSSS101

1 Typical Joints

Scale: NTSSS101

8 Weldedwire Mesh Lap Splice

3/4" = 1'-0"SS101

Corner Bar and Splice Length Detail (in concrete)

KEI Proj#16-125 jlogan Text Box jlogan

21' - 5 1/2"

3' - 0" +/-

A1

C1 C1

1' - 1" 37' - 6 5/8"

/4

B1

/4

Existing New

(2) H S

S10X10X3/8

4' x 4' x 1'-6"

H S

S

X10 X3/

8H S

S10X10X3/8

H S

S10X10X3/8

2' - 6" x 12" thick strip footing

4' x 4' x 1'-6" 4' x

' x

'-6

4' x 9' x 1'-6"

/4

SF101

SF101

SF101

C.J.

C.J.

C .J

C .J

SF101

GENERAL CONTRACTOR IS TO VERIFY DIMENSIONS W.R.T. EXISTING PRIOR TO STEEL FABRICATION

SF101

A1

C1 C1

B1

3' - 0" +/-

21' - 5 1/2"

1' - 3"

1' - 1" 37' - 6 5/8" 1' - 3"

/4

/4

W16X31

W21X44

(12' - 4")

W X

W X

W X

W X

W X

W X

W X

14' - 1 1/8" 23' - 5 1/2"

Existing New

/2

W B e a m

W B e a m

W B e a m

W B e a m

W B e a m

W B e a m

W B e a m

W B e a m

W21 Beam

W21 Beam

Demo existing non-load bearing wall

Bot/Metal deck = 13' - 0" +/-

W16X31

W X

SF101

SF101

SF101

(12' - 4")

(1

(1

(12' - 4")

(1

(1

(1

(1

(1

(1 outside face/CMU o u ts id e f a c e /C

M U

1' - 0"

SF101

SF101

GENERAL CONTRACTOR IS TO VERIFY DIMENSIONS W.R.T. EXISTING PRIOR TO STEEL FABRICATION

SF101

5' - 10 3/8" 5' - 10 3/8" 5' - 10 3/8" 5' - 10 3/8"4' - 8 3/8" 4' - 8 3/8" 4' - 8 3/8"

A1

C1 C1

B1

Existing New

Location of boring Only 1 required

: Indicates lateral load resisting shear wall

(12' - 4") : Indicates top of beam elevation A.F.F.

: Indicates moment connection from beam to side of column. Provide full pen weld at top and bottom flange. Shear tab shall be per notes sheet.

: Indicates moment connection from beam to top of column. See detail.

2" Non-shrink grout

Brick veneer (where applicable) See Arch.

Base plate 3/4" x 16" x 16" w/ (4) 3/4" dia. A325 anchor bolts with double nuts

3"

4' - 0" x 4' - 0"

Steel column see plan

0' - 0"

(1) #5 x cont.

1' - 10 1/8"

1' - 3"

Concrete slab over 10 mil. vapor barrier

8" CMU w/ #5@24" O.C typical.

#5 @ 12" O.C. E.W. top and bottom (typical all column footings)

Column to be centered on footing

6X6 WWF

Fill space below F.F.E with grout

Brick veneer (where applicable) See Arch.

2' - 6" x cont.

-1' - 4"

1' - 3" 7 1/2" 7 1/2"

(1) #5 x cont.

top and bottom

Concrete slab over 10 mil. vapor barrier 6X6 WWF

8" CMU w/ #5@24" O.C typical.

1' - 8 1/2"

1' - 1"

Rebar splice see general notes

#5 @ 32" O.C.

transverse bars

(3) #5 x cont

13' - 4"

12' - 0"

5"

Beam - see plan

Shear tab - see notes sheet

1.5 X 22 gauge metal roof deck

1/4" x 4" tall bent plate x cont.

8" CMU w/ #5@24" O.C typical.

1/2" dia exp anchor into CMU filled cell at 24" O.C.

12' - 4"

7"

13' - 4"

12' - 0"12' - 4"

1/4" x 4" tall bent plate x cont.

Beam - see plan

1.5 x 22 gauge metal roof deck

8" CMU w/ #5@24" O.C typical.

1/2" dia exp anchor into CMU filled cell at 24" O.C.

Existing wall and footing to remain

(1) #5 x cont.

top and bottom

Concrete slab over 10 mil vapor barrier 6X6 WWF

1' - 1" fi e ld v e ri fy

- 1'-4" (field verify)

Beam - see plan

1.5 x 22 gauge metal roof deck

2"

1' - 0"

1/4" x 4" tall x cont bent plate

Existing wall and roof to remain

3' - 0"

Beam - see plan

1.5 x 22 gauge metal roof deck

2"

1' - 0"

1/4" x 4" tall x cont bent plate

Existing wall and roof to remain shear tab - see notes sheet

Beam - see plan

1.5 x 22 gauge metal roof deck

2"

1' - 0"

1/4" x 4" tall x cont bent plate

Existing wall and roof to remain shear tab - see notes sheet

3' - 0"

6"full pen weld @ top and bottom flange column - see plan

SF101

1 Key Plan

1/8" = 1'-0"SF101

2 Foundation Plan

1/8" = 1'-0"SF101

3 Framing Plan

DESIGN/BUILD

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

o n e e ig h th i n c h o n e f o o t th re e i n c h e s o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t

VA FORM 08-6231

A

BES DESIGN/BUILD, LLC

766 Middle St, Fairhope, AL 36532

Phone: 251.990.5778 Fax: 251.990.3716 of

23456789

123456789

B

C

D

E

F

A

B

C

D

E

F

Structural Consultant

Kornegay Engineering Inc.

363 Pierce Avenue, Suite 202 Macon, GA 31204 (478)745-6161 ph keimacon.com

Project No: 16-125

/1

/2

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Construction Documents

RENOVATE D-WING

BASEMENT FOR DENTAL

Foundation Plan - Wing D 565-161

SF101

2019.01.18 M. Stefano A. Crosby

Office of Construction and Facilities Management

FAYETTEVILLE, NC

1/8" = 1'-0"SF101

4 Boring Location Plan

3/4" = 1'-0"SF101

6 new column foundation

3/4" = 1'-0"SF101

5 new wall foundation

3/4" = 1'-0"SF101

7 new beam @ roof

3/4" = 1'-0"SF101

8 new beam @ roof 2 3/4" = 1'-0"SF101

9 slab @ existing wall

3/4" = 1'-0"SF101

10 beam @ existing

3/4" = 1'-0"SF101

11 beam @ existing 2

3/4" = 1'-0"SF101

12 new column & beam @ existing

KEI Proj#16-125 jlogan Text Box jlogan

8' - 0"

1' - 0" 5' - 0" 1' - 0"

9' - 7"

5' - 0" 11' - 0"23' - 0"

/2

26' - 0"

14' - 0"

EXISTING SLOPED WALKEXISTING GRAVEL LANDSCAPE BED

EXISTING CONCRETE WALK

EXISTING ASPHALT DRIVE

EXISTING DROP INLET AREA DRAINS EXISTING LAWN

EXIST.

FP

EXISITNG CURB INLET

NEW AREA DRAIN AND

SLOPED CONCRETE

NEW BLOCK AND BRICK

RETAING WALLS

NEW MECH.

ADDITION

/2

EXISTING TRENCH DRAIN

NEW CONCRETE

PAD

SLOPE

NEW STAIRS RAILINGS

AND CONCRETE WALK

EXISTING MAGNOLIA TREE

EXISTING TREE MAY OR MAY NOT

BE REMOVED BY DATE OF CONSTRUTION.

CONTRACTOR TO PROVIDE SAFETY SCREENING

AROUND PERIMETER OF TREE DRIPLINE.

EXISTING BUILDING AREA

E X

IS

T

IN

G

A S

P H

A L

T D

R

IV

E

E X

IS

T

IN

G

S L O

P E

D W

A L K

EXISTING DRAIN AND

CONCRETE BOXES TO BE

DEMOLISHED SEE CIVIL EXISTING MANHOLE

EXISTING GRADE BOX

EXISTING DROP INLET

STAGING AREA

DESIGN/BUILD

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

o n e e ig h th i n c h o n e f o o t th re e i n c h e s o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t

VA FORM 08-6231

E

D

C

B

A

BES DESIGN/BUILD, LLC

766 Middle St, Fairhope, AL 36532

Phone: 251.990.5778 Fax: 251.990.3716 of

23456

123456

F

E

D

C

B

A

16/01/2019 06:58:20 p.

m.

CONSTRUCTION DOCUMENTS

RENOVATE D-WING FOR

DENTAL

ARCHITECTURAL SITE PLAN

2300 RAMSEY ST., FAYETTEVILLE, NC

565-161

AS101

01.18.2019 TJM TJM

DEPARTMENT OF

VETERANS AFFAIRS

10318

1/8" = 1'-0"1

NEW ARCHITECTURAL SITE PLAN - WING D

KEY PLAN

LEVEL 1 FFE: 100.00'

PLAN

NORTH

D

AB

AREA DETAILED

A B

SCALE: 1/8" = 1'-0"

0 4' 8' 16'

FD FD

FD

FD

FD

A

B

C

D

E

F

G

1 2 3 4 5 6 7 8

1A 1B 1C 1D 1F 1G 1H 1I

DEMO NOTE 5

9' - 1 1/2" 10' - 2" 10' - 8 1/4" 9' - 6" 10' - 8 3/4" 10' - 2 1/2" 9' - 9" 15' - 7 3/4" 15' - 4 3/4" 12' - 4 3/4" 7' - 8 1/4" 16' - 3" 11' - 11" 15' - 3 3/4" 12' - 4"

6' - 7 1/2" 8' - 6 3/4" 8' - 8" 8' - 9 3/4" 11' - 9 3/4" 11' - 9 1/2" 55' - 2 3/4" 9' - 0 3/4" 10' - 1 1/2" 8' - 11 3/4" 9' - 7 3/4" 15' - 6"

/2

/4

/4

/4

/2

/4

/2

/4

/4

/4

/4

10' - 4" 9' - 9" 9' - 6 1/2" 9' - 7 1/2" 9' - 8 1/2" 9' - 7 1/2" 9' - 6 1/2" 5' - 9 1/2" 9' - 9" 9' - 10 1/2" 11' - 6 1/4" 36' - 10 1/4"

8' - 10" 8' - 6 1/4" 8' - 6" 8' - 5 1/2" 8' - 8" 11' - 8 1/2" 18' - 2 1/4" 8' - 1 1/2" 8' - 7 1/4" 7' - 6" 9' - 6 3/4" 8' - 7" 8' - 2" 5' - 10 1/4"

/2

/4

/4

/2

/4

/4

/4

/4

/2

/4

/4

14' - 2 1/2"

12' - 2 3/4" 6' - 9" 6' - 8 1/4" 12' - 0 3/4" 13' - 5" 8' - 8" 10' - 6 1/2" 9' - 7 3/4" 9' - 8 1/2"

/4

/4

/4

4' - 10 1/4" 6' - 11" 4' - 0" 4' - 0" 4' - 0" 4' - 0" 7' - 10 3/4"

5' - 11" 7' - 6 3/4" 7' - 5" 7' - 5" 7' - 0 3/4"

/4

/2

/2

6' - 2 3/4" 7' - 8 3/4"

179' - 7 3/4"

13' - 5 1/4"

/4

/4

/2

/2

1' - 5 1/2"

8' - 0 1/4"

EXISTING EQUIPMENT

EXISTING PASS THROUGH

EXISTING CABINET AND SINK

DEMO NOTE 2

DEMO NOTE 2DEMO NOTE 2

DEMO NOTE 3

DEMO NOTE 3

EXISTING SINK TO REMAIN

A1

B1

C1

AE302

AE302

TYPICAL

NORTH

WALL

TYPICAL

NORTH

WALL

EXISTING FIRE

STAND PIPE TO

REMAIN

EXISTING EXPANSION JOINT

DEMO PLAN NOTE 4

PHASE 1D - SEE

PHASING PLAN

PHASE 3D - SEE

PHASING PLAN

PHASE 2D - SEE

PHASING PLAN

INDICATES EXISTING AREA - NOT IN SCOPE OF WORK

INDICATES WORK AREA

EXISTING PARTITION TO BE DEMOLISHED

EXISTING ITEMS TO BE DEMOLISHED

EXISTING WALLS TO REMAIN

DESIGN/BUILD

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

o n e e ig h th i n c h o n e f o o t th re e i n c h e s o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t

VA FORM 08-6231

E

D

C

B

A

BES DESIGN/BUILD, LLC

766 Middle St, Fairhope, AL 36532

Phone: 251.990.5778 Fax: 251.990.3716 of

23456

123456

F

E

D

C

B

A

16/01/2019 06:42:01 p.

m.

CONSTRUCTION DOCUMENTS

RENOVATE D-WING FOR

DENTAL

DEMOLITION PLAN - WING D

2300 RAMSEY ST., FAYETTEVILLE, NC

565-161

AD101

01.18.2019 TJM TJM

DEPARTMENT OF

VETERANS AFFAIRS

10319

GENERAL DEMOLITION NOTES

1 DEMOLISH EXISTING INTAKE LOUVERS WHERE INDICATED.

2 DEMOLISH EXISTING SUSPENDED SLOPED GYP. BOARD AT

HIGH WINDOWS

3 DEMOLISH EXISTING SUSPENDED FLAT GYP. BD.CEILING

AT RECEPTION AREAS

4 REMOVE PORTION OF WALL REQUIRED FOR PHASED

CONSTRUCTION

5 EXISTING ELECTRICAL ROOM WALLS TO REMAIN, PROVIDE

SELECTIVE DEMOLITION TO DOOR, FRAME AND FACE

WALL AS INDICATED

6 NOT USED

SCALE: 1/8" = 1'-0"

0 4' 8' 16'KEY PLAN

LEVEL 1 FFE: 100.00'

PLAN

NORTH

D

AB

AREA DETAILED

A B

PARTITION LEGEND

1/8" = 1'-0"1

WING D DEMOLITION PLAN

NOTE: COORDINATE ALL DEMOLITION WITH PHASING PLANS.

DEMOLITION SHALL BE COORDINATED WITH OWNER TO LEAVE

ALL SYSTEMS AND OPERATIONS FUNCTIONING IN PHASE

OCCUPIED BY OWNER

GRAPHIC LEGEND

I

J

K

L

M

N

O

PQRST

8' - 11 1/2"

U

35' - 4"

37' - 5"

/4

/4

/2

/4

/4

/2

/2

/4

9' - 0 3/4" 12' - 2 1/2" 11' - 6 1/4"

11' - 2 1/4" 6' - 1 3/4" 17' - 6 1/2"

PHASE 1D - SEE

PHASING PLAN

EXISTING PARTITION TO BE DEMOLISHED

EXISTING ITEMS TO BE DEMOLISHED

EXISTING WALLS TO REMAIN

INDICATES EXISTING AREA - NOT IN SCOPE OF WORK

INDICATES WORK AREA

DESIGN/BUILD

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

o n e e ig h th i n c h o n e f o o t th re e i n c h e s o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t

VA FORM 08-6231

E

D

C

B

A

BES DESIGN/BUILD, LLC

766 Middle St, Fairhope, AL 36532

Phone: 251.990.5778 Fax: 251.990.3716 of

23456

123456

F

E

D

C

B

A

16/01/2019 06:42:02 p.

m.

CONSTRUCTION DOCUMENTS

RENOVATE D-WING FOR

DENTAL

DEMOLITION PLAN - WING A

2300 RAMSEY ST., FAYETTEVILLE, NC

565-161

AD102

01.18.2019 TJM TJM

DEPARTMENT OF

VETERANS AFFAIRS

10320

1/8" = 1'-0"1

WING D DEMOLITION PLAN

KEY PLAN

LEVEL 1 FFE: 100.00'

PLAN

NORTH

D

AB

AREA DETAILED

A B

SCALE: 1/8" = 1'-0"

0 4' 8' 16'

GENERAL DEMOLITION NOTES

1 DEMOLISH EXISTING INTAKE LOUVERS WHERE INDICATED.

2 DEMOLISH EXISTING SUSPENDED SLOPED GYP. BOARD AT

HIGH WINDOWS

3 DEMOLISH EXISTING SUSPENDED FLAT GYP. BD.CEILING

AT RECEPTION AREAS

4 REMOVE PORTION OF WALL REQUIRED FOR PHASED

CONSTRUCTION

5 EXISTING ELECTRICAL ROOM WALLS TO REMAIN, PROVIDE

SELECTIVE DEMOLITION TO DOOR, FRAME AND FACE

WALL AS INDICATED

6 NOT USED

PARTITION LEGEND

NOTE: COORDINATE ALL DEMOLITION WITH PHASING PLANS.

DEMOLITION SHALL BE COORDINATED WITH OWNER TO LEAVE

ALL SYSTEMS AND OPERATIONS FUNCTIONING IN PHASE

OCCUPIED BY OWNER

GRAPHIC LEGEND

FD

FD FD

FDFD

FD

NEW UNRATED PARTITION

NEW LEAD LINED WALL ASSEMBLY

NEW SMOKE BARRIER PARTITION

INDICATES EXISTING WALLS TO REMAIN

A

B

C

D

E

F

G

1 2 3 4 5 6 7 8

1A 1B 1C 1D 1F 1G 1H 1I

AE301

10' - 5 1/4" 11' - 2 1/2" 11' - 1 1/4" 11' - 1 1/4" 11' - 1 1/4" 11' - 1 1/4" 6' - 0 1/2" 28' - 0" 13' - 1" 34' - 2 3/4" 29' - 8 1/4"

/4

/4

/4

/4

/2

/2

/2

/4

/2

/4

179' - 7 3/4"

1' - 2 1/2" 22' - 8" 24' - 0" 24' - 0" 30' - 0" 24' - 0" 24' - 0" 28' - 0" 1' - 9 1/4" 25' - 8 1/4"

10' - 9 3/4" 11' - 1 1/4" 12' - 8" 11' - 1 1/4" 11' - 1 1/4" 14' - 8" 5' - 5 1/2"

4' - 7"

8' - 1 1/4" 10' - 10 1/2" 11' - 1 1/4" 11' - 1 1/4" 24' - 8 3/4"

9' - 8" 9' - 8" 9' - 1 1/4" 15' - 6"

11' - 0" 11' - 1 1/4" 11' - 1 1/4" 11' - 1 1/4" 11' - 1 1/4" 11' - 1 1/4" 11' - 1 1/4" 5' - 4 1/2"

7' - 4"

7' - 4"

/4

/2

/4

15' - 6"

14' - 2 1/4"

/2

"2

13' - 5 3/4" 13' - 11" 6' - 9 1/4"

9' - 10 1/2" 4' - 6"

8' - 6"

/4

/2

10' - 9 3/4" 3' - 4 1/4"6' - 10 3/4" 5

/4

/4

/4

12' - 5 1/4" 6' - 9" 1' - 6" 11' - 1 1/4" 11' - 1 1/4" 1' - 8 3/4" 11' - 1 1/4" 11' - 1 1/4" 16' - 2 1/2" 8' - 1 1/4"

12' - 3 1/4" 12' - 2" 18' - 7 3/4" 4' - 6 1/2" 7' - 1" 8' - 8"

4' - 0" 2' - 7 1/2"

/4

/2

6' - 6" 3' - 6"

2' - 0"

AE301

12 14

A1

B1

C1

AE302

AE302

QH103 1

QH103

QH1037 QH103

12QH102

QH104

QH104

QH104

QH1045 QH104

QH104 7

QH1029

QH102

QH10219

QH1027

QH103

AE601

AE601

5' - 9 1/4"

1' - 9 1/2"

7' - 6 3/4" 7' - 11 1/4"

0060B

A

A

A

MB4

A

C B

-7

A

A

A

CB-97

0071A

0071B

B

0120C

1A2951 A

A

A

0064B

CB-15

C

C

C

C

W1

W2 W2

CLERESTORY

WINDOWS.

REF AE601.

QH10217

DENTAL OP

DENTAL OP

DENTAL OP

DENTAL OP

DIRTY

STORAGE

MTG ROOM

DENTAL OP

DENTAL OP

SPECIAL

DENTAL OP

DENTAL OP

HC TLT

STAFF

TEAMLETS

MED EQUIP.

STORAGE

MEDICINE

STORAGE

DENTAL OP

DENTAL OP

DENTAL OP

EMPLOYEE

MULTI-PURPOSE

ROOM

HAC

0120B

LOCKER

RM

0120A

CHANGING

RM

0120C

DENTAL

LAB

CERAMICS

LAB

0119A

MECHANICAL

RM

MB4

DENTAL OP

DENTAL OP

DENTAL OP

DENTAL OP

DENTAL OP

DENTAL OP

DENTAL OP

DENTAL OP

IT EQUIP.

CLOSET

X-RAY

DIRTY

STORAGE

STERILE

STORAGE

CLEAN

SUPPLY

RESIDENT

TEAMLETS

C O

R R

ID

O

R

C B

-8

CORRIDOR

CB-10

S E

C R

E T

A R

Y

D E

N T

A L

O P

DENTAL OP

DEPT.

CHIEF

DEPT.

CHIEF

CORRIDOR

CB-7

C O

R R

ID

O

R

C B

-5

C O

R R

ID

O

R

C B

-6

COPY/WORK

RM

0030A

INFUSION

AREA

ONCOLOGY

LAB

PATIENT

CONSULT

H A

C

O N

C O

L O

G Y

C O

R R

ID

O

R

C B

-7

O N

C O

L O

G Y

R E

C E

P T

IO

N

STOR

0071A

STOR

0071B

CORRIDOR

CB-10B

EXISTING

WAITING

E X

IS

T

IN

G

C O

R R

ID

O

R

C B

-9

NEW

CONFERENCE

EXISTING

CASHIER

EXISTING

EXAM RM

EXISTING

TLT.

EXISTING

EXAM RM

EXISTING

TLT.

EXISTING

STOR

EXISTING

PREP RM

CB-95

EXISTING

ANTE RM

CB-96

EXIST.

ELEC.

RES.

DIRECTOR

ACUTE

CARE

0064A

TOILET

0064B

S T

E R

IL

E

S T

O R

A G

E

DENTAL OP

DENTAL OP

DENTAL OP

DENTAL OP

HC TLT

DENTAL OP

ONC. EXAM

RM

CORRIDOR

CB-15

CORRIDOR

CB-13

EXISTING HIGH WINDOWS EXISTING HIGH WINDOWS EXISTING HIGH WINDOWS EXISTING HIGH WINDOWS EXISTING HIGH WINDOWS EXISTING HIGH WINDOWS

1A173

CB-9

A

A

A

1A213

EXIST.

CANTEEN

EXIST

CANTEEN

STOR

0057A

EXIST TLT

EXIST.

MENS TLT

EXIST.

WOMENS

TLT

EXIST. HAC

CB-64

EXIST

STOR

A

1A176

PATIENT

CHECK-IN/WAITING

OUTPATIENT ENTRANCE

0028B

EXISTING WAITING ROOM-1

EXISTING

CORRIDOR

CB11A

EXISTING

OFFICE

0027A

EXISTING

OFFICE

EB-2

EXISTING

TELECOM

TB-2

EXISTING

COORIDOR

CB11A

EXISTING

ELEVATOR

EXISTING

ELEVATOR

PATIENT

CHECK-IN

NEW EXPANSION

JOINT FINISH COVER

NEW INTAKE GRILLE

- COORDINATE WITH

MECH

G16

G16

B6

A6

B6

A5

C61L

A6

A4

A6

A6

A4

A6

A4b

A4 A6B1

A4b A4b

A4b

A6

A5

A6

B6

A6 A6

A6

C61L

C61L

A4b

A4b

A4b

A6

A6

A6

A6

A6

B1

B1

G16

A6

A6

B1

B1 A4

A4

A4

7"

7"

A4

333333

SHADED INDICATES EXISTING AREA -

NOT IN SCOPE OF WORK

B6

A6

B

A6

0036B

DESIGN/BUILD

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

o n e e ig h th i n c h o n e f o o t th re e i n c h e s o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t

VA FORM 08-6231

E

D

C

B

A

BES DESIGN/BUILD, LLC

766 Middle St, Fairhope, AL 36532

Phone: 251.990.5778 Fax: 251.990.3716 of

23456

123456

F

E

D

C

B

A

16/01/2019 06:49:32 p.

m.

CONSTRUCTION DOCUMENTS

RENOVATE D-WING FOR

DENTAL

NEW FLOOR PLAN - WING D

2300 RAMSEY ST., FAYETTEVILLE, NC

565-161

AE101

01.18.2019 TJM TJM

DEPARTMENT OF

VETERANS AFFAIRS

10321

GENERAL FLOOR PLAN NOTES

FLOOR PLAN SHEET NOTES

SCALE: 1/8" = 1'-0"

0 4' 8' 16'

1 DEPICTION OF EXISTING CONDITIONS BASED ON

OWNER-FURNISHED DOCUMENTS AND LIMITED FIELD

OBSERVATIONS. EXISTING ELEMENTS AND CONDITIONS

CONCEALED BY IN-PLACE EQUIPMENT AND FINISHES WERE NOT

OBSERVED OR INVESTIGATED. ONCE CUTTING AND SELECTIVE

DEMOLITION WORK IS COMPLETE, REPORT ANY CONFLICTS TO

DESIGNER. THE CONTRACTOR SHALL MAKE ADJUSTMENTS

AND/OR ALTERATIONS AS NECESSARY TO INSTALL COMPLETE

AND OPERABLE SYSTEMS IN ACCORDANCE WITH THE CODES

HAVING JURISDICTION AT NO ADDITIONAL COST TO THE

GOVERNMENT.

2 REFER TO SHEETS GI002, GI003 AND GI004 FOR ABBREVIATIONS

AND EQUIPMENT SCHEDULE FOR EQUIPMENT PROCUREMENT

AND INSTALLATION RESPONSIBILITY DESIGNATIONS.

3 UNLESS NOTED OTHERWISE, DIMENSIONS ARE TO FINISHED

FACE OF PARTITIONS (EXCLUDING APPLIED FINISHES SUCH AS

TILE) AND TO COLUMN CENTER LINES.

4 CONTRACTOR SHALL PROVIDE ALL BLOCKING REQUIRED TO

ANCHOR ALL WALL AND CLG MOUNTED ITEMS, INCLUDING BUT

NOT LIMITED TO TOILET ROOM ACCESSORIES, MILLWORK,

CASEWORK, HANDRAILS, DOOR STOPS ETC.

5 IN NEW GYPSUM WALL BOARD PARTITIONS, PROVIDE CONTROL

JOINTS AT 30'-0" O.C. MAX.

6 REFER TO SHEET AE601 FOR PARTITION SCHEDULE AND GI003

FOR GENERAL PARTITION TYPE NOTES.

7 REFER TO AE300 SERIES FOR ENLARGED SECTIONS AND DETAILS

AND QH100 SERIES FOR MEDICAL EQUIPMENT.

8 REFER TO FIRE PROTECTION LIFE SAFETY DRAWINGS (GI100

SERIES) FOR SCOPE OF RATED WALL CONSTRUCTION, SMOKE

PARTITIONS, EGRESS AND EXIT DISCHARGE INFORMATION.

9 PARTITION TYPES AS NOTED BY THE SYMBOL CONTINUE

BETWEEN ROOM/SPACE CORNERS OR ANY INTERSECTING

PARTITION.

10 DIFFERING PARTITION TYPES SHALL ALIGN SO THAT WALL

PLANES CONTINUE UNBROKEN WITHIN/ACROSS ROOMS AND/OR

SPACES.

11 REFER TO AE600 SERIES DRAWINGS FOR DOOR & RELITE

SCHEDULES.

12 DISTANCE FROM HINGE SIDE OF DOOR TO INTERSECTING STUD

WALL SHALL BE 4” UNLESS NOTED OR DETAILED OTHERWISE

(MEASURED FROM OUTSIDE OF FRAME)

13 CONTRACTOR SHALL VERIFY ALL DIMENSIONS NOTED AS

“CLEAR” OR “MIN. DIMENSIONS NOTED AS “HOLD” ARE CRITICAL

TO COORDINATE OTHER WORK (E.G. CEILING GRIDS, LIGHTING,

FINISHES).

14 CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO

INITIATING CONSTRUCTION AND REPORT DISCREPANCIES TO

ARCHITECT PRIOR TO COMMENCING WORK.

15 ALL PENETRATIONS THROUGH RATED FLOOR/CEILING

ASSEMBLIES AND THROUGH FIRE RATED WALL AND SMOKE

BARRIER ASSEMBLIES - THOSE CREATED BY REMOVAL OF

DEMOLISHED ITEMS UNDER THIS CONTRACT AND THOSE

DISCOVERED DURING CONSTRUCTION UNDER THIS CONTRACT

AS A RESULT OF PREVIOUS WORK AND THOSE CREATED BY NEW

WORK UNDER THIS CONTRACT - MUST BE SEALED AS PART OF

THIS CONTRACT. ALL RATED SEPARATIONS MUST MEET

CURRENT CODE REQUIREMENTS.

KEY PLAN

LEVEL 1 FFE: 100.00'

PLAN

NORTH

D

AB

AREA DETAILED

A B

PARTITION LEGEND

1 - INFILL WALL WHERE INTAKE LOUVERS WERE REMOVED WITH BLOCK. PROVIDE

FLUSH FINISH EACH FACE.

- EXISTING WALLS TO REMAIN AT EXISTING ELECTRICAL (SHOWN SHADED).

DEMOLISH EXISTING DOOR AND FACE WALL (SEE AD101). ALIGN NEW

EXTENDED WALLS WITH EXISTING (SEE WALL PARTITION TYPES-GI1003) AND

PROVIDE NEW DOOR AS SCHEDULED.

- WHERE NEW WALLS ABUT TO EXISTING HIGH WINDOWS REPLACE WINDOW

PANEL WITH NEW OPAQUE GLAZING, PROVIDE NEW GASKETS.

1/8" = 1'-0"1

NEW FLOOR PLAN - WING D

REFFER TO SHEET AE601 FOR PARTITIONS TYPES SCHEDULE

K

L

M

N

O

PQRST U

WAITING

B79A

RECEPTION

B79B

EXAM RM

B79E

CONSULT

B79C

EXAM RM

B79J

EXAM RM

B79I

EXAM RM

B79H

FLEXIBLE

WORK

AREA

B79G

35' - 4"

20' - 4 1/4" 12' - 5 1/2"

/4

/2

17' - 6 1/2"

B78 MECHANICAL

B33 ELECTRICAL

B32A TEL. CLOSET

HAC

STAIR

LOBBY

SHADED INDICATES EXISTING AREA - NOT IN

SCOPE OF WORK

CLEAN

STORAGE

B79D QH202 7

QH202

/4

/4

8' - 4 3/4"

9' - 7 1/4"

/4

AE601

B79B

B79C

B79D

B79E

B79H

B79I

B79J

7' - 2 1/4"

EXAM RM

B79K

SOILED

STORAGE

AND HAC

B79L

C

IR

C U

L A

T

IO

N

C B

-1

TEAMLET

AREA

B79F

A R

E A

W A

Y

C B

-1

B79L

B79K

C B

-1

A6

B6

A4

A4b

A4b

A6

A6

A4 A4b

A4

A6

A6

A6

A6

A4

A4

B1

B1

B1

B1

NEW UNRATED PARTITION

NEW LEAD LINED WALL ASSEMBLY

NEW SMOKE BARRIER PARTITION

INDICATES EXISTING WALLS TO REMAIN

DESIGN/BUILD

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg.Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

o n e e ig h th i n c h o n e f o o t th re e i n c h e s o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t

VA FORM 08-6231

E

D

C

B

A

BES DESIGN/BUILD, LLC

766 Middle St, Fairhope, AL 36532

Phone: 251.990.5778 Fax: 251.990.3716 of

23456

123456

F

E

D

C

B

A

16/01/2019 06:49:37 p.

m.

CONSTRUCTION DOCUMENTS

RENOVATE D-WING FOR

DENTAL

NEW FLOOR PLAN - WING A

2300 RAMSEY ST., FAYETTEVILLE, NC

565-161

AE102

01.18.2019 TJM TJM

DEPARTMENT OF

VETERANS AFFAIRS

10322

1/8" = 1'-0"2

NEW FLOOR PLAN - WING A

GENERAL FLOOR PLAN NOTES

SCALE: 1/8" = 1'-0"

0 4' 8' 16'

1 DEPICTION OF EXISTING CONDITIONS BASED ON

OWNER-FURNISHED DOCUMENTS AND LIMITED FIELD

OBSERVATIONS. EXISTING ELEMENTS AND CONDITIONS

CONCEALED BY IN-PLACE EQUIPMENT AND FINISHES WERE NOT

OBSERVED OR INVESTIGATED. ONCE CUTTING AND SELECTIVE

DEMOLITION WORK IS COMPLETE, REPORT ANY CONFLICTS TO

DESIGNER. THE CONTRACTOR SHALL MAKE ADJUSTMENTS

AND/OR ALTERATIONS AS NECESSARY TO INSTALL COMPLETE

AND OPERABLE SYSTEMS IN ACCORDANCE WITH THE CODES

HAVING JURISDICTION AT NO ADDITIONAL COST TO THE

GOVERNMENT.

2 REFER TO SHEETS GI002, GI003 AND GI004 FOR ABBREVIATIONS

AND EQUIPMENT SCHEDULE FOR EQUIPMENT PROCUREMENT

AND INSTALLATION RESPONSIBILITY DESIGNATIONS.

3 UNLESS NOTED OTHERWISE, DIMENSIONS ARE TO FINISHED

FACE OF PARTITIONS (EXCLUDING APPLIED FINISHES SUCH AS

TILE) AND TO COLUMN CENTER LINES.

4 CONTRACTOR SHALL PROVIDE ALL BLOCKING REQUIRED TO

ANCHOR ALL WALL AND CLG MOUNTED ITEMS, INCLUDING BUT

NOT LIMITED TO TOILET ROOM ACCESSORIES, MILLWORK,

CASEWORK, HANDRAILS, DOOR STOPS ETC.

5 IN NEW GYPSUM WALL BOARD PARTITIONS, PROVIDE CONTROL

JOINTS AT 30'-0" O.C. MAX.

6 REFER TO SHEET AE601 FOR PARTITION SCHEDULE AND GI003

FOR GENERAL PARTITION TYPE NOTES.

7 REFER TO AE300 SERIES FOR ENLARGED SECTIONS AND DETAILS

AND QH100 SERIES FOR MEDICAL EQUIPMENT.

8 REFER TO FIRE PROTECTION LIFE SAFETY DRAWINGS (GI100

SERIES) FOR SCOPE OF RATED WALL CONSTRUCTION, SMOKE

PARTITIONS, EGRESS AND EXIT DISCHARGE INFORMATION.

9 PARTITION TYPES AS NOTED BY THE SYMBOL CONTINUE

BETWEEN ROOM/SPACE CORNERS OR ANY INTERSECTING

PARTITION.

10 DIFFERING PARTITION TYPES SHALL ALIGN SO THAT WALL

PLANES CONTINUE UNBROKEN WITHIN/ACROSS ROOMS AND/OR

SPACES.

11 REFER TO AE600 SERIES DRAWINGS FOR DOOR & RELITE

SCHEDULES.

12 DISTANCE FROM HINGE SIDE OF DOOR TO INTERSECTING STUD

WALL SHALL BE 4” UNLESS NOTED OR DETAILED OTHERWISE

(MEASURED FROM OUTSIDE OF FRAME)

13 CONTRACTOR SHALL VERIFY ALL DIMENSIONS NOTED AS

“CLEAR” OR “MIN. DIMENSIONS NOTED AS “HOLD” ARE CRITICAL

TO COORDINATE OTHER WORK (E.G. CEILING GRIDS, LIGHTING,

FINISHES).

14 CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO

INITIATING CONSTRUCTION AND REPORT DISCREPANCIES TO

ARCHITECT PRIOR TO COMMENCING WORK.

15 ALL PENETRATIONS THROUGH RATED FLOOR/CEILING

ASSEMBLIES AND THROUGH FIRE RATED WALL AND SMOKE

BARRIER ASSEMBLIES - THOSE CREATED BY REMOVAL OF

DEMOLISHED ITEMS UNDER THIS CONTRACT AND THOSE

DISCOVERED DURING CONSTRUCTION UNDER THIS CONTRACT

AS A RESULT OF PREVIOUS WORK AND THOSE CREATED BY NEW

WORK UNDER THIS CONTRACT - MUST BE SEALED AS PART OF

THIS CONTRACT. ALL RATED SEPARATIONS MUST MEET

CURRENT CODE REQUIREMENTS.

KEY PLAN

LEVEL 1 FFE: 100.00'

PLAN

NORTH

D

AB

AREA DETAILED

A B

PARTITION LEGEND

REFFER TO SHEET AE601 FOR PARTITIONS TYPES SCHEDULE

A

B

C

D

E

F

G

1 2 3 4 5 6 7 8

1A 1B 1C 1D 1E 1F 1G 1H 1I

AE301

AE301

12 14

A1

B1

C1

AE302

8' - 0"

9' - 0"

9' - 0"

9' - 0" 9' - 0"

9' - 0"

9' - 0"

8' - 0"

8' - 0"

9' - 0"

8' - 0"

8' - 0"

8' - 0"

8' - 0"

9' - 0"

8' - 0"

9' - 0" 9' - 0"

9' - 0"

9' - 0"

7' - 6"

9' - 0"

9' - 0"

8' - 0"8' - 0"

9' - 0"

9' - 0"

8' - 0"

10' - 0"10' - 0"8' - 0"10' - 0" 10' - 0"10' - 0" 10' - 0"10' - 0"10' - 0" 10' - 0"

9' - 0"

9' - 0"

9' - 0"

9' - 0"

8' - 0"

8' - 0"

8' - 0"

8' - 0" 8' - 0"

8' - 0"

SHADED INDICATES EXISTING AREA - NOT IN SCOPE OF WORK

0110 0111 0112 0113

0108 0107 0106 0105

0123 0122 0121

B

0120A 0120C

0119A

MB4

0046 0052 0054

0051004900470045 0053

00350037 0034

CB-8

CB-10

0039 0038

CB-64

CB-7

CB-5

CB-6

0030A

CB-79

0071A

0071B

CB-10B

CB-9

0057A

0058 0039

0064A

0064B

0044 0048 0050

CB-15 CB-13

CB-97

B

B

B

C

C

J

A A

AA

D1

J

B

B

B

B B B B

B

B

A

A A A

A

A

A

AAAAAA

A A A A A

AAA

AAAA

A

A

A

D1 D1 D1D1D1D1D1D1D1

A

C C

CC

A

AA

A

A A

BBB

B B B

A A

AB

B

AA A

A

A A

A AA

A B

D

A

A AAA

AA

AA

A…