17'-0"±

Denotes existing 5' tall x 10" thick concrete screen wall to be demolished. The demolition can be achieved by sawcutting existing concrete slab/footing, or knocking down the wall while preserving slab/footing below and polishingthe cut surface as required.

Cat

awba

Stre

et

Driveway

4S1.2

Knock down 2' of wall length.Preserve slab below

and polish cut surfaceas required.

Wha

ley

Stre

et

Saw cut existing concretefor demolition as required

Denotes existing 5' tall x 10" thick concrete screen wall

Denotes portion of existing, exposed interior dirt floor to be filled with 6" concrete slab. See S1.0

General Notes:

1. Design Specifications: International Building Code (2012 Edition).Design Loads:

Floor live load: Slab on Grade 100 PSFDead load: Actual

2. In case of a discrepancy in dimensions or details, between Architectural andStructural drawings, not affecting strength, the Architect's plans shall govern. Fordimensions and details not shown, see Architect's plans and/or field measurementshall be performed by G.C.

3. The construction falsework design (if any) is the responsibility of the Contractor.The design shall be performed by a Registered Engineer and shall be submittedfor approval before commencing of the work.

4. Where a detail is shown on Structural drawings for one condition, it shall apply toall similar or like conditions, unless noted or shown otherwise on plans.

5. All items shall be tightly anchored or attached square, plumb, and true, or in otherplanes and shapes as shown on the drawings. Joints shall be tight, even,and freeof offsets. No field altering of any members will be allowed that will cause them notto be in accordance with the drawings and specifications, without written approvalof the Project Engineer.

6. The dimensions shown with a suffix "±" are approximate and shall be verified bythe Contractor before fabrication.

7. If the Contractor finds a difference between these drawings & existing conditions,or finds any other conditions which prohibit execution of the work as directed inthese drawings, the Contractor shall notify the Engineer immediately.

8. The owner shall employ a laboratory to perform the quality assurance, sampling,testing and/or inspection at his expense. Final selection of such laboratory shall beapproved by the Engineer.

9. The foundation is designed based on an allowable presumptive soil bearingpressure of 2 KSF per IBC 2012. The foundation excavation shall be verified by theGeotechnical Engineer before the placement of foundation. All fill soil shall becompacted at 8" lift in loose thickness. All subgrade of foundation shall becompacted to 95% standard proctor density as a minimum or as directed by soilreport.

10. Any revision/modification to the original design during the shop drawing process,the Contractor shall clearly cloud line all the changes and shall receive approvalfrom the Engineer in writing before fabrication. Any costs associated withcorrecting the unapproved change shall be at the Contractor's expense.

Concrete:

1. Concrete: concrete minimum compressive strength at 28 days shall be 3,000 PSI.2. Reinforcement: all mild reinforcement bar shall be A615 grade 60 steel. All welded wire

fabric shall conform to ASTM A185, grade 65. All welded wire fabric shall be in sheets andshall be supported on chairs.

3. Bending dimensions & tolerances for reinforcing bar shall conform to current CRSI Manualof Standard Practice.

4. Lap splices shall conform to the current CRSI Manual of Standard Practice unlessotherwise noted.

5. Horizontal construction joints to be scrubbed with a coarse wire brush at the approximatetime of initial set to remove all laitance and to produce a roughened surface.

6. Concrete work shall comply with ACI "Specifications for Structural Concrete" (ACI 301-10)and applicable provisions of ACI 318-11. Keep a copy of ACI Field Reference Manual (ACISP-15-10) which includes ACI 301 and other ACI and ASTM references on the job.

7. Detailing, fabricating, and placing of reinforcing steel and accessories shall be inaccordance with ACI "Details and Detailing of Concrete Reinforcement" (ACI 315-99) andshall comply with (ACI 318-11) and with (ACI 301-10).

8. The owner shall select the testing laboratory & employ the laboratory at the contractor'sexpense to perform concrete strength testing per ACI 318-11. Final selection of testinglaboratory shall be approved by engineer.

Structural and Miscellaneous Steel

1. All structural and miscellaneous steel shall conform to the latest edition of the AISC"Specification for Structural Steel Buildings" and all its supplements, and to the AISC"Code of Standard Practice for Steel Buildings and Bridges".

2. All structural steel shall conform to ASTM A-36, FY=36,000 PSI unless otherwisenoted.

3. Steel W-Shapes shall conform to ASTM A992.4. All rectangular or square steel HSS-Shapes shall conform to ASTM A500 grade B,

FY=46,000 PSI.5. All welded connections shall be done with E70XX electrodes with 3/16" min. material.

All welding shall comply with AWS D1-1 structural welding code the latest edition.6. All bolts shall be A325 snug tight bolts, unless otherwise noted.7. The structural steel shall have one coat of anti-rust paint and one coat of finish paint of

color determined by the owner. Prior to painting, all steel surfaces shall be prepared inaccordance with SSPC-SP3. All paints shall be approved by the Owner/Architect priorto their use.

8. Fabrication and assembly of bolted connections shall comply with applicable sectionsof AISC "Specification for Structural Joints using ASTM A325 or A490 bolts."

9. No openings in beams shall be permitted without the written permission of theengineer.

10. The use of a gas-cutting torch in the field for cutting holes or for correcting fabricationerrors will not be permitted on structural framing members except w/ the writtenapproval of the Engineer for each specification.

11. An independent inspection agency shall be employed by the owner and approved bythe engineer to inspect the structural steel in the field and verify that it conforms to therequirements of the contract documents.

12. All columns shall have 5/8" thick cap plates unless noted.13. All anchor bolts shall be ASTM F1554 Grade 36 type B, unless noted otherwise.14. Steel grating shall be made of 1 1/2" x 3/16" bearing bars with maximum 1 3/16"

center-to-center spacing.

Metal Framing (light gage):

1. All metal framing shall be designed, fabricated and erected in accordancewith the American Iron and Steel Institute's "Specification for the Design ofCold Formed Steel Structural Members."

2. Metal framing shall be of the size, gage and section properties indicated onthe drawing or as required for the specific loading condition.

3. All welding of metal framing shall be performed by certified weldersexperienced in the welding of light gage members.

4. All metal framing shall be saw cut, square and true. Cutting of metal framingwith a torch will not be permitted.

5. Prior to proceeding w/ any metal framing work, the Contractor shall submitto the Architect/Engineer, for approval, shop drawings showing the size,location & connection details of all load bearing metal framing and allexterior framing. Shop drawings shall include a plan and elevation of all wallor soffit framing and connection details. The Contractor shall also submitcalculations prepared and sealed by a Professional Engineer registered inthe State of South Carolina which demonstrate that all applied loads will beresisted by the supplied framing system.

6. All light gage walls shall be non-load bearing walls unless noted otherwise.

See S1.0for details

STRUCTURALGENERALNOTES &

KEY PLAN

Plan viewScale: 3/32" = 1'-0"

Sumter Street

Alternate 1

Edge ofexistingslab

Dirt floor

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CONSTRUCTION DOCUMENTS

8-17-15

14S1.1

W8x13

W8x13

W8x13W8x13

W8x13

W8x13

13S1.1

W8x13

W8x13

W8x13

HSS4x4x1/4column, typ.

WT6

x11

W8x13

1 1/2" x 3/16"steel grating,typ.

W8x13

11S1.1

3'-8"

3'-0"

6'-0"

10S1.1

9S1.1

13S1.1

7'-4 1/2"

3'-4"

Base mountedhandrail

Sim.

9S1.1

5'-8" 5'-8"AA

W8x13

11S1.1

Fillet weld gratingto W8x13 flange.Apply 2" long fillets@ 1'-0" max.spacing, typ.

B

X bracing,see 14/S1.1 and

15/S1.1, typ.

3S1.2

Cantilever crane,see 1/S1.2 forsupport detail

Steel frame,see 2/S1.0 and3/S1.0

5S1.2

New interiorpartition wall

1S1.1

2'-0"

2'-0"

HI

14'-2 3/8"±

29'-6 1/2"±

2'-0"

CJ, typ.

6" slab on grade withWWF 6x6-W2.0xW2.0,

4" granular fill and 10 milvapor barrier

8'-0"

8'-0"

Work platformLevel 2

Work platformLevel 1

ExistingFFE

8'-0"

8'-0"

Work platformLevel 2

Work platformLevel 1

ExistingFFE

See 14/S1.1,typ.

W8x13

W8x13

W8x13W8x13 W8x13

W8x13 W8x13

W8x13

W8x13

W8x13

WT6

x11

W8x13

W8x13

HSS4x4x1/4column, typ.

13S1.1

14S1.1

11S1.112

S1.1

3'-8"

6'-0"

3'-0"10

S1.1

9S1.1

13S1.1

7'-4 1/2"

9S1.1

5'-8" 3'-4" 5'-8"

Base mountedhandrail

A A

Fillet weld gratingto W8x13 flange.Apply 2" long fillets@ 1'-0" max.spacing, typ.

1 1/2" x 3/16"steel grating,typ.

B

1 - Rotor Drive Train Area Foundation Plan Scale: 3/16" = 1'-0"

Scale: 3/8" = 1'-0"2 - Steel Frame Foundation Plan

Scale: 1/2" = 1'-0"3 - Typical Steel Floor Framing Plan and Frame Elevation

Project Number:

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CONSTRUCTION DOCUMENTS

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STRUCTURALFOUNDATION

PLAN &FRAMING

PLAN

Elevation B-BScale: 1/4" = 1'-0"

Level 1 Framing Plan

Level 2 Framing Plan

Elevation A-AScale: 1/4" = 1'-0"

3" clr.typ.

(3) #5 @ eq.spacing

1 1/2" Non-shrink grout

1'-0"

3/4"Ø headed anchor rodw/ leveling nuts, 9" embed.

HSS 4x4x1/4

1 1/2"

P 5/8"x10"x10"Top of footing

1'-1"

(4) #5 @ eq.spacing

2'-0"

Existing slab, typ.

#5 w/HIT-HY-200epoxy, 8" embed.,typ., 2 on each side,total of 8

L6

S1.2

ExistingFFE

C column/footingL

3", typ.

8",typ.

3" clr.typ.

Saw cut existing slab as required

Existingcompact soil

x x x x x

11

6"±

Compact soil, typ.

4" granular fill

10 milvapor barrier

1/2" Insolation jointJoint sealant

(2) #5 @ cont.

Existing slabon grade

WWF 6x6-W2.0xW2.0

8"

Existingcompact soil

3" clr.,typ.

3" clr.

6"

1'-0"

ExistingFFE

Steel stair stringer and handrail,see Arch.

(1) 1/2"Ø threadedrod with HIT-HY-200epoxy, 3"embedment

Existingconcrete slab

ExistingFFE

A

A

1 1/2"

1/2"

1 1/2" x 3/16" steel grating

1 1/2"

W8x13

W8x13Notch as required, typ.

L3 1/2x3x5/16"(both sides)

1/4" min.,1/2" max. typ.

5"

3 1/2"

1 1/2" x 3/16" steel grating

1 1/2" Ø handrail post

1/43 sides

Toe plate, see Arch.

HSS 4x4x1/4

W8x13

HSS 3 1/2 x 3 1/2 x1/4

1/2" max.

1/4

HSS4x4x1/4

Existingconcreteslab

1 1/2" Non-shrinkgrout

Existing steel column

1 1/2"

P 5/8"x10"x10"L

Top of slab

Existing girt andsiding

1'-1"

3/4" anchorbolts w/ levelingnuts w/ HIT-HY-200epoxy, 7" embed.

Existingcompact soil

6S1.2

7"

3" clr.

1 1/2"

Top offooting

(3) #5 @ eq.spacing

HSS 4x4x1/4

1 1/2"

P 5/8"x10"x10"L

Existingslab, typ.

#5 w/HIT-HY-200epoxy @ 12" max.on four sides, 8"embed., typ.(5) #5 @ eq.

spacing

3/4"Ø headed anchorrod w/ leveling nuts,

9" embed., typ.

1'-0"

5'-0"

1'-1" 1'-1"

6S1.2

6S1.2

Existingcompact soil

3", typ.

8",typ.

Saw cut existingslab as required

1'-0" 1'-0"

L4x4x5/16"(bothsides)

1/4"WT6x11

1/4

1/4

W8x13

Notch asrequired

3 sides

4"

Note: Stair and handrail notshown

1 3/4"2"

1 3/4"

Steel stringer andhandrail, see Arch.

W8x13

3"

5/16" plate

3/4"Ø bolt,typ.

10"

Steel stair stringerand handrail, see Arch.

WT6x11 3/8" thick stiffeningplate below stringerbearing ends

HSS 2 1/2x1-1/2x1/4

typ.NS andFS, typ.

Tube brace,see plan

1 - Section Scale: 1 1/2" = 1'-0"

6 - Section

9 - Typical Beam - Column Connection

5 - Section

14 - SectionScale: 3" = 1'-0"

Scale: 1 1/2" = 1'-0"

7 - Section

Scale: 1 1/2" = 1'-0"

8 - Section Scale: 1 1/2" = 1'-0" Scale: 1 1/2" = 1'-0"

10 - Section

Scale: 1 1/2" = 1'-0"

Scale: 3" = 1'-0" 11 - Section 12 - SectionScale: 1 1/2" = 1'-0" Scale: 1 1/2" = 1'-0" 13 - Section Scale: 1 1/2" = 1'-0"

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CONSTRUCTION DOCUMENTS

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STRUCTURALSECTIONS AND

DETAILS

15 - Typical X-Brace Intersection Scale: 1" = 1'-0"

3 - Not used

4 - Not used

2 - Not used

3" clr., typ.6"±

Roughen to 1/4"amplitude

Existing concreteslab on grade

1'-4"

#5 rebar w/HIT-HY-200

epoxy, 6"emdbed. @

16" o. c.

10 milvapor

barrier

#5 @ 12" max. (3) #5, cont. @

eq. spacing

Compact soiltyp.

3" clr.10", typ.

6"

A

1 ton cantilever craneby manufacturer (800lbmaximum lifted weight allowed)

A

1/4

LC of cranesupport

and stiffener

LC of cranesupport

and stiffener

Existingcolumn

3/8" stiffener,one each side, typ.

Crane and its support with(4) 5/8"Ø bolt minimumor as indicated by cranemanufacturer, typ.

14"±

6'-0"

8"±

Field verify

1 1/2" corner clip, typ.

3",typ.

14"±

Section A - A

Existingcolumn

Crane elevation:mount as high aspossible aboveFFE

9S1.2

2'-0"

10'

A307 1/2"x1 1/4"thinhead bolt

with A5631/2" nut, typ.

A A

4"

Section A - A

4" eq.eq.

3/4"

3/4"

7 1/2"

7 1/2"

7 1/2"

Existing roofdeck

16 ga. 8x2 1/2 Z girt.

ExistingRoof

Existing roofdeck

16 ga. 8"x1 1/2"track

(2) Simpson PDP-125 poweractuated fastener @ 16" o. c.or approved equal

16 ga. 8"x2 1/2"Z girt @ 24" o. c.Corrugated

metal siding,see Arch.

See detail A

#2 self drillingscrew, typ.

C of girtand track

L

Existingroofpurlin

Existing Roof Elev.field verify

ExistingFFE

xx

xx

xx

16 ga. 4" stud@ 48" o. c., typ.

16 ga. clipangle,typ.

#12 self drillingscrew, typ.

16 ga. 8"x1 1/2"track3", typ.

16 ga. 6" track, typ.

Existingpurlin

6"

Existing roofdeck

xx

xx

2'-0", typ.

xx

xx

Existing purlin

16 ga. 4"stud, oneeach side

16 ga. 8"x2 1/2"Z girt, typ.

16 ga. clipangle, typ.

Existing purlin

16 ga. clipangle, typ.

16 ga. 4"stud

#12 self drillingscrew, typ

Section A - A

Existing purlin

#12 self drillingscrew, typ.

1 1/2"

1 1/2"

3/4"Ø headedanchor rodw/ leveling nuts

HSS 4x4x1/4"

10"

10"

P 5/8"x 10"x 10"L

1 1/

8"

Saw joint notesCJ on plan1/8"

Construction jointCJ on plan

(MAX. 13' on center )

2" or T/2whichever is less

T

2" or T/2whichever is less

T

XX X X

XX X X

1'-6" min.

T/2Concrete slab w/ WWF

wire mesh - see plan

Concrete slab w/ WWFwire mesh - see plan

#5 @ 12" o.c.

Standard splice length

Longitudinal cont. reinforcing

Transverse reinforcingStandard hook

Match exist.connection

Exist. column

Exist. wind girder

New brace,match exist.,

typ

4 - Section Scale: 1 1/2" = 1'-0"

2 - Vertical Girt Splice (Optional) Scale: 1 1/2" = 1'-0"1 - Cantilever Crane Support Detail Scale: 1 1/2" = 1'-0"

Scale: 1 1/2" = 1'-0"

Scale: 3" = 1'-0"Detail A

3 - Partition Wall Detail (wall parallel to purlins)

5 - Partition Wall Detail (wall perpendicular to purlins) Scale: 1 1/2" = 1'-0" 6 - Section Scale: 1 1/2" = 1'-0"

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CONSTRUCTION DOCUMENTS

8-17-15

STRUCTURALSECTIONS AND

DETAILS

7 - Contraction Joint Standard Detail Scale: NTS

8 - Typical Footing Corner Detail Scale: NTS 9 - Column Bracing Detail Scale: NTS