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SEAL:

REVISIONS:

1 2 3 4 5 BaSE PROJECT No.

SHEET No:

PROJECT DESIGNER:

PROJECT ENGINEER:

SHEET NAME:

Bailey and Son Engineering, Inc.124 Edinburgh Court, Suite 209

Greenville, South Carolina 29607Phone (864) 232-1284

Fax (864) 232-3114www.BaSE91.com

[email protected]

BaSE

CLIENT:

PROJECT NOTES & DESIGNCRITERIA

19186

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DRAWING INDEXSheet Number Sheet Name

S0.1 PROJECT NOTES & DESIGN CRITERIAS1.0 PLANS AND SECTIONSS2.0 ELEVATIONS

GENERAL NOTES:1. CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING AND BRACING ALL WORK DURING CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH ALL OSHA REGULATIONS ON THE PROJECT SITE. CONTRACTOR SHALL VERIFY EXISTING CONDITIONS AND DIMENSIONS SHOWN AND NOTIFY ENGINEER OF ANY DISCREPANCIES PRIOR TO FABRICATION AND CONSTRUCTION.

2. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES OF CONSTRUCTION SELECTED BY THE CONTRACTOR OR THE SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL TO THE WORK OF THE CONTRACTOR. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE FAILURE OF THE CONTRACTOR TO PERFORM THE CONSTRUCTION WORK IN ACCORDANCE WITH DRAWINGS. THE COST OF ANY TESTS OR WORK REQUIRED BECAUSE OF CONTRACTOR'S FAILURE TO PERFORM IN ACCORDANCE WITH THE DRAWINGS SHALL BE BORNE BY THE CONTRACTOR.

3. CONTRACTOR SHALL REFER TO OTHER DISCIPLINE'S DRAWINGS AND VISIT SITE TO OBSERVE (E) CONSTRUCTION AND AS-BUILT CONDITIONS. SURVEY PROJECT SITE TO LOCATE UNDERGROUND ITEMS & UTILITIES. REMOVE / RELOCATE EXISTING ITEMS IF REQUIRED FOR NEW CONSTRUCTION. COORDINATE ANY DISRUPTION OF SERVICES WITH OWNER.

4. CONTRACTOR SHALL REFER TO VENDOR DRAWINGS TO COORDINATE ALL DIMENSIONS AND ELEVATIONS RELATED TO WORK SHOWN. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE ALL DIMENSIONS WITH THE FABRICATOR. NOTIFY THE ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.

5. THE CONTRACTOR SHALL COORDINATE ALL ROOF, AND PLATFORM OPENINGS WITH STRUCTURAL AND VENDOR DRAWINGS.

6. ALL MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE, CURRENT EDITION.

7. REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY, ORGANIZATION, OR ASSOCIATION, OR TO CODES OF LOCAL OR STATE AUTHORITIES, SHALL MEAN THE LATEST STANDARD, CODE, SPECIFICATION, UNLESS SPECIFICALLY STATED OTHERWISE.

8. BOTH BAILEY AND SON ENGINEERING, INC. AND THE ENGINEER WHOSE PROFESSIONAL SEAL IS AFFIXED TO THESE CONTRACT DRAWINGS DISCLAIM ANY IMPLIED WARRANTIES OF ANY KIND WHATSOEVER INCLUDING THE IMPLIED WARRANTY OF MERCHANTABILITY, THE IMPLIED WARRANTY OF FITNESS FOR A PARTICULAR PURPOSE AND ANY IMPLIED WARRANTY OF FITNESS OF THESE DRAWINGS AND/OR SPECIFICATIONS.

9. THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMISSION. DRAWINGS SHALL BEAR THE CONTRACTOR'S APPROVAL STAMP ACCEPTING RESPONSIBILITY FOR DIMENSIONS, QUANTITY, QUALITY, AND COORDINATION WITH ALL DISCIPLINES. ELECTRONIC TRANSFER OF CAD FILES TO AID THE CONTRACTOR OR FABRICATOR IS NOT RECOMMENDED BUT AUTOCAD DWG. FILES ARE AVAILABLE UPON RECEIPT OF FULLY COMPLETED CASE DOCUMENT 11 AND A FEE OF $50.00 FOR EACH DIFFERENT DRAWING SHEET REQUESTED.

10. THE DETAILER SHALL WORK WITH THE STRUCTURAL AND VENDOR DOCUMENTS WHILE PREPARING SHOP DRAWINGS. IF THE DETAILER ELECTS TO SCALE THE DRAWINGS FOR DIMENSIONS NOT SHOWN, THE DETAILER SHALL SUBMIT SHOP DRAWINGS THAT REQUEST G.C. FIELD VERIFICATION OF SCALED DIMENSIONS WHEN SUBMITTED FOR APPROVAL.

11. MONORAIL RATED LOAD CAPACITY SHALL BE STENCILED ON EACH SIDE OF MONORAIL BEAM WITH 6" TALL BLOCK LETTERS PAINTED SAFETY YELLOW.

FOUNDATION NOTES:1. FOUNDATIONS ARE DESIGNED FOR 2500 PSF ASSUMED ALLOWABLE SOIL BEARING PRESSURE AND A SOIL SUBGRADE MODULUS (K) OF 150 PCI.

DESIGN LOADS AND CRITERIA:INTERNATIONAL BUILDING CODE, 2015 EDITION

PLATFORM DEAD LOAD: 10 psfPLATFORM LIVE LOAD: 60 psf

SNOW LOADS: GROUND SNOW LOAD = 10 PSF FLAT ROOF SNOW LOAD = 8.4 PSF EXPOSURE FACTOR, Ce = 1.0 IMPORTANCE FACTOR, Is = 1.0 THERMAL FACTOR, Ct = 1.2 (OPEN STRUCTURE)

WIND DESIGN CRITERIA: ULTIMATE WIND SPEED (3-SEC. GUST) = 115 MPH BUILDING RISK CATEGORY = II WIND EXPOSURE = C COMPONENTS AND CLADDING: PER ASCE 7-10, CHAPTER 30, SECT. 30.7 INTERNAL PRESSURE COEFF.: GCpi = 0.00 (OPEN STRUCTURE)

SEISMIC DESIGN DATA: RISK CATEGORY: II IMPORTANCE FACTOR, Ie = 1.0 SOIL SITE CLASS: D MAPPED SPECTRAL RESPONSE ACCELERATIONS: Ss = 26.9 %g, S1 = 10.6 %g SPECTRAL RESPONSE COEFFICIENTS: Sds = 28.4 %g, Sd1 = 16.8 %g SEISMIC DESIGN CATEGORY: C DESIGN BASE SHEAR: V = 2,300 lbs. BASIC SEISMIC-FORCE-RESISTING SYSTEM(S): STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE SEISMIC RESPONSE COEFFICIENT(S): Cs = 0.095 RESPONSE MODIFICATION FACTORS:

R = 3 ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE

MONORAIL LOADS: HAND GEARED HOIST ON PUSH-PULL TROLLEY: HOIST LIFTED CAPACITY = 1 TON LIFTED LOAD + 10% VERTICAL IMPACT HOIST/TROLLEY ASSEMBLY < 200 LBS

STRUCTURAL STEEL NOTES:1. DESIGN, FABRICATION, AND ERECTION OF ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE AISC MANUAL OF STEEL CONSTRUCTION, FOURTEENTH EDITION, UNLESS NOTED OTHERWISE.

2. MATERIALS SHALL MEET THE REQUIREMENTS OF THE FOLLOWING SPECIFICATIONS: WIDE FLANGE STRUCTURAL STEEL............................... ASTM A992, GRADE 50CHANNELS...........................................................................ASTM A36, Fy = 36 KSIPLATES AND ANGLES.........................................................ASTM A36, Fy = 36 KSI STRUCTURAL TUBING....................................................... ASTM A500, GRADE B, Fy (MIN) = 46 KSIHIGH-STRENGTH BOLTS................................................... ASTM A325-NWELDING ELECTRODES................................................... AWS-A5.1, E70XX LOW HYDROGEN (OR EQUAL)STEEL NOT PREVIOUSLY NOTED.....................................ASTM A36, OR BETTER

3. ALL STRUCTURAL WELDING SHALL BE MADE BY A CERTIFIED WELDER IN ACCORDANCE WITH THE LATEST EDITION OF THE AWS SPECIFICATIONS D1.1. MINIMUM SIZE OF FILLET WELD SHALL BE 1/16" SMALLER THAN MATERIAL THICKNESS OF THICKER PART JOINED, UNLESS NOTED OTHERWISE. ALL WELDING RELATED TO OVERHEAD CRANES OR OVERHEAD HANDLING EQUIPMENT SHALL BE MADE BY A CERTIFIED WELDER IN ACCORDANCE WITH THE LATEST EDITION OF AWS D14.1 -SPECIFICATION FOR WELDING OF INDUSTRIAL AND MILL CRANES AND OTHER MATERIAL HANDLINGEQUIPMENT.

ELECTRODE STORAGE FOR LOW-HYDROGEN ELECTRODES SHALL BE STORED @ 250° WHEN EXPOSURE EXCEEDS REQUIREMENTS OF COLUMN A, TABLE 51 OF AWS. WELD CLEANING AND PAINTING OF COMPLETED WELDS SHALL BE IN ACCORDANCE WITH AWS.

4. UNLESS NOTED OTHERWISE ON THE PLANS, CONNECTIONS SHALL DEVELOP AT LEAST ONE-HALF OF THE TOTAL UNIFORM LOAD CAPACITY TABULATED IN THE TABLES OF THE AISC MANUAL FOR THE GIVEN SECTION AND SPAN OF THE BEAM IN QUESTION. IN NO CASE, HOWEVER, SHALL THE LENGTH OF FRAMED CONNECTIONS BE LESS THAN ONE-HALF THE "T" DIMENSION OF THE BEAM WEB. CONNECTIONS INDICATED ON THE PLANS BY "*" SHALL CONTAIN THE MAXIMUM NUMBER OF ROWS OF BOLTS, AT 3" PITCH, THAT CAN BE FIT IN A CLIP ANGLE WHOSE LENGTH EQUALS THE "T" DIMENSION OF THE BEAM.

5. ALL BOLTED CONNECTIONS SHALL BE BEARING-TYPE USING 3/4" DIAMETER AND BROUGHT TO A SNUG TIGHT CONDITION. A325-N BOLTS WITH THREADS INCLUDED IN SHEAR PLANE, UNLESS NOTED OTHERWISE.

6. SHOP CONNECTIONS MAY BE BOLTED OR WELDED.

7. FIELD CONNECTIONS SHALL BE BOLTED UNLESS NOTED OTHERWISE ON DRAWINGS.

8. ALL BEAMS SHALL FRAME INTO COLUMN (OR POST) FLANGES OR WEBS AND NOT PLACED ON TOP OF COLUMN CAP PLATES UNLESS INDICATED ON FRAMING PLAN AS A CONTINUOUS BEAM. IF A COLUMN CAP PLATE IS REQUIRED, THE ELEVATION FOR THE TOP OF COLUMN CAP PLATE SHALL MATCH TOP OF BEAM FRAMING TO THE COLUMN (OR POST), UNLESS NOTED OTHERWISE.

9. SURFACE PREPARATIONS FOR STRUCTURAL STEEL SUBJECT TO EXTERIOR ENVIRONMENTAL CONDITIONS SHALL BE CLEANED IN ACCORDANCE SSPC-SP6 (COMMERCIAL BLAST CLEANING) AND SHOP PAINTED WITH TNEMEC SERIES 27FC TYPOXY PRIMER APPLIED AT 3.0-5.0 DFT AND SERIES 73 ENDURA-SHIELD FINISH COAT APPLIED AT 2.5-3.5 DFT, OR APPROVED EQUAL COATING SYSTEM. APPLY COATINGS IN STRICT CONFORMANCE WITH MANUFACTURER'S WRITTEN INSTRUCTIONS. GUARDRAILING SHALL BE PAINTED SAFETY YELLOW. COORDINATE PLATFORM COLOR WITH OWNER PRIOR TO APPLICATION.

10. USE C12X20.7 STRINGERS, UNLESS NOTED OTHERWISE. FABRICATOR SHALL SUBMIT COMPLETE SHOP DRAWINGS TO ENGINEER FOR APPROVAL.

11. PROVIDE MISCELLANEOUS STEEL & SUPPORT ANGLES AROUND COLUMN AND OTHER FLOOR AND ROOF PENETRATIONS AND OPENINGS REQUIRED TO SUPPORT ENDS AND EDGES OF METAL DECK.

12. GRATED STAIR TREADS SHALL HAVE 1-1/4" DEEP x 1/8" WIDE SERRATED, BEARING BARS SPACED AT 1-3/16" O.C. (MAX) WITH CROSS RODS SPACED AT 4" O.C. (MAX). STAIR TREADS SHALL HAVE OSHA APPROVED, SLIP RESISTANT NOSING. STAIR TREADS SHALL BE HOT-DIPPED GALVANIZED, UNLESS NOTED OTHERWISE.

13. PROVIDE (2) INTERMEDIATE SPACER PLATES, EQUALLY SPACED, AT ALL KNEE BRACES. SPACER PLATES SHALL BE WELDED TO ANGLES OR BOLTED WITH (1) 3/4"DIA. PRE-TENSIONED BOLT.

14. FABRICATOR/ERECTOR SHALL PRE-TENSION BOLTS AS REQUIRED BY AISC FOR ALL CONNECTIONS IN TENSION, THAT ARE SLIP CRITICAL, OR THAT ARE FULLY PRE-TENSIONED BEARING CONNECTIONS. VERIFY WITH ENGINEER IF UNSURE OF WHICH CONNECTIONS REQUIRE PRE-TENSIONED BOLTS OR IF UNSURE WHICH METHOD OF PRE-TENSIONING IS ACCEPTABLE.

15. WHEN STRUCTURAL STEEL SPECIAL INSPECTIONS IN ACCORDANCE WITH IBC, CHAPTER 17 APPLY, A. THE CONTRACTOR SHALL PROVIDE THE STEEL INSPECTOR: 1. WELDER QUALIFICATION CERTIFICATES (DATED WITHIN THE PAST 48 MONTHS) 2. WELD PROCEDURES FOR WHICH WELDERS ARE CERTIFIED. 3. ELECTRODE TYPE TO BE USED FOR STRUCTURAL STEEL. 4. ELECTRODE TYPE TO BE USED FOR METAL DECKING.

B. ALL PJP AND CJP WELDS SHALL BE CONTINUOUSLY MONITORED DURING WELDING. C. ALL MULTIPASS FILLET WELDS SHALL BE CONTINUOUSLY MONITORED DURING WELDING. D. SINGLE-PASS FILLET WELDS GREATER THAN 5/16" SHALL BE CONTINUOUSLY MONITORED DURING WELDING. E. INSTALLATION OF HIGH-STRENGTH BOLTS SHALL BE PERIODICALLY INSPECTED DURING INSTALLATION. F. VERIFICATION OF HIGH STRENGTH BOLTS WILL BE REQUIRED. G. BEARING-TYPE CONNECTIONS SHALL REQUIRE PERIODIC INSPECTION. H. SLIP-CRITICAL CONNECTIONS SHALL REQUIRE PERIODIC INSPECTION WHEN TURN-OF-NUT MATCHMARKING IS USED. I. SLIP-CRITICAL CONNECTIONS SHALL BE CONTINUOUSLY MONITORED WHEN TURN-OF-NUT MATCHMARKING IS NOT USED.

SUBMITTALS:1. FURNISH ELECTRONIC COPIES OF ALL SUBMITTALS AND SHOP DRAWINGS TO ENGINEER. ALLOW A MINIMUM OF 10 WORKING DAYS FOR REVIEW OF EACH SUBMITTAL. FABRICATOR SHALL INSURE THAT ALL PLACEMENT AND DETAIL DRAWINGS ARE CHECKED IN-HOUSE PRIOR TO SUBMITTAL. DRAWINGS NOT REVIEWED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTAL TO ENGINEER ARE SUBJECT TO REJECTION. ALL ELECTRONIC SUBMITTALS SHALL INCLUDE THE GENERAL CONTRACTORS REVIEW COMMENTS WHEN THEY ARE TRANSMITTED TO THE ENGINEER*.

*REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS BY THE STRUCTURAL ENGINEER OF RECORD DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS BEFORE SUBMITTAL. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, QUANTITIES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS.

2. SUBMITTALS INCLUDE, BUT ARE NOT LIMITED TO:

CONCRETE "READY-MIX" DESIGNS.....................................................YES NO

UNIT COST OF ALL ITEMS ASSOCIATED WITH FOUNDATION CONSTRUCTION....................................................................................YES NO CONCRETE COMPRESSION TEST REPORTS....................................YES NO

MASONRY PRODUCT SUBMITTAL.......................................................YES NO

REINFORCING SHOP DRAWINGS........................................................YES NO STRUCTURAL STEEL SHOP DRAWINGS............................................YES NO

FABRICATION SHOP CONNECTION STANDARDS.............................YES NO

P.E. SEALED CALCULATIONS FOR: A. FRAMED BEAM CONNECTIONS - AISC 14TH EDITION TABLES 10-1, I0-2, I0-3 (UNLESS NOTED ON DWGS)...................YES NO

B. SEATED BEAM CONNECTIONS....................................................YES NO

C. END PLATE SHEAR CONNECTIONS............................................YES NO

D. SINGLE PLATE SHEAR CONNECTIONS......................................YES NO

E. ECCENTRIC CONNECTIONS.........................................................YES NO

F. CONNECTIONS IN TENSION AND/OR COMPRESSION INCLUDING BRACING, BEAMS, HANGERS, ETC..........................YES NO

G. MOMENT CONNECTIONS..............................................................YES NO

H. LANDING HANGERS.......................................................................YES NO I. STAIR SHOP DRAWINGS.................................................................YES NO

STEEL JOIST SHOP DRAWINGS..........................................................YES NO

COLD - FORMED METAL FRAMING.....................................................YES NO

STEEL GRATING SHOP DRAWINGS....................................................YES NO

PRECAST CONCRETE REQUIREMENTS STIPULATED BY THE PROJECT NOTES ..................................................................................YES NO

PREFABRICATED WOOD ROOF TRUSS REQUIREMENTS STIPULATED BY THE PROJECT NOTES..............................................YES NO

PRE-ENGINEERED LIGHT GAGE METAL TRUSS REQUIREMENTS STIPULATED BY THE PROJECT NOTES..............................................YES NO

PRE-ENGINEERED METAL BUILDING REQUIREMENTS STIPULATED BY THE PROJECT NOTES..............................................YES NO

COLD-FORMED METAL FRAMING REQUIREMENTS STIPULATED BY THE PROJECT NOTES..........................................................................YES NO

1

NO. DESCRIPTION DATE BY0 ISSUE FOR PERMIT & CONSTRUCTION 11/12/19 CC1 REVISION 1 12/10/19 CC2 REVISION 2 01/14/20 CC

2

B

A

1 2

A4

S2.0

B1

S2.0

A1

S2.0

A2

S2.0

B3

S1.0

A5

S1.0

20' -

0"

2' -

6"

20" sq. CONC. PIER, TYP. (4) PLACES

4'-0" sq. CONC. FTG. TYP. (2) PLACES

2' -

0"

2' -

0"

4' -

0"

9"9"

1' -

6"

9" 9"

1' - 6"

2' - 0" 2' - 0"

4' - 0"

W10X33BP1

W10X33BP1

W10X33BP1

W10X33BP1

HSS4X4X5/16BP2

HSS4X4X5/16BP2

UP

BASE PLATES:

1. BP1 = 3/4" X 17" X 1'-5"2. BP2 = 3/4" X 10" X 0'-10"

44 / -1'-4" 44 / -1'-4"

44 / -1'-4"

44 / -1'-4"

P1 / +1'-0"

P1 / +1'-0"

P1 / +1'-0"

P1 / +1'-0"

FOUNDATION SCHEDULE

TYPE PLAN DIMENSION THICKNESS REINFORCING REMARKS

44 4'-0" x 4'-0" 1'-2" (4) #5 EW- BOTTOM LAYER CENTER UNDER COL. & PIER

62 6'-0" x 2'-0" 1'-0" SEE A5/S1.0 & B5/S1.0 FOR PLACEMENT

#4 @ 12" O.C. EW- BOTTOM LAYER

P1 18" x 18" 2'-4" REF. SECTION B3/S1.0 CENTER PIER UNDER COL.

2' - 0" 2' - 4"

6' -

0"

2 1/

2"

3' - 6"

OU

TS

IDE

ED

GE

OF

HS

S4

4' - 10" 26' - 8" 3' - 0"

EXISTING STRUCTURE

EX

IST

ING

FE

NC

E

EXISTING FENCE

EXISTING PILASTER

1' -

3 1

/4"

3' -

7"

1' -

1 3

/4"

NOTES/LEGEND:

1. GR = GUARDRAIL2. BP1 = BASE PLATE TYPE 1, SEE C2/S1.03. BP2 = BASE PLATE TYPE 2, SEE D2/S1.0

34' - 6"

B2

S2.0

ED

GE

OF

UN

DE

RG

RO

UN

D

CO

ND

UIT

W/ C

ON

C/ E

NC

AS

EM

EN

T

(E) CONC. PAVEMENT

CUT OUT (E) PAVEMENT FOR INSTALL OF FOOTING

CUT OUT (E) PAVEMENT FOR

INSTALL OF FOOTING

(E) GRAVEL. CONTRACTOR COORD. W/ OWNER FOR ADDITION OF

FUTURE 6" THK. CONC. PAVEMENT

PAVEMENT EDGE (FIELD LOCATE)

B5

S1.0

62 / 0'-4"

1/2"

3' -

0"

3' - 9" 9"

B B

A A

1 2

A4

S2.0

B1

S2.0

A1

S2.0

A2

S2.0

20' -

0"

26' - 8" 3' - 0"

W16X36

W16X36

W10

X22

W10

X22

W10

X22

W10

X22

W10

X22

W10

X22

(2) L4X3X1/4 (LLBB)

C12

X 2

0.7

C12

X 2

0.7

C8X13.7

HSS4x4 COL. CL.

GR

GR

GR

GR

SEE B2/S2.0 FOR STAIR INFO

W10X33W10X33

W10X33 W10X33

5/16" THK. CHKD PLATE. SEAM

WELD ALL PANEL JOINTS, TYP.

DN

X-BRACE (BELOW)SEE A4/S2.0

X-BRACE (BELOW)SEE B1/S2.0

4' - 5 5/16" 4' - 5 5/16" 4' - 5 5/16" 4' - 5 5/16" 4' - 5 5/16" 4' - 5 5/16"

W10

X22

3' -

7" L2x2x1/4

C12

OU

TS

IDE

ED

GE

OF

HS

S4

CO

L.

EXISTING STRUCTURE

EXISTING PILASTER

20' -

0"

2' -

6"

2 1/

2"

B2

S2.0

HSS4X4X5/16

HSS4X4X5/16

6'-0" SECTION OF REMOVABLE GUARDRAIL CENTERED UNDER MONORAIL

(2) L4X3X1/4 (LLBB)

(2) L4X3X1/4 (LLBB)

(2) L4X3X1/4 (LLBB)

D1

S2.0

1

B5

S1.0

17' -

7"

3' - 6"

D3

S2.0

CLIP ANGLEL3x3x3/8x0'-8" LG.

B

A

1 2

A4

S2.0

B1

S2.0

A1

S2.0

A2

S2.0

C5

S2.0

B5

S2.0

W10X22

W10X12

W10X12

W10X12

W10X12

W10X22

W12

X26

W12

X26

8"20

' - 0

"8"

CONT. 16 GA. RAKE ANGLE OR EQUAL BY ROOFER

ROOF (H.P.)

ROOF (L.P.)

DE

CK

SP

AN

L4X

3X1/

4 K

BL4

X3X

1/4

KB

L4X

3X1/

4 K

BL4

X3X

1/4

KB

W10X33

W10X33

W10X33

W10X33

8" 26' - 8" 8"

(SLO

PE

D)

26 GA. PBR PANEL FASTENED TO EA. W10 W/ #12 TEK SCREWS W/ 5/8" O.D. WASHER SP. @ 6" O.C. PROVIDE SIDELAP FASTENERS SP. @ 20" O.C.

SLO

PE

B2

S2.0

(SLO

PE

D)

S10

X25

.4H

OIS

T B

EA

M T

/ST

L. =

22'

-0"

A.F

.F.

13' - 10" 12' - 10"

28' - 0"

21' -

4"

5' -

0"

4' -

0"

4' -

0"

4' -

0"

4' -

0"

4' -

0"

4"

L2X2X1/4 KBL2X2X1/4 KB

2"Ø SCH. 40 PIPE HANGER, SEE B4/S2.0

L4X3X1/4 KBL4X3X1/4 KB

L4X3X1/4 KBL4X3X1/4 KB L2X2X1/4 KBL2X2X1/4 KB

2"Ø SCH. 40 PIPE HANGER, SEE B4/S2.0


2

2

D2

S2.0

T/4'-0" SQ. FDN. FTG.-1' - 4"

TH

K.

2' -

4"

2' - 0" 2' - 0"

SEE A1/S1.0 FOR FDN. INFO

4' - 0"

1' - 3"

6"6"

6"6"

2" C

LR.

GR

OU

T2"

3" C

LR.

TYP.2" CLR.

TYP.2" CLR.

FIN. GRADE

GRID

SEE C2/S1.0 FOR BP1 DETAIL

9" 9"

1' - 6"

(4) #5 E.W.

#3 TIES @ 6" O.C.

(6) #5 DOWELS EQ. SP. W/ 9" HOOK INTO FTG.

1/4" EXP. JOINT MATL.

AT EXIST. PAVEMENT, DEMO CONC. AS REQ'D FOR INSTALL OF FTG. & REPOUR SLAB DOWELED INTO (E) W/ 1/2" DIA. x 1'-0" LONG SMOOTH DOWELS SP. @ 1'-4" O.C. (MAX)

TYP.

6"

3/4" DIA. HDG ANCHOR RODS W/ 8" (MIN) EMBED INTO PIER 3/4" CHAMFER, TYP. ALL

EXPOSED EDGES

T/PEDESTAL1' - 0"

1/4

COL. BASE PLATEW10X33 3/4" x 17" x 1'-5"

1 1/16"Ø HOLES FOR 3/4"Ø ANCHOR RODS

1 1/2"

1 1/

2"

1 1/2" 7" 7"

8 1/2"8 1/2"

7"7"

1 1/

2"

8 1/

2"8

1/2"

CL.

CL.

1 1/2"

1 1/

2"

1 1/2"

1 1/

2"

EQ EQ

EQ

EQ

1/4

COL. BASE PLATEHSS4X4 3/4" x 10" x 0'-10"

1 1/16"Ø HOLES FOR 3/4"Ø ANCHOR RODS

EXISTING OR FUTURE CONCRETE PAVEMENT

SEE A1/S1.0 FOR FTG. INFO

3/4" BASE PLATE, SEE D2/S1.0

HS

S4X

4X5/

16

1' - 0" 1' - 0"

2' - 0"

(4) 3/4" DIA. HDG ANCHOR RODS W/ 8" EMBED (MIN.)

EM

BE

D

8"

1/4" EXP. JOINT MATERIAL TYP. AROUND PERIMETER

GR

OU

T2"

3" C

LR.

1' -

8"

T/PAD0' - 0"

1' -

4"

+/-

4" +

/-

EXISTING GRADE

ROOF (H.P.)

ROOF (L.P.)

SLOPE1 1/2" ROOF DECK

5/16" CHECKERED PL. FLOOR (NOT

SHOWN)

X-BRACE (BEYOND STAIRS)

X-BRACE

MONORAIL6'-0" REMOVABLE HANDRAIL

EXISTING TRANSFORMER PAD.T/PAD = 0'-0" DATUM.

PROJECT NORTH

PROJECT NORTH

PROJECT NORTH

A

3/4"∅ EXPANSIONANCHOR ON EACHSIDE OF STAIRWAY (MIN.) OR PER STEEL FABRICATORRECOMMENDATION

SEE FDN. PLAN FOR INFO

C12 X 20.7

1" NOSING TYP. @ ALL TREADS

L3x3x5/16 x 0'-4" (WELD TO STRINGER)

1' -

8"

EXISTING CONC. PAVEMENT TO BE SAW CUT FOR INSTALL OF FTG

2" GROUT

#4 @ 12"

1/2" 3' - 0"

PLATFORM COL. FTG. (BEYOND)

1' - 0" 2' - 0"

T/PAD0' - 0"

3" C

LR.

1' - 0"

1"

7"

1' -

4"

+/-

4" +

/-

TH

IS D

RA

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OF

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LTE

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EU

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WH

OLE

OR

IN P

AR

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ITH

OU

T T

HE

WR

ITT

EN

PE

RM

ISS

ION

OF

TH

E E

NG

INE

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. E

NG

INE

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ING

DR

AW

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S A

RE

PR

OT

EC

TE

D B

Y T

HE

U.S

. GO

VE

RN

ME

NT

CO

PY

RIG

HT

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GIS

LAT

ION

: CO

PY

RIG

HT

201

9, B

aile

y an

d S

on E

ngin

eerin

g, In

c. A

LL R

IGH

TS

RE

SE

RV

ED

B

C

D

A

1 2 3 4 5

SEAL:

REVISIONS:


SHEET No:

PROJECT DESIGNER:

PROJECT ENGINEER:

SHEET NAME:




[email protected]

BaSE

CLIENT:

PLANS AND SECTIONS

19186

S1.0

SP

AR

TA

NB

UR

G C

OM

MU

NIT

Y C

OLL

EG

E

SC

C -

CE

NT

RA

L C

AM

PU

S W

ELD

ING

PLA

TF

OR

MP

RO

JEC

T N

O. S

CC

JD

G 0

15

PO

ST

OF

FIC

E B

OX

438

6S

PA

RT

AN

BU

RG

, SC

293

05

JH

CC

1/4" = 1'-0"S1.0

A1 PLATFORM FOUNDATION PLAN1/4" = 1'-0"S1.0

A3 2ND FLR. FRAMING PLAN, ELEV. = 12'-0"

1/4" = 1'-0"S1.0

C1 ROOF FRAMING PLAN, ELEV. = VARIES

1" = 1'-0"S1.0

B3 TYP. PLATFORM FDN. SECTION

1 1/2" = 1'-0"S1.0

C2 BP1

1 1/2" = 1'-0"S1.0

D2 BP2

1" = 1'-0"S1.0

A5 STAIR COLUMN FOUNDATION SECTION

S1.0

C4 ISOMETRIC PLATFORM VIEW


2

1" = 1'-0"S1.0

B5 STAIR FOUNDATION SECTION

2

T/4'-0" SQ. FDN. FTG.-1' - 4"

2ND FLR. T/STL.12' - 0"

T/ROOF COL. (L.P.)21' - 0"

B A

T/ROOF COL. (H.P.)22' - 8"

W10

X33 W

10X

33

W10X22

8" 20' - 0" 8"

W.P.

W.P.

TYP. 18" SQ. CONC. PIER, SEE PLAN B3/S1.0

TYP. 4'-0" SQ. CONC. FDN. FTG. (BEYOND), SEE PLAN A1/S1.0

W.P.

W.P.

W.P.

L4X3X1/4

L4X3X1/4

W.P.

W12X26

DECK SLOPE

(X-BRACE)

T/ CHKD. PL12' - 0 5/16"

(X-BRACE)

STAIRS, STAIR HANDRAILS, & STAIR LANDING COL.'S NOT SHOWN FOR CLARITY

2' -

8"

6' -

9 1

3/16

"

W.P.

W.P.

4' -

0"

7' -

1 3

/4"

4' - 0"4' - 0"

21' - 4"

5' - 0"

S10X25.4 MONORAIL

W10X22W10X12

W10X12W10X12

W10X12W10X22

T/MONORAIL22' - 0"


PROVIDE 1/4" SHIMS @ W10X12 AS REQ'D TO LEVEL T/STL.

(2) L4X3X1/4

(LLBB)(2) L4X3X1/4

(LLBB)

T/4'-0" SQ. FDN. FTG.-1' - 4"

2ND FLR. T/STL.12' - 0"

T/ROOF COL. (L.P.)21' - 0"

BA

T/ROOF COL. (H.P.)22' - 8"

8" 20' - 0" 8"

W10

X33

W10

X33

W.P.

W.P.


TYP. 4'-0" SQ. CONC. FDN, SEE PLAN A1/S1.0

T/STAIR LANDING12' - 0"

4' - 0"

W.P.

W.P.

L4X3X1/4

L4X3X1/4

4' -

0"7'

- 2

1/1

6"

W.P.

W.P. W.P.

W12X26

DECK SLOPE

(X-BRACE)

(X-BRACE)

T/ CHKD. PL12' - 0 5/16"

W.P.

2' -

8"

6' -

9 1

3/16

"

4' - 0"5' - 0"

21' - 4"

S10X25.4 MONORAIL

W10X22W10X12W10X12W10X12

W10X12W10X22

S2.0B5S2.0

C5

T/MONORAIL22' - 0"


PROVIDE 1/4" SHIMS @ W10X22 AS REQ'D TO LEVEL T/STL.

T/4'-0" SQ. FDN. FTG.-1' - 4"

2ND FLR. T/STL.12' - 0"

1 2

2' -

0"

T/ROOF COL. (H.P.)22' - 8"

W10

X33

W10

X33

W16X36

8" 26' - 8" 8"

W.P.

W.P.



T/STAIR LANDING12' - 0"

W10X22

T/ CHKD. PL12' - 0 5/16"

MONORAIL

ROOF DECK, SEE PLAN

S10X25.4

28' - 0"

6'-0" SECTION OF REMOVABLE HANDRAIL CENTERED UNDER MONORAIL

4' - 0"

L2x2x1/4 ANGLE @ 45° TYP.

S2.0B4

T/MONORAIL22' - 0"



(2) L4X3X1/4 (LLBB)(2) L4X3X1/4

(LLBB)

W.P.

W.P.

W.P.

W.P.

4' -

0"

8' -

0 1

5/16

"

4' -

0"

13' - 10" 12' - 10"

4' - 0"4' - 0"

(2) L4X3X1/4

(LLBB)(2) L

4X3X

1/4

(LLB

B)

D1

S2.0

W.P.

W.P.

2

2

T/4'-0" SQ. FDN. FTG.-1' - 4"

2ND FLR. T/STL.12' - 0"

T/ROOF COL. (L.P.)21' - 0"

12

W10

X33

W16X36

W10

X33

W.P.

W.P.



8"26' - 8"8"

W10X22

T/ CHKD. PL12' - 0 5/16"

28' - 0"

2' -

0"

4' - 0"

HS

S4X

4X5/

16

C12X20.7

S10X25.4MONORAIL

ROOF DECK, SEE PLAN

9' -

1 1

1/16

"

T/MONORAIL22' - 0"



W.P.

(2) L4X3X1/4

(LLBB)

(2) L4X3X1/4

(LLBB)

W.P.

W.P.

4' - 0"

3' -

7 1

/4"

13' - 10"12' - 10"

6' -

9 1

3/16

"

W.P.

(2) L4X3X1/4

(LLBB)(2) L

4X3X

1/4

(LLB

B)

4' - 0"

3' -

7 1

/4"

W.P.

W.P.

2

2

T/ROOF COL. (L.P.)21' - 0"

B

CL.

8"W10X22

W12X26

W10

X33

1/4

BOTHFLANGES &WEB

ROOF DECK

CAP PL 1/2"x9-3/4"x0'-8" (TYP.), SEE C4/S2.0

8"

A

T/ROOF COL. (H.P.)22' - 8"

W10X22

W12X26

CAP PL 1/2"x9-3/4"x0'-8" (TYP.), SEE C4/S2.0

8"

1/4

BOTHFLANGES &WEB

CL.

8"

ROOF DECK

W10

X33

2ND FLR. T/STL.12' - 0"

B A

T/ CHKD. PL12' - 0 5/16"

HS

S4X

4X5/

16

HS

S4X

4X5/

16

3 15/16" 3' - 7 1/2"

CL.

/HS

S4x

4

4 1/

4"

(20)

EQ

. RIS

ER

S =

11' -

8 5

/16"

16' - 4 1/2" 1' - 0 1/2"

1' -

8"

1' - 1 3/4" 3' - 8 1/2" 1' - 1 3/4"

6' - 0"

3' - 6 15/16" 17' - 8"

ED

GE

OF

N

OIS

ING

21' - 2 15/16"

CONT. C12

C8x13.7 (BEYOND)5/16" CHKD. PL.

2

4" +

/-1'

- 4

" +

/- T/MONORAIL22' - 0"

1/4TYP.

L2x2x1/4 ANGLE @ 45° TYP.

3/8" CONN. PL.

2"Ø SCH. 40 PIPE HANGER TYP. @ EA. GIRDER

W10X22

S10X25.4

STIFF PL 3/8" EA. SIDE OF WEB

W10x33 (BELOW)

W12x26 (ABOVE)

8"

1/2"x9 3/4"x0'-8" CAP PL.

(4) HOLES FOR 3/4"Ø BOLTS

1 1/2"1 1/2"

1 1/

2"1

1/2"

3 1/

8"3

1/8"

4 7/

8"4

7/8"

9 3/

4"

4" 4"

1 5/

8"1

5/8"

2ND FLR. T/STL.12' - 0"

A

T/ CHKD. PL12' - 0 5/16"

W BEAM

1/4" CLOSURE PLATE

L6x3x5/16 NEAR &FAR SIDE OF 2"∅ SLEEVE

(2) 3/4"∅ H.S. BOLTS ATEACH L6x3 LOCATION

1/4"x4" x CONT. TOE PLATE

1 1/2"∅ SCHEDULE 40POSTS @ 4'-0" O.C. MAX.

1 1/2"∅ SCHEDULE 40 RAILS

PROVIDE 2"∅ PIPE SLEEVE ATREMOVABLE GUARDRAIL SECTION(S) W/3/8"∅ HEX HEAD SET SCREW

3/16

1"

1' -

9" 6"

1' -

9"

2ND FLR. T/STL.12' - 0"

T/ CHKD. PL12' - 0 5/16"

3/16

3/16

1 1/2-12

1 1/2-12

5/16" CHK'D PLATE

W-BEAM (TYP.)

2ND FLR. F.F. 12' - 0 5/16"

B

3/16

1 1/2"∅ SCHEDULE 40POSTS @ 4'-0" O.C. MAX.

1 1/2"∅ SCHEDULE 40 RAILS

1' -

9"

1' -

9"

4"

C12 STRINGER

TH

IS D

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OF

SE

RV

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D, A

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EU

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D IN

WH

OLE

OR

IN P

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T W

ITH

OU

T T

HE

WR

ITT

EN

PE

RM

ISS

ION

OF

TH

E E

NG

INE

ER

. E

NG

INE

ER

ING

DR

AW

ING

S A

RE

PR

OT

EC

TE

D B

Y T

HE

U.S

. GO

VE

RN

ME

NT

CO

PY

RIG

HT

LE

GIS

LAT

ION

: CO

PY

RIG

HT

201

9, B

aile

y an

d S

on E

ngin

eerin

g, In

c. A

LL R

IGH

TS

RE

SE

RV

ED

B

C

D

A

1 2 3 4 5

SEAL:

REVISIONS:


SHEET No:

PROJECT DESIGNER:

PROJECT ENGINEER:

SHEET NAME:




[email protected]

BaSE

CLIENT:

ELEVATIONS

19186

S2.0

SP

AR

TA

NB

UR

G C

OM

MU

NIT

Y C

OLL

EG

E

SC

C -

CE

NT

RA

L C

AM

PU

S W

ELD

ING

PLA

TF

OR

MP

RO

JEC

T N

O. S

CC

JD

G 0

15

PO

ST

OF

FIC

E B

OX

438

6S

PA

RT

AN

BU

RG

, SC

293

05

JH

CC

1/4" = 1'-0"S2.0

A4 PLATFORM SIDE ELEVATION (STAIR SIDE)

1/4" = 1'-0"S2.0

B1 PLATFORM SIDE ELEVATION (AT EXISTING BUILDING)

1/4" = 1'-0"S2.0

A1 PLATFORM FRONT ELEVATION1/4" = 1'-0"S2.0

A2 PLATFORM REAR ELEVATION

1" = 1'-0"S2.0

B5 ROOF FRAMING SECTION AT (L.P.)

1" = 1'-0"S2.0

C5 ROOF FRAMING SECTION AT (H.P.)

1/4" = 1'-0"S2.0

B2 STAIR ELEVATION1" = 1'-0"S2.0

B4 MONORAIL SUPPORT BRACING DETAIL

1 1/2" = 1'-0"S2.0

C4 TYP. COL. TOP PLATE

1" = 1'-0"S2.0

D1 REMOVABLE GUARDRAIL DETAIL

1

1

1 1

1

1


2

1" = 1'-0"S2.0

D2 CHECKERED PL DETAIL

2

1" = 1'-0"S2.0

D3 GUARDRAIL ATTACHMENT AT STAIRWAY

2

19186 - scc weld shop training platform achalker@base91 · 2020. 1. 15. · foundation notes: 1....

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