240227 _ Andrews Exterior Stair_Final Structu.pdf

PDF 6 MB Posted Feb 28, 2024

Attached to: Andrews Center Exterior Stairs
Solicitation number: PE-56300-RFQ-2024-000000005
Issued by: Dooly County, Georgia

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Written by GovTribe AI · Apr 3, 2024

This document contains the structural drawings and specifications for the Andrews Center Exterior Stairs project located in Brunswick, Georgia, which is being procured by the Board of Regents of the U.S.G. Office of Real Estate and Facilities. The project involves the demolition of the existing stairs, landing, steel framing, and masonry walls, as well as the construction of new concrete steps, landings, and steel framing. The project includes the installation of precast concrete step treads, metal railings, and metal decking. No bid submission dates, award dates, or contract term information is provided.

The document outlines the technical requirements for the project, including materials, fabrication, installation, and inspection specifications for the structural steel, concrete, and other components. It also includes a schedule of special inspection services required for the project. Pricing terms, funding sources, and other commercial details are not addressed in the document.

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File	Type	Posted
24022 _ Andrews Exterior Stair_Final Architec.pdf	PDF	Feb 28, 2024
240227 _ Andrews Exterior Stair_Final Spec.pdf	PDF	Feb 28, 2024
01 00 00 _ Invitation to Bid.pdf	PDF	Feb 28, 2024

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CONCRETE STEP

CONCRETE LANDING

CONCRETE STEP

HSS5x5x1/4 HSS5x5x1/4HSS12x2x14

STRINGER

PRECAST

CONCRETE

STEP

TREADS

S7 x5 x1

/4 HS

S7 x5 x1

2x 2x1 4

HSS12x2x14HSS5x5x1/4

HSS12x2x14 HSS5x5x1/4

HSS7x5x1/4

HSS12x2x14

STRINGER

PRECAST

CONCRETE

STEP

TREADS

'-53 4"

71 2" 71 2"

5'- 73 8"

HSS5x5x1/4

5'- 73 8"

4'-912"7'-4"

1'-6"

HSS3x3x1/4

HSS5x5x1/4 HSS5x5x1/4

T/CONC @

LOWER

LEVEL = 0'-0"

T/CONC

= 1'-1 14"

T/CONC

= 6'-2"

T/CONC @

UPPER

LANDING =

12'-0"

5'- 1"

S-2

S-3

DEMOLISH EXISTING

STAIRS, LANDING,

STEEL FRAMING, AND

MASONRY WALLS

, M

, A

L F

CONCRETE STEP

CONCRETE LANDING

CONCRETE STEP

HSS5x5x1/4 HSS5x5x1/4

'-23 4"

7'-4"

1'-6"

HSS3x3x1/4

HSS5x5x1/4 HSS5x5x1/4

T/CONC @

LOWER

LEVEL = 0'-0" T/CONC

= 1'-1 14"

5'- 1"

2'-0" x 2'-0" x 12" TH., 3000 PSI N.W. CONC.

FTG. - REINF. w/ 3 #4's

EA. WAY BOTTOM

1'-4"1'-4"

1'- 3"

7'-4" 1'-4"1'-4"

1'- 3"

2'-6" x 10'-0" x 12" TH., 3000

PSI N.W. CONC. FTG. -

REINF. w/ 4 #4's LONG BARS & 13 #4's SHORT BARS

2'-6" x 10'-0" x 12" TH., 3000

PSI N.W. CONC. FTG. -

REINF. w/ 4 #4's LONG BARS & 13 #4's SHORT BARS

T/FTG = -0'-8"

S-2

S-3

HSS5x5x1/4

S7 x5 x1

HSS12x2x14

HSS5x5x1/4

HSS12x2x14

STRINGER

14" END PLATE

1 4"

HSS12x2x14

HSS5x5x1/4

HSS12x2x14

STRINGER

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

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02- 23-

ISS

D F

VIE

E N G I EEN W

H.HP

SOB

No. 27855

PROFESSIONAL

I O

GER

R A

DEETS R

L L*

I A

G L.L

.C.

R U

R A

) 3

-0 e-m ai l:

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co m

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R oa d G re en sb or o, G

S-1

STAIR EXISTING

CONDITIONS &

PROPOSED

PLANS

120 PROPOSED STAIR PLAN

3/4" = 1'-0"

100 EXISTING STAIR DEMOLITION PLAN

3/4" = 1'-0"

110 FOUNDATION PLAN

3/4" = 1'-0"

150 CONNECTION DETAIL

1 1/2" = 1'-0"

S-1

AutoCAD SHX Text 1/4

AutoCAD SHX Text (5/16)

AutoCAD SHX Text 5 3/4"

AutoCAD SHX Text (5/16)

AutoCAD SHX Text 5 3/4"

AutoCAD SHX Text 1/4

AutoCAD SHX Text (5/16)

AutoCAD SHX Text 5 3/4"

AutoCAD SHX Text (5/16)

AutoCAD SHX Text 5 3/4"

AutoCAD SHX Text 02/23/2024

STEPSTONE, INC

CLASSIC PROFILE

HSS12x2x14

STRINGER

HSS7x5x14 CROSS BEAM

HSS12x2x14

EDGE TUBE

HSS5x5x1/4

L3x3x14 x 7" LONG CLIP

∠ FOR STAIR TREADS

14" TH. BENT PLATE TO MATCH

PRECAST STEP TREAD PROFILE

1.0 C, 20 GA, GALV. FORM DECK

w. 2" OF N.W. CONCRETE (3"

TOTAL THICKNESS). REINF.

SLAB w/ 4x4 - W4.0/W4.0 WWF

PRECAST CONCRETE STEP

TREADS BY STEPSTONE,

INC. OR EMPIRE PRECAST.

STEP TREADS SHALL HAVE

ABRASIVE NOSING AND BE

RATED FOR EXTERIOR USE

ALL STRUCTURAL STEEL FOR

WALKWAYS, HANDRAILS, AND GRATING

TO INCLUDE CONNECTIONS AND BOLTS

SHALL BE HOT DIPPED GALVANIZED.

FIELD WELDS SHOULD BE REPAIRED

WITH GALVANIZING REPAIR PAINT.

6'- 2"

4'-912"7'-4"

L2x2x316 ANGLE

65 8" 65 8"

9 E

S = 5

'-03 4"

3000 PSI. N.W. CONC.

STEPS REINFORCED w/

#4's @ 8" o.c. EA. WAY

11 2"

8 EQUAL STEP TREADS = 7'-4"

TYP

EXISTING SLAB

5'-2"

12" x 7" x 14" TOP PLATE

WELDED TO EXISTING

ROOF BEAM. COORDINATE

LENGTH OF COLUMN WITH

EXISTING ROOF BEAM

12" x 7" x 14" TOP PLATE

WELDED TO EXISTING

ROOF BEAM. COORDINATE

LENGTH OF COLUMN WITH

EXISTING ROOF BEAM

14" CAP PLATE

ON 12x2 TUBE

DOWEL REINFORCING MIN. 2 12"

INTO EXISTING SLAB w/ HILTI HY200

EPOXY ANCHORING SYSTEM

516 5 3 4" 5 3 4"

STRINGER

TO COLUMN

516 5 3 4"

STRINGER

TO COLUMN

516 5 3 4"

STRINGER

TO COLUMN

1/4

CROSS BEAM

TO STRINGER

HSS7x5x14 CANTILEVER BM.

1/4

CANTILEVER

BEAM TO

COLUMN

1/4

CANTILEVER

BEAM TO

EDGE TUBE

L3x3x14 CONT.

1/4 2" @ 12"

1'- 0"

3" CL

10'-0"

CLR.

13 #4's SHORT

BARS

4 #4's LONG

BARS

ANDREWS

CENTER

2'-6" x 10'-0" x 12" TH., 3000 PSI N.W.

CONC. FTG. - REINF. w/ 4 #4's LONG BARS & 13 #4's SHORT BARS

BASEPLATE

- SEE

DETAIL 400

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02- 23-

ISS

D F

VIE

E N G I EEN W

H.HP

SOB

No. 27855

PROFESSIONAL

I O

GER

R A

DEETS R

L L*

I A

G L.L

.C.

R U

R A

) 3

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S-2

STAIR SECTION

200 PROPOSED STAIR SECTION

3/4" = 1'-0"

HSS7x5x1/4

HSS12x2x14

STRINGER

HSS5x5x1/4HSS5x5x1/4

14" TH. BENT PLATE

TO MATCH PRECAST

STEP TREAD PROFILE

1.0 C, 20 GA, GALV. FORM

DECK w. 2" OF N.W.

CONCRETE (3" TOTAL

THICKNESS). REINF. SLAB

w/ 4x4 - W4.0/W4.0 WWF

6'- 2"

4'-912"

7'-4"UPPER

LANDING

5'-

L2x2x316

ANGLE

L3x3x14 x 7" LONG CLIP

∠ FOR STAIR TREADS

14" TH. BENT PLATE

TO MATCH PRECAST

STEP TREAD PROFILE

PRECAST CONCRETE STEP

TREADS BY STEPSTONE,

INC. OR EMPIRE PRECAST.

STEP TREADS SHALL HAVE

ABRASIVE NOSING AND BE

RATED FOR EXTERIOR USE

HSS12x2x14

STRINGER

HSS3x3x1/4

12" x 4 12" x 4 12"

TOP PLATE

1'- 0"

3" CL

2'-0" SQ.

CLR.

3 #4's EA.

WAY BOTTOM

ALL STRUCTURAL STEEL FOR

WALKWAYS, HANDRAILS, AND GRATING

TO INCLUDE CONNECTIONS AND BOLTS

SHALL BE HOT DIPPED GALVANIZED.

FIELD WELDS SHOULD BE REPAIRED

WITH GALVANIZING REPAIR PAINT.

HSS5x5x1/4

400 BASEPLATE DETAIL

3/4"=1'

428 TUBE COLUMN TO TUBE BEAM

N.T.S.

440 DECK ATTACHMENT DETAIL

N.T.S.

1'-0" 112"112"

3 4" THICK PLATE

78" DIA. HOLES

6" 4"

3/4" THREADED RODS w/

HILTI HY 200 EPOXY

ADHESIVE w/ 6" EMBEDMENT

NOTES:

ANCHOR BOLT PROJECTION

TO BE 4" MINIMUM.

INCREASE AS REQ.

COLUMN TO BE CENTERED

ON BASE PLATE (TYP.)

1'- 0"

11 2" 11 2"

SEE PLAN

STEEL COLUMN

HSS STEEL BEAM

SEE PLAN

ERECTION ANGLE AS REQ.

1/4

36/4

METAL FLOOR DECK SHALL BE SUPPLIED IN 36" WIDTHS. FLOOR DECK SHALL BE ATTACHED

TO EACH SUPPORT BY WELDING IN ACCORDANCE WITH WELD PATTERN NOTED ON

DRAWINGS. (SEE SCHEDULE BELOW FOR APPLICABLE WELD PATTERN.) WELDS SHALL BE

5/8" ROUND PUDDLE WELDS. METAL FLOOR DECK SIDELAPS SHALL BE ATTACHED WITH

INDICATED NUMBER OF SIDELAP FASTENERS BETWEEN SUPPORTS AS NOTED ON

DRAWINGS. SIDELAP FASTENERS SHALL BE #10 DRILL- POINT, SELF-TAPPING SCREWS.

MINIMUM SIDELAP ATTACHMENT SHALL BE ONE FASTENER AT MIDPOINT OF DECK SPAN

BETWEEN SUPPORTS. ATTACHMENT AT PERIMETER OF DECK SHALL BE EQUAL TO

ATTACHMENT AT DECK SHEET LAPS AND DECK SHEET ENDS. ANY PARTIAL OR SKEWED

SHEETS SHALL BE ATTACHED AT EVERY FLUTE REGARDLESS OF DECK WELD PATTERN.

1.0"

STEPSTONE, INC

CLASSIC PROFILE

STEPSTONE, INC

MODERN PROFILE

EMPIRE PRECAST

STEPSTONE, INC

CLASSIC PROFILE

STEPSTONE, INC

MODERN PROFILE

EMPIRE PRECAST

STEPSTONE, INC

CLASSIC PROFILE

STEPSTONE, INC

MODERN PROFILE

EMPIRE PRECAST

CONCRETE

STAIR TREAD.

L3x3x14" x 7" LONG STEEL BRACKET. SEE

TREAD MANUFACTURER FOR BOLT

SPACING. SLOPE BRACKET AS SHOWN.

SEE SECTION 310 FOR TREAD PITCH,

1/4 7"

HSS 12x2x14" STRINGER

1/4 HSS 12x3x14" STRINGER

L3x3x14" x 7" LONG STEEL BRACKET. SEE

TREAD MANUFACTURER FOR BOLT

SPACING. SLOPE BRACKET AS SHOWN.

SEE SECTION 310 FOR TREAD PITCH.

CONCRETE

STAIR TREAD.

SEE STAIR TREAD MANUFACTURER FOR

HARDWARE REQUIREMENTS.

SLOPE 18" IN 12"

SECTION "A-A"

SEE DETAIL

460 STAIR TREAD ATTACHMENT DETAIL

1 1/2" = 1'-0"

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

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9.M P

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6" x2

02- 23-

ISS

D F

VIE

E N G I EEN W

H.HP

SOB

No. 27855

PROFESSIONAL

I O

GER

R A

DEETS R

L L*

I A

G L.L

.C.

R U

R A

) 3

-0 e-m ai l:

ra lp h@ oc on ee en gi ne er in g.

co m

S, G A

K E

O C

O N

O . B ox

B ow de n

Po nd

R oa d G re en sb or o, G

S-3

STAIR SECTION

210 PROPOSED STAIR SECTION

3/4" = 1'-0"

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

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-36 x2

: 0 2-2

3-2

| P

9.M P

: 3

6" x2

02- 23-

ISS

D F

VIE

E N G I EEN W

H.HP

SOB

No. 27855

PROFESSIONAL

I O

GER

R A

DEETS R

L L*

I A

G L.L

.C.

R U

R A

) 3

-0 e-m ai l:

ra lp h@ oc on ee en gi ne er in g.

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S-4

SPECIFICATIONS

STRUCTURAL NOTES

MASONRY

MAXIMUM

MISCELLANEOUS

MASONRY OPENING

MANUFACTURER

MINIMUM

MAX

MIN.

M.O.

MAS.

MISC.

MFR.

METAL

NOT APPLICABLE

NOT TO SCALE

ON CENTER

NOT IN CONTRACT

N/A

MTL.

N.A.

O.C.

N.T.S.

N.I.C.

ABBREVIATIONS

AFF

A.B.

BEAM

BM.

ARCH

BLOCKING

BOTTOM

BUILDING

BLKG.

BOTT

BLDG.

CLEAR

CMU

C.L.

CLR

ANCHOR BOLT

BOTTOM OF

ARCHITECT

ABOVE FINISHED FLOOR

CENTER LINE

CONCRETE MASONRY UNIT

CONTROL/CONSTRUCTION JOINT

OPPOSITE HAND

OPENING

OPPOSITE

PLATE

PLYWOOD

O.H.

PJF

PDF

OPNG

OPP.

PLYWD.

PRESSURE TREATED

RADIUS

PAINTED

REINFORCING

SECTION

REQUIRED

P.T.

PTD.

RAD.

REINF

SECT.

REQ'D

PREFAB. PREFABRICATED

POWER DRIVEN FASTENER

PREMOLDED JOINT FILLER

SIMILAR

STANDARD

SPACES

SQUARE

STEEL

SHORT WAY

STRUCTURAL

SIM.

STD.

SQ.

S.W.

STL

SPCS

STRUC.

THICK

TYPICAL

TOP OF

VERTICAL

THK.

TYP

VERT.

U.N.O. UNLESS NOTED OTHERWISE

SHT. SHEET

CONCRETE

CONT

CONC

CONST

CONTR.

CENTER

DETAIL

CTR.

COORD

DET.

DRAWING

DIMENSION

DOWNDN

DWG.

DIM.

EACH

E.J.

EA.

ELEV

DIAMETERDIA

EACH WAY

EXISTING

E.W.

EXIST.

F.F.

FOOT

FOOTING

FT.

F.V.

FTG

FIN. FLR.

GAUGE

GALV.

G.C.

GA.

HEIGHTHT.

HORIZ

GIRDERGDR

CONTINUOUS

CONSTRUCTION

COORDINATE

EXPANSION JOINT

ELEVATION

FINISH FLOOR

ELEVATION

FIELD VERIFY

FINISH FLOOR

GALVANIZED

GENERAL CONTRACTOR

HORIZONTAL

CONTRACTOR

O.D.COLUMN OUTSIDE DIAMETERCOL

WITH

WELDED WIRE MESH

WELDED WIRE FABRIC

WIDE FLANGE

WORK POINT

WITHOUT

WWM

WWF

W/O

JOINT

JOIST

JST

LONGLG

LLV

LLH

LONG WAYLW

KNEE BRACE

LONG LEG VERTICAL

LONG LEG HORIZONTAL

WD WOOD

BUILDING DESIGN CRITERIA:

1. THESE STRUCTURAL DRAWINGS HAVE BEEN PREPARED IN ACCORDANCE WITH THE 2018

INTERNATIONAL BUILDING CODE (IBC) W/ GEORGIA STATE AMENDMENTS.

2. LIVE LOADS:

2.A. ROOF LOAD (LR) = N/A

2.B. FLOOR LOAD (LO) = 100 PSF STAIRS & LANDINGS

3. DEAD LOADS:

3.A. STAIR / LANDING LOAD (D) = 40 PSF

4. SNOW LOADS:

GROUND SNOW LOAD (Pg) = 5.0 PSF

5. WIND LOADS:

5.A. ULTIMATE WIND SPEED (V), 3 SECOND GUST = 129 MPH

5.B. RISK CATEGORY = II

5.C. WIND IMPORTANCE FACTOR (IW) = 1.00

5.D. UPWIND EXPOSURE CATEGORY = B

GENERAL NOTES:

1. THESE NOTES SHALL APPLY EXCEPT WHERE OTHERWISE INDICATED BY DRAWINGS OR SPECIFICATIONS.

2. CONTRACT DOCUMENTS INCLUDE THE STRUCTURAL DRAWINGS AND SPECIFICATIONS BUT DO NOT INCLUDE

SHOP DRAWINGS, VENDOR DRAWINGS OR OTHER SUBMITTALS BY THE CONTRACTOR.

3. REFERENCE TO DESIGN STANDARDS AND BUILDING CODES SHALL MEAN THE LATEST EDITION OF THE

REFERENCE UNLESS SPECIFICALLY STATED OTHERWISE.

4. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS AND NOTIFY ARCHITECT

OF ANY DISCREPENCIES PRIOR TO PROCEEDING WITH WORK. FOR DIMENSIONS NOT SHOWN ON

STRUCTURAL DRAWINGS, SEE ARCHITECTURAL DRAWINGS.

5. ALL MATERIALS & WORKMANSHIP ARE SUBJECT TO THE REVIEW OF THE ARCHITECT & ENGINEER OF RECORD.

6. STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. SHOP DRAWINGS SHALL DETAIL ALL CONDITIONS IN ACCORDANCE WITH SPECIFIED STANDARDS AND THE SPECIFIC

REQUIREMENTS OF THIS PROJECT AS INDICATED ON THE DRAWINGS.

7. COORDINATE WITH OTHER DISCIPLINE DRAWINGS FOR DRIPS, CHAMFERS, REGLETS, RUSTICATIONS, SLOTS, SLEEVES, ANCHORS, AND INSERTS.

8. THE GENERAL CONTRACTOR SHALL COORDINATE ALL SIZES AND LOCATIONS OF ROOF PENETRATIONS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. PENETRATIONS GREATER THAN 12" ACROSS SHALL BE

FRAMED AS SHOWN IN THE ROOF OPENING FRAMING DETAIL.

9. UNLESS SHOWN ON STRUCTURAL DRAWINGS, NO OPENINGS LARGER THAN 12" x 12" SHALL BE PLACED IN SLABS OR WALLS. FOR OPENINGS NOT SHOWN ON STRUCTURAL DRAWINGS, APPROVAL MUST BE OBTAINED

FROM THE ARCHITECT PRIOR TO CONSTRUCTION OF OPENING.

10. THE CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE MEANS, METHODS, TECHNIQUES, SEQUENCES, AND

PROCEDURES OF CONSTRUCTION.

11. THE GENERAL CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH REQUIRED OSHA REGULATIONS.

12. THE STRUCTURE DESCRIBED BY THESE DRAWINGS IS SELF-SUPPORTING ONLY IN ITS COMPLETED FORM.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF TEMPORARY BRACING

AND SHORING OF ALL WORK.

13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUPPORTING AND MAINTAINING THE EXCAVATIONS

REQUIRED FOR THE CONSTRUCTION SHOWN.

14. THE GENERAL CONTRACTOR SHALL COORDINATE WITH THE BUILDING OFFICIAL REGARDING SUBMITTAL OF

INSPECTION REPORTS TO THE BUILDING DEPARTMENT.

15. DO NOT HANG OR ATTACH DUCTWORK, PIPING, LIGHTING, CONDUIT, EQUIPMENT, CEILINGS, ETC. FROM

METAL DECKING.

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

17. OCONEE ENGINEERING IS NOT THE ENGINEER OF RECORD FOR THIS PROJECT. OCONEE ENGINEERING IS THE ENGINEER OF RECORD FOR THE STEEL AND CONCRETE PORCHES AND ASSOCIATED STAIRS AND LANDINGS.

OCONEE ENGINEERING IS NOT RESPONSIBLE FOR THE DESIGN OF SYSTEMS NOT SHOWN IN THE

STRUCTURAL DOCUMENTS. SUCH SYSTEMS SHALL BE DESIGNED, FURNISHED AND INSTALLED AS REQUIRED

BY OTHER PORTIONS OF THE CONTRACT DOCUMENTS.

18. CONSTRUCTION ADMINISTRATION AND SITE VISITS DURING CONSTRUCTION ARE NOT CURRENTLY INCLUDED

IN OCONEE ENGINEERING'S SCOPE OF WORK FOR THIS PROJECT.

FOUNDATION NOTES:

1. DESIGN SOIL BEARING PRESSURE = 2000 PSF. SOIL BEARING PRESSURE SHALL BE VERIFIED AT

TIME OF EXCAVATION AND STRUCTURAL ENGINEER SHALL BE NOTIFIED IF THE ACTUAL SOIL

BEARING PRESSURE IS LOWER THAN THE DESIGN SOIL PRESSURE.

2. ALL FOOTINGS SHALL BEAR ON ORIGINAL UNDISTURBED SOIL OR STRUCTURAL FILL AND HAVE A

MINIMUM 12" OF COVER.

3. PRIOR TO POURING CONCRETE, ALL DEBRIS, WATER, AND LOOSE EARTH SHALL BE REMOVED

FROM THE FOUNDATION BED.

4. COLUMN FOOTINGS AND WALL FOOTINGS SHALL BE POURED MONOLITHIC WITH ADJACENT

FOOTINGS AT THE SAME ELEVATION.

5. STEP FOOTINGS DOWN BELOW MECHANICAL, ELECTRICAL, OR PLUMBING LINES AS REQUIRED TO AVOID INTERFERENCE. COORDINATE W/ OTHER TRADES. PROVIDE PIPE SLEEVE TWO PIPE SIZES GREATER THAN THE PIPE PASSING THROUGH THE WALL. WHERE LINES PASS UNDER A FOOTING, PROVIDE PRE-CAST CONCRETE RELIEVING ARCH, A MINIMUM OF THREE TIMES THE DIAMETER OF

THE UTILITY PIPE FOR PROTECTION.

6. CONDUITS AND PIPES EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN

13 THE OVERALL THICKNESS OF THE SLAB, THEY SHALL NOT BE SPACED CLOSER THAN THREE

DIAMETERS OR WIDTHS ON CENTER, AND A MIN SLAB THICKNESS OF 3" MUST BE MAINTAINED

OVER EMBEDDED ITEMS.

CONCRETE NOTES:

1. PREPARE DESIGN MIXTURES FOR EACH TYPE AND STRENGTH OF CONCRETE, PROPORTIONED ON

THE BASIS OF LABORATORY TRIAL MIXTURE OR FIELD TEST DATA, OR BOTH, ACCORDING TO ACI 301.

2. MINIMUM CONCRETE COMPRESSIVE STRENGTH @ 28 DAYS:

3000 PSI NORMAL WEIGHT CONCRETE (AS INDICATED ON DRAWINGS) WITH MAXIMUM WATER -

CEMENTITIOUS MATERIALS RATIO OF 0.50 FOR 3000 PSI MIX. PROVIDE A MAXIMUM SLUMP OF 2"

TO 4" BEFORE ADDING HIGH RANGE, WATER REDUCING ADMIXTURE OR PLASTICIZING

ADMIXTURE.

3. FOR EXTERIOR CONCRETE, PROVIDE AIR ENTRAINMENT OF 5 12% ± 112% AT POINT OF DELIVERY

FOR CONCRETE WITH 1 12" NOMINAL MAXIMUM AGGREGATE SIZE. EXCEPTION: DO NOT ALLOW

AIR CONTENT IN TROWELED, FINISHED FLOORS TO EXCEED 3%.

4. STRUCTURAL MEMBERS OF REINFORCED CONCRETE SHALL BE CONSTRUCTED IN ACCORDANCE

WITH ACI 318-11.

5. SLAB ON GRADE CONTROL OR CONSTRUCTION JOINTS SHALL BE LOCATED AS INDICATED ON

DRAWINGS SUCH THAT NO JOINT SPACING SHALL EXCEED 12'-0" O.C. FOR 4" SLABS & 15'-0" O.C.

FOR 6" SLABS.THE LENGTH OF ANY PANEL SHALL NOT EXCEED TWO TIMES THE WIDTH OF THAT

PANEL. JOINTS SHALL BE SAWED WITH POWER SAWS EQUIPPED WITH SHATTERPROOF ABRASIVE

OR DIAMOND RIMMED BLADES. CUT JOINTS 18" WIDE TO 14 OF THE SLAB DEPTH. JOINTS SHALL BE

CUT AS SOON AS SAWING OPERATIONS WILL NOT TEAR, ABRADE, OR OTHERWISE DAMAGE THE

SLAB SURFACE. DO NOT CUT CONTROL JOINTS IN ELEVATED SLABS.

6. FLOOR SLAB CONSTRUCTION JOINTS MAY BE DOWELED OR FORMED WITH METAL KEYWAYS. ALL

SLAB REINFORCING SHALL EXTEND THROUGH CONSTRUCTION JOINTS. SEE DETAILS.

7. EXTERIOR SLABS SHALL DRAIN FREELY AWAY FROM THE BUILDING. COORDINATE ELEVATIONS

WITH CIVIL ENGINEER AND ARCHITECT.

8. UNO, CHAMFER ALL EXPOSED CORNERS 3 4".

9. CONTRACTOR SHALL TO CONFORM TO ACI HOT OR COLD WEATHER PLACEMENT PROCEDURES IF

APPLICABLE DUE TO TEMPERATURES AT TIME OF POUR.

10. CONCRETE TESTING SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS OF ACI

318-11. SAMPLES FOR STRENGTH TESTS OF EACH CLASS OF CONCRETE PLACED EACH DAY

SHALL BE TAKEN NOT LESS THAN ONCE A DAY, NOR LESS THAN ONCE FOR EACH 50 CY OF

CONCRETE USED FOR FOOTINGS, NOR LESS THAN ONCE FOR EACH 5000 SQUARE FEET OF

SURFACE AREA FOR SLABS. TEST REPORTS INDICATING (NON)COMPLIANCE SHALL BE PROVIDED TO THE OWNER, ENGINEER & CONTRACTOR. A COPY OF THE TEST REPORTS SHALL BE AVAILABLE AT THE JOBSITE. 4 INCH DIAMETER x 8 INCH TEST CYLINDERS ARE ACCEPTABLE.

REINFORCING STEEL NOTES:

1. SHALL BE DETAILED, FABRICATED AND PLACED ACCORDING TO THE LATEST STANDARDS OF THE

AMERICAN CONCRETE INSTITUTE (ACI) AND THE CONCRETE REINFORCING STEEL INSTITUTE (CRSI).

2. MATERIALS:

2.A. REINFORCING BARS SHALL COMPLY WITH ASTM A615 GRADE 60.

2.B. WELDED WIRE FABRIC SHALL COMPLY WITH ASTM A82 AND A185.

3. CLEAR MINIMUM COVER OF CONCRETE OVER REINFORCING BARS SHALL BE AS INDICATED ON THE

DRAWINGS BUT SHALL NOT BE LESS THAN THE FOLLOWING:

3.A. CONCRETE PLACED AGAINST EXPOSED EARTH (NOT FORMED) 3"

3.B. FORMED SURFACES EXPOSED TO EARTH, LIQUIDS, OR WEATHER:

3.B.1. SLABS & JOISTS W/ #5 BARS & SMALLER 112"

4. ALL BARS DENOTED CONTINUOUS ON PLANS, SECTIONS AND DETAILS SHALL HAVE CLASS "B" TENSION SPLICE LAPS AND CORNER BARS AND HOOKS AT DISCONTINUOUS ENDS. SPLICED BARS SHALL BE SECURELY WIRED TOGETHER. SPLICES OF ADJACENT REINFORCING BARS SHALL BE STAGGERED 24"

MIN WHEREVER POSSIBLE.

5. WELDED WIRE FABRIC, WHERE REQUIRED, SHALL BE PLACED IN THE CENTER OF THE SLAB UNLESS NOTED OTHERWISE. LAP JOINTS ONE WIRE SPACING PLUS 2" OR A MINIMUM OF 6". EXTEND FABRIC TO

WITHIN 1" OF EDGES OF SLABS ON GRADE.

6. PROVIDE ADEQUATE BOLSTERS, HIGH CHAIRS, SUPPORT BARS, ETC. TO MAINTAIN SPECIFIED

CLEARANCES FOR THE ENTIRE LENGTH OF ALL REINFORCING BARS AND WELDED WIRE FABRIC.

7. TIE ALL REINFORCING & EMBEDMENTS SECURELY IN PLACE PRIOR TO PLACING CONCRETE. PROVIDE

SUFFICIENT SUPPORTS TO MAINTAIN THE POSITION OF REINFORCEMENT WITHIN SPECIFIED

TOLERANCES DURING ALL CONSTRUCTION ACTIVITIES. "STICKING" DOWELS INTO WET CONCRETE IS

NOT PERMITTED.

CONC REINF LAP LENGTH

3000 PSI (ACI 318-11)

BAR

SIZE

TENSION SPLICE

CLASS 'B'

#3 22" #4 29"

#5 36"

#6 43"

#7 63"

#8 72"

STRUCTURAL STEEL NOTES:

1. MATERIALS:

1.A. STRUCTURAL W-SHAPES: ASTM A992, Fy = 50 KSI 1.B. STRUCTURAL TUBING: ASTM A500, GRADE B, Fy = 46 KSI 1.C. STRUCTURAL PIPE: ASTM A53, GRADE B, Fy = 35 KSI 1.D. OTHER SHAPES & PLATES:ASTM A36, Fy = 36 KSI

1.E. CONNECTION BOLTS: ASTM A325, UNO

1.F. ANCHOR RODS: ASTM F1554, A307, OR A36, Fy = 36 KSI (2 NUTS &

WASHERS W/ EACH)

1.G. WELDING ELECTRODES: E70-XX, UNO.

2. STRUCTURAL STEEL DETAILING, FABRICATION, AND ERECTION SHALL BE IN

ACCORDANCE WITH THE LATEST EDITION OF THE "MANUAL OF STEEL

CONSTRUCTION" OF THE AISC.

3. BOLTED CONNECTIONS SHALL BE MADE USING 3 4" DIAMETER BOLTS AND

WASHERS CONFORMING TO ASTM A325 UNLESS OTHERWISE NOTED. THEY

SHALL BE INSTALLED AND INSPECTED IN CONFORMANCE WITH THE

"SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".

BOLTS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION UNLESS

OTHERWISE NOTED ON THE DRAWINGS. ALL HOLES TO BE DRILLED OR

PUNCHED; FLAME CUT HOLES ARE NOT PERMITTED.

4. SHOP OR FIELD SPLICES BETWEEN SUPPORTS THAT ARE NOT REQUIRED BY

DESIGN WILL NOT BE ALLOWED. ANY MEMBERS CONTAINING SUCH SPLICES

SHALL BE REMOVED AND REPLACED WITH UNSPLICED MEMBERS AT THE

FABRICATOR'S EXPENSE.

5. PROVIDE BOLTS AND PUNCH HOLES IN STRUCTURAL AND MISCELLANEOUS

STEEL FOR ATTACHMENTS OR WOOD NAILERS AS REQUIRED ON THE

ARCHITECTURAL, MECHANICAL AND STRUCTURAL DRAWINGS.

6. MINIMUM SIZE OF WELD IS 316" UNLESS NOTED OTHERWISE. ALL WELDING SHALL

CONFORM TO THE LATEST "STRUCTURAL WELDING CODE" BY THE AMERICAN

WELDING SOCIETY. ALL WORK SHALL BE PERFORMED BY CERTIFIED WELDERS

EXPERIENCED IN THE TYPE OF CONSTRUCTION INVOLVED. PROOF OF WELDER

CERTIFICATION SHALL BE AVAILABLE AT THE JOB SITE.

7. PROVIDE 112" NON-SHRINK GROUT UNDER ALL BASEPLATES.

8. ALL STEEL SHALL BE HOT DIPPED GALVANIZED PER ASTM A123 WHERE

INDICATED.

9. REPAIR ALL WELDED / DAMAGED AREAS WITH GALVANIZING REPAIR PAINT

(SSPC-PAINT 20, HIGH-ZINC-DUST-CONTENT PAINT FOR REGALVANIZING WELDS

IN STEEL).

10. ALL PLAN DIMENSIONS ARE TO CENTERLINE OF STEEL MEMBERS EXCEPT FOR

STEEL CHANNELS. CHANNEL DIMENSIONS ARE TO THE BACK FACE OF THE WEB.

PIPE AND TUBE RAILINGS

PART 1 - GENERAL

1.1 SUMMARY

A. THIS SECTION INCLUDES THE FOLLOWING:

1. STEEL PIPE RAILINGS.

PART 2 - PRODUCTS

2.1 METALS

A. BRACKETS, FLANGES, AND ANCHORS: CAST OR FORMED METAL OF SAME TYPE OF MATERIAL AND FINISH AS

SUPPORTED RAILS, UNLESS OTHERWISE INDICATED.

B. STEEL AND IRON: AS INDICATED IN STRUCTURAL STEEL NOTES

C. FASTENERS: PROVIDE CONCEALED FASTENERS, UNLESS UNAVOIDABLE OR STANDARD FOR RAILINGS

INDICATED.

1. STEEL RAILINGS: PLATED STEEL FASTENERS COMPLYING WITH ASTM B 633, CLASS FE/ZN 25 FOR

ELECTRODEPOSITED ZINC COATING.

D. ANCHORS: PROVIDE TORQUE-CONTROLLED EXPANSION ANCHORS, FABRICATED FROM

CORROSION-RESISTANT MATERIALS WITH CAPABILITY TO SUSTAIN, WITHOUT FAILURE, A LOAD EQUAL TO SIX TIMES THE LOAD IMPOSED WHEN INSTALLED IN UNIT MASONRY AND EQUAL TO FOUR TIMES THE LOAD

IMPOSED WHEN INSTALLED IN CONCRETE, AS DETERMINED BY TESTING PER ASTM E 488.

E. WELDING RODS AND BARE ELECTRODES: AS INDICATED IN STRUCTURAL STEEL NOTES

F. SHOP PRIMERS: PROVIDE PRIMERS THAT COMPLY WITH DIVISION 9 PAINTING SECTIONS.

G. UNIVERSAL SHOP PRIMER: FAST-CURING, LEAD- AND CHROMATE-FREE, UNIVERSAL MODIFIED-ALKYD PRIMER

COMPLYING WITH MPI#79.

H. GROUT AND ANCHORING CEMENT: FACTORY-PACKAGED, NONSHRINK, NONMETALLIC GROUT COMPLYING

WITH ASTM C 1107; OR WATER-RESISTANT, NONSHRINK ANCHORING CEMENT; RECOMMENDED BY

MANUFACTURER FOR EXTERIOR USE.

2.2 FABRICATION

A. GENERAL: FABRICATE RAILINGS TO COMPLY WITH DESIGN, DIMENSIONS, AND DETAILS INDICATED B. WELDED CONNECTIONS: COPE COMPONENTS AT CONNECTIONS TO PROVIDE CLOSE FIT, OR USE FITTINGS

DESIGNED FOR THIS PURPOSE. WELD ALL AROUND AT CONNECTIONS, INCLUDING AT FITTINGS.

C. NONWELDED CONNECTIONS: CONNECT MEMBERS WITH CONCEALED MECHANICAL FASTENERS AND FITTINGS.

D. FORM CHANGES IN DIRECTION BY BENDING

E. FORM CURVES BY BENDING IN JIGS TO PRODUCE UNIFORM CURVATURE; MAINTAIN CROSS SECTION OF

MEMBER THROUGHOUT BEND WITHOUT CRACKING OR OTHERWISE DEFORMING EXPOSED SURFACES.

F. CLOSE EXPOSED ENDS OF RAILING MEMBERS WITH PREFABRICATED END FITTINGS.

G. PROVIDE WALL RETURNS AT ENDS OF WALL-MOUNTED HANDRAILS, UNLESS OTHERWISE INDICATED.

H. BRACKETS, FLANGES, FITTINGS, AND ANCHORS: PROVIDE WALL BRACKETS, FLANGES, MISCELLANEOUS

FITTINGS, AND ANCHORS TO INTERCONNECT RAILING MEMBERS TO OTHER WORK, UNLESS OTHERWISE

INDICATED.

2.3 FINISHES

A. STEEL AND IRON:

1. SHOP-PRIMED STEEL FINISH: PREPARE TO COMPLY WITH SSPC-SP 6/NACE NO. 3, "COMMERCIAL BLAST

CLEANING" AND APPLY PRIMER TO COMPLY WITH SSPC-PA 1.

PART 3 - EXECUTION

3.1 INSTALLATION

A. GENERAL: PERFORM CUTTING, DRILLING, AND FITTING REQUIRED FOR INSTALLING RAILINGS. SET RAILINGS

ACCURATELY IN LOCATION, ALIGNMENT, AND ELEVATION.

1. SET POSTS PLUMB WITHIN A TOLERANCE OF 1/16 INCH IN 3 FEET.

2. ALIGN RAILS SO VARIATIONS FROM LEVEL FOR HORIZONTAL MEMBERS AND VARIATIONS FROM PARALLEL

WITH RAKE OF STEPS AND RAMPS FOR SLOPING MEMBERS DO NOT EXCEED 1/4 INCH IN 12 FEET.

B. ANCHOR POSTS IN CONCRETE BY INSERTING INTO PRESET STEEL PIPE SLEEVES OR BY FORMED OR

CORE-DRILLED HOLES AND GROUTING ANNULAR SPACE.

C. ANCHOR POSTS TO METAL SURFACES WITH OVAL FLANGES.

D. ANCHOR RAILING ENDS TO CONCRETE AND MASONRY WITH ROUND FLANGES CONNECTED TO RAILING ENDS

AND ANCHORED TO WALL CONSTRUCTION WITH ANCHORS AND BOLTS.

E. ATTACH HANDRAILS TO WALL WITH WALL BRACKETS.

1. USE TYPE OF BRACKET WITH HOLE FOR EXPOSED BOLT ANCHORAGE.

F. ADJUSTING AND CLEANING:

1. IMMEDIATELY AFTER ERECTION, CLEAN FIELD WELDS, BOLTED CONNECTIONS, AND ABRADED AREAS OF SHOP PAINT, AND PAINT EXPOSED AREAS WITH THE SAME MATERIAL AS USED FOR SHOP PAINTING.

END OF SECTION 05521

SHOP DRAWINGS / SUBMITTALS:

1. CONTRACTOR SHALL FURNISH COMPLETE AND DETAILED SHOP DRAWINGS FOR THE FOLLOWING:

1.A. STRUCTURAL STEEL AND RAILINGS

1.B. PRECAST CONCRETE STEP TREADS

1.C. METAL DECK

1.D. CONCRETE MIX DESIGN

2. SHOP DRAWINGS SHOULD BE TRANSMITTED ELECTRONICALLY. ENGINEER WILL REVIEW & RETURN SHOP

DRAWINGS WITH COMMENTS WITHIN 10 WORKING DAYS FROM TIME OF RECEIPT.

3. UNLESS NOTED, SUBMIT SHOP DRAWINGS FOR ALL FABRICATED MATERIALS. DESIGN DRAWINGS SHALL NOT BE REPRODUCED FOR USE AS SHOP DRAWINGS. SHOP DRAWINGS WILL NOT BE REVIEWED UNLESS THEY ARE

STAMPED "APPROVED" BY THE GENERAL CONTRACTOR.

4. THE CONTRACTOR SHALL HAVE AN APPROVED SET OF ALL SHOP DRAWINGS AND PROOF OF WELDER

CERTIFICATION AT THE JOBSITE AT ALL TIMES.

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SPECIFICATIONS

AND SPECIAL

INSPECTIONS

SCHEDULE OF SPECIAL INSPECTION SERVICES

APPLICABLE TO THIS PROJECT

MATERIAL / ACTIVITY SERVICE Y/N EXTENT AGENT* DATE COMPLETED

1705.2 Steel Construction

Material verification of high-strength bolts, nuts, and washers.

Review material markings and certificates of compliance

Y Periodic

Inspection of high-strength bolting: Field inspection

a. Bearing-type connections Y Periodic Material verification of structural steel:

a. Identification markings Field inspection Y Periodic

b. Certified mill tests Review submittals Y Each submittal

Weld filler materials.

Review certificate of compliance and field verification

Y Periodic and each submittal

Structural steel welding: Shop and field inspection

d. Single-pass fillet welds < 5/16" Y Periodic

e. Floor and deck welds Y Periodic Inspection of steel frame joint details for compliance with approved construction documents.

Field inspection

a. Details such as bracing & stiffening Y Periodic

b. Member locations Y Periodic

c. Application of joint details at each connection Y Periodic

1705.3 Concrete Construction

Inspection of reinforcing steel installation. Field inspection Y Periodic.

Verification of required design mix. Review submittals Y Periodic

Fresh concrete sampling. Field testing Y Continuous Inspection of concrete and shotcrete placement for proper application techniques

Field review Y Continuous

Concrete curing operations. Field review Y Periodic

Evaluation of concrete strength.

Field testing and review of laboratory reports Y Periodic

Inspection of formwork for shape, lines, location and dimensions Field inspection Y Periodic

1705.6 Soils

Verify materials below shallow foundations are adequate to achieve the design bearing capacity.

Field inspection Y Periodic

Verify excavations are extended to proper depth and have reached proper material.

Field inspection Y Periodic

* INSPECTION AGENTS

FIRM ADDRESS TELEPHONE NO.

Notes:

1. The inspection and testing agent(s) shall be engaged by the Owner or the Owner's Agent, and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of interest must be disclosed to the Building Official prior to commencing work. The qualifications of the Special Inspector(s) and/or testing agencies may be subject to the approval of the Building Official and/or the Design Professional.

2. The list of Special Inspectors may be submitted as a separate document, if noted so above.

3. Items left blank are not in the scope of this design professional & should be determined by other design professionals associated with the project.

Encircle "Yes" or "No" as appropriate below:

Are Requirements for Seismic Resistance included in the Statement of Special Inspections?Yes No Are Requirements for Wind Resistance included in the Statement of Special Inspections?Yes No

DEFINITIONS REGARDING SPECIAL INSPECTIONS

AGENTS OF THE SPECIAL INSPECTOR (AGENTS) - QUALIFIED INDIVIDUALS OR FIRMS WORKING UNDER THE DIRECTION OF THE SPECIAL INSPECTOR WHO ARE PROVIDING THE INSPECTIONS AND TESTS

NECESSARY TO COMPLETE THE SPECIAL INSPECTION PROCESS.

APPROVED FABRICATOR - A FABRICATOR REGISTERED AND APPROVED BY THE BUILDING OFFICIAL AND ENGINEER OF RECORD, TO PERFORM WORK OFF SITE WITHOUT SPECIAL INSPECTION. THE APPROVAL IS BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUAL AND PERIODIC AUDITING OF FABRICATIONS PRACTICES BY AN APPROVED SPECIAL INSPECTION

AGENCY.

1. IF AN APPROVED FABRICATOR IS NOT USED, THEN THE SHOP FABRICATION OF STRUCTURAL MEMBERS AND ASSEMBLIES SHALL REQUIRE SPECIAL INSPECTION OF THE SHOP QUALITY CONTROL PROCEDURES PER SECTION 1704 OF THE IBC. FABRICATION EXAMPLES INCLUDE SHOP WELDING AND BOLTING AND THE ASSEMBLY OF PRE-ENGINEERED TRUSSES.

BUILDING OFFICIAL - THE OFFICER OR OTHER DESIGNATED AUTHORITY CHARGED WITH THE ADMINISTRATION AND ENFORCEMENT OF THE BUILDING CODE OR A DULY AUTHORIZED REPRESENTATIVE WHO HAS THE LEGAL AUTHORITY TO SEE THAT ALL OF THE PROVISIONS OF THE SPECIAL INSPECTION PROCESS ARE CARRIED OUT.

FABRICATED ITEM - STRUCTURAL LOAD-BEARING OR LATERAL LOAD RESISTING ASSEMBLIES CONSISTING OF MATERIALS ASSEMBLED PRIOR TO INSTALLATION IN A BUILDING OR STRUCTURE, OR SUBJECTED TO OPERATIONS SUCH AS HEAT TREATMENT, THERMAL CUTTING, COLD WORKING OR REFORMING AFTER MANUFACTURE AND PRIOR TO INSTALLATION IN A BUILDING OR STRUCTURE. MATERIALS PRODUCED IN ACCORDANCE WITH STANDARD SPECIFICATIONS REFERENCED BY THE IBC, SUCH AS ROLLED STRUCTURAL STEEL SHAPES, STEEL REINFORCING BARS, MASONRY UNITS AND PLYWOOD SHEETS, SHALL NOT

BE CONSIDERED "FABRICATED ITEMS".

FINAL REPORT OF SPECIAL INSPECTIONS - A REPORT SUBMITTED TO THE BUILDING OFFICIAL AFTER CONSTRUCTION IS COMPLETE WHICH INCLUDES A STATEMENT THAT THE INSPECTIONS INCLUDED IN THE STATEMENT OF SPECIAL INSPECTIONS HAVE BEEN COMPLETED, AND A LISTING OF UNRESOLVED DISCREPANCIES. THIS REPORT IS SIGNED BY THE SPECIAL INSPECTOR.

SPECIAL INSPECTIONS - BUILDING CODE REQUIRED INSPECTIONS AND TESTS OF THE MATERIALS, FABRICATION, INSTALLATION OF ITEMS REQUIRING SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH

APPROVED CONTRACT DOCUMENTS AND REFERENCED STANDARDS.

SPECIAL INSPECTION AGENCY - THE ACCREDITED INSPECTION COMPANIES APPROVED BY THE BUILDING OFFICIAL AND THE ENGINEER OF RECORD TO PERFORM SPECIAL INSPECTION AS REQUIRED BY THE BUILDING CODE AND THE PROJECT SPECIFICATIONS AND AS DESCRIBED IN SECTION 1702 OF THE 2006 INTERNATIONAL BUILDING CODE.

SPECIAL INSPECTOR (SI) - THE INDIVIDUAL OR FIRM RESPONSIBLE FOR COORDINATION OF THE SPECIAL INSPECTION PROGRAM AND TO WHOM ALL INSPECTION AND TESTING REPORTS ARE SENT.

STATEMENT OF SPECIAL INSPECTIONS - A DOCUMENT THAT OULINES THE SPECIAL INSPECTION REQUIREMENTS FOR THE PROJECT BEING PERMITTED. THE STATEMENT OF SPECIAL INSPECTIONS SHOULD BE

FILED WITH THE BUILDING OFFICIAL PRIOR TO THE ISSUANCE OF A BUILDING PERMIT.

ENGINEER OF RECORD (EOR) - THE STRUCTURAL ENGINEER WHO IS LEGALLY RESPONSIBLE FOR THE DESIGN OF THE PRIMARY STRUCTURAL SYSTEM.

TESTING AGENCY - AN APPROVED INDEPENDENT TESTING AGENCY ACCEPTABLE TO THE BUILDING OFFICIAL WHOSE ACTIVITIES ARE COORDINATED BY THE SPECIAL INSPECTOR.

CONTINUOUS SPECIAL INSPECTION: THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK IS

BEING PERFORMED.

PERIODIC SPECIAL INSPECTION - THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE

THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF THE WORK.

STEEL PAINTING (PROFESSIONAL LINE PRODUCTS)

PART 1 - GENERAL

1.1 SUMMARY

A. THIS SECTION INCLUDES SURFACE PREPARATION AND FIELD PAINTING OF EXPOSED EXTERIOR

ITEMS AND SURFACES.

1.2 PROJECT CONDITIONS

A. STORE MATERIALS NOT IN USE IN TIGHTLY COVERED CONTAINERS IN A WELL-VENTILATED AREA

AT A MINIMUM AMBIENT TEMPERATURE OF 45 DEG F (7 DEG C). MAINTAIN STORAGE CONTAINERS

IN A CLEAN CONDITION, FREE OF FOREIGN MATERIALS AND RESIDUE.

B. DO NOT APPLY PAINT IN SNOW, RAIN, FOG, OR MIST; OR WHEN RELATIVE HUMIDITY EXCEEDS 85 PERCENT; OR AT TEMPERATURES LESS THAN 5 DEG F (3 DEG C) ABOVE THE DEW POINT; OR TO

DAMP OR WET SURFACES.

1.3 EXTRA MATERIALS

A. FURNISH EXTRA PAINT MATERIALS FROM THE SAME PRODUCTION RUN AS THE MATERIALS

APPLIED AND IN THE QUANTITIES DESCRIBED BELOW. PACKAGE WITH PROTECTIVE COVERING

FOR STORAGE AND IDENTIFY WITH LABELS DESCRIBING CONTENTS. DELIVER EXTRA MATERIALS

TO OWNER.

1. QUANTITY: 5 PERCENT, BUT NOT LESS THAN 1 GAL. OR 1 CASE, AS APPROPRIATE, OF EACH

MATERIAL AND COLOR APPLIED.

PART 2 - PRODUCTS

2.1 PAINT MATERIALS, GENERAL

A. MATERIAL COMPATIBILITY: PROVIDE BLOCK FILLERS, PRIMERS, AND FINISH-COAT MATERIALS

THAT ARE COMPATIBLE WITH ONE ANOTHER AND WITH THE SUBSTRATES INDICATED UNDER

CONDITIONS OF SERVICE AND APPLICATION, AS DEMONSTRATED BY MANUFACTURER BASED ON

TESTING AND FIELD EXPERIENCE.

B. MATERIAL QUALITY: PROVIDE MANUFACTURER'S BEST-QUALITY PAINT MATERIAL OF THE VARIOUS

COATING TYPES SPECIFIED THAT ARE FACTORY FORMULATED AND RECOMMENDED BY

MANUFACTURER FOR APPLICATION INDICATED. PAINT-MATERIAL CONTAINERS NOT DISPLAYING

MANUFACTURER'S PRODUCT IDENTIFICATION WILL NOT BE ACCEPTABLE.

C. COLORS: OWNER SHALL SELECT FROM MANUFACTURER'S FULL RANGE.

2.2 PREPARATORY COATS

A. EXTERIOR PRIMER: EXTERIOR ALKYD OR LATEX-BASED PRIMER OF FINISH COAT MANUFACTURER

AND RECOMMENDED IN WRITING BY MANUFACTURER FOR USE WITH FINISH COAT AND ON

SUBSTRATE INDICATED.

1. FERROUS-METAL AND ALUMINUM SUBSTRATES: RUST-INHIBITIVE METAL PRIMER.

2.3 EXTERIOR FINISH COATS

A. EXTERIOR LOW-LUSTER ACRYLIC PAINT:

1. BENJAMIN MOORE; MOORCRAFT SUPER SPEC LOW LUSTRE LATEX HOUSE PAINT NO. 185.

2. CORONADO; 408-LINE SUPREME ACRYLIC SATIN EXTERIOR.

3. ICI DULUX PAINTS; 2402-XXXX DULUX PROFESSIONAL EXTERIOR 100 PERCENT ACRYLIC SATIN

FINISH.

4. KELLY-MOORE; 1245 ACRY-VELVET EXTERIOR LOW SHEEN ACRYLIC FINISH.

5. M. A. B. PAINT; FRESH KOTE LATEX EGGSHELL 405 LINE.

6. PITTSBURGH PAINTS; 6-2000 SERIES SPEEDHIDE EXTERIOR HOUSE & TRIM SATIN--ACRYLIC LATEX.

B. EXTERIOR SEMIGLOSS ACRYLIC ENAMEL:

1. BENJAMIN MOORE; MOORCRAFT SUPER SPEC LATEX HOUSE & TRIM PAINT NO. 170.

2. CORONADO; 12-LINE SUPREME ACRYLIC SEMI-GLOSS.

3. ICI DULUX PAINTS; 2406-XXXX DULUX PROFESSIONAL EXTERIOR 100 PERCENT ACRYLIC

SEMI-GLOSS FINISH.

4. KELLY-MOORE; 1250 ACRY-LUSTRE EXTERIOR SEMI-GLOSS ACRYLIC FINISH.

5. M. A. B. PAINT; SEA SHORE/FOUR SEASONS ACRYLIC LATEX TRIM ENAMEL 024 LINE.

6. PITTSBURGH PAINTS; 6-900 SERIES SPEEDHIDE EXTERIOR HOUSE & TRIM SEMI-GLOSS ACRYLIC

LATEX PAINT.

7. SHERWIN-WILLIAMS; A-100 LATEX GLOSS A8 SERIES.

C. EXTERIOR FULL-GLOSS ACRYLIC ENAMEL FOR FERROUS AND OTHER METALS:

1. BENJAMIN MOORE; MOORE'S IMC ACRYLIC GLOSS ENAMEL M28.

2. CORONADO; 80 LINE RUST SCAT ACRYLIC LATEX HIGH GLOSS ENAMEL.

3. ICI DULUX PAINTS; 3028-XXXX DULUX INTERIOR/EXTERIOR ACRYLIC GLOSS FINISH.

4. KELLY-MOORE; 5780 DTM ACRYLIC GLOSS ENAMEL.

5. M. A. B. PAINT; RUST-O-LASTIC GLOSS ACRYLIC (DTM) MAINTENANCE FINISH 043 LINE.

6. PITTSBURGH PAINTS; 90-300 SERIES PITT-TECH ONE PACK INTERIOR/EXTERIOR HIGH

PERFORMANCE WATERBORNE HIGH GLOSS DTM INDUSTRIAL ENAMELS.

7. SHERWIN-WILLIAMS; DTM ACRYLIC COATING GLOSS (WATERBORNE) B66W100 SERIES.

D. EXTERIOR FULL-GLOSS ALKYD ENAMEL:

1. BENJAMIN MOORE; MOORE'S IMC URETHANE ALKYD ENAMEL M22.

2. CORONADO; 123 LINE SUPER KOTE 5000 HIGH GLOSS ALKYD ENAMEL.

3. ICI DULUX PAINTS; 4308-XXXX DEVGUARD ALKYD INDUSTRIAL GLOSS ENAMEL.

4. KELLY-MOORE; 1700 KEL-GUARD GLOSS ALKYD RUST INHIBITIVE ENAMEL.

5. M. A. B. PAINT; RUST-O-LASTIC FINISH COATING 074 LINE.

6. PITTSBURGH PAINTS; 7-814 PITTSBURGH PAINTS INDUSTRIAL GLOSS-OIL INTERIOR/EXTERIOR

ENAMEL.

7. SHERWIN-WILLIAMS; INDUSTRIAL ENAMEL B-54 SERIES.

PART 3 - EXECUTION

3.1 APPLICATION

A. CONTRACTOR SHALL SUBMIT PAINT TYPE, GRADE, AND COLORS TO OWNER FOR APPROVAL.

CONTRACTOR SHALL NOT PROCEED WITH EXTERIOR PAINTING UNTIL OWNER'S APPROVAL IS

OBTAINED.

B. EXAMINE SUBSTRATES, AREAS, AND CONDITIONS, WITH APPLICATOR PRESENT, FOR COMPLIANCE

WITH REQUIREMENTS FOR PAINT APPLICATION.

C. COORDINATION OF WORK: REVIEW OTHER SECTIONS IN WHICH PRIMERS ARE PROVIDED TO

ENSURE COMPATIBILITY OF THE TOTAL SYSTEM FOR VARIOUS SUBSTRATES. ON REQUEST,

FURNISH INFORMATION ON CHARACTERISTICS OF FINISH MATERIALS TO ENSURE USE OF

COMPATIBLE PRIMERS.

D. SURFACE PREPARATION: CLEAN AND PREPARE SURFACES TO BE PAINTED ACCORDING TO

MANUFACTURER'S WRITTEN INSTRUCTIONS FOR EACH PARTICULAR SUBSTRATE CONDITION AND

AS SPECIFIED.

1. FERROUS METALS: CLEAN UNGALVANIZED FERROUS-METAL SURFACES THAT HAVE NOT BEEN

SHOP COATED; REMOVE OIL, GREASE, DIRT, LOOSE MILL SCALE, AND OTHER FOREIGN

SUBSTANCES. USE SOLVENT OR MECHANICAL CLEANING METHODS THAT COMPLY WITH SSPC'S

RECOMMENDATIONS.

a. TOUCH UP BARE AREAS AND SHOP-APPLIED PRIME COATS THAT HAVE BEEN DAMAGED.

WIRE-BRUSH, CLEAN WITH SOLVENTS RECOMMENDED BY PAINT MANUFACTURER, AND

TOUCH UP WITH SAME PRIMER AS THE SHOP COAT.

E. MATERIAL PREPARATION:

1. MAINTAIN CONTAINERS USED IN MIXING AND APPLYING PAINT IN A CLEAN CONDITION, FREE OF

FOREIGN MATERIALS AND RESIDUE.

2. STIR MATERIAL BEFORE APPLICATION TO PRODUCE A MIXTURE OF UNIFORM DENSITY. STIR AS

REQUIRED DURING APPLICATION. DO NOT STIR SURFACE FILM INTO MATERIAL. IF NECESSARY, REMOVE SURFACE FILM AND STRAIN MATERIAL BEFORE USING.

F. APPLICATION PROCEDURES: APPLY PAINTS AND COATINGS BY BRUSH, ROLLER, SPRAY, OR

OTHER APPLICATORS ACCORDING TO MANUFACTURER'S WRITTEN INSTRUCTIONS.

G. MINIMUM COATING THICKNESS: APPLY PAINT MATERIALS NO THINNER THAN MANUFACTURER'S RECOMMENDED SPREADING RATE. PROVIDE TOTAL DRY FILM THICKNESS OF THE ENTIRE SYSTEM

AS RECOMMENDED BY MANUFACTURER.

3.2 CLEANING AND PROTECTING

A. AT THE END OF EACH WORKDAY, REMOVE EMPTY CANS, RAGS, RUBBISH, AND OTHER DISCARDED

PAINT MATERIALS FROM PROJECT SITE.

B. PROTECT WORK OF OTHER TRADES, WHETHER BEING PAINTED OR NOT, AGAINST DAMAGE FROM

PAINTING. CORRECT DAMAGE BY CLEANING, REPAIRING OR REPLACING, AND REPAINTING, AS

APPROVED BY ENGINEER.

C. PROVIDE "WET PAINT" SIGNS TO PROTECT NEWLY PAINTED FINISHES. AFTER COMPLETING

PAINTING OPERATIONS, REMOVE TEMPORARY PROTECTIVE WRAPPINGS PROVIDED BY OTHERS

TO PROTECT THEIR WORK.

1. AFTER WORK OF OTHER TRADES IS COMPLETE, TOUCH UP AND RESTORE DAMAGED OR DEFACED

PAINTED SURFACES. COMPLY WITH PROCEDURES SPECIFIED IN PDCA P1.

3.3 EXTERIOR PAINT SCHEDULE

A. FERROUS METAL:

1. ACRYLIC FINISH: TWO FINISH COATS OVER A RUST-INHIBITIVE PRIMER.

a. PRIMER: EXTERIOR FERROUS-METAL PRIMER (NOT REQUIRED ON SHOP-PRIMED ITEMS).

b. FINISH COATS: EXTERIOR LOW-LUSTER ACRYLIC PAINT, SEMIGLOSS ACRYLIC ENAMEL, OR FULL-GLOSS ACRYLIC ENAMEL FOR FERROUS AND OTHER METALS.

2. ALKYD-ENAMEL FINISH: TWO FINISH COATS OVER A RUST-INHIBITIVE PRIMER.

a. PRIMER: EXTERIOR FERROUS-METAL PRIMER (NOT REQUIRED ON SHOP-PRIMED ITEMS).

b. FINISH COATS: EXTERIOR FULL-GLOSS ALKYD ENAMEL.

3.4 APPROVALS

A. ALL PAINTING MATERIALS, FINAL PAINT COLORS, COLORS AND WORKMANSHIP SHALL BE SUBJECT

TO THE APPROVAL OF THE OWNER AND THE ENGINEER OF RECORD.

B. CONTRACTOR SHALL PROVIDE A ONE YEAR WARRANTY ON ALL MATERIALS AND WORKMANSHIP

File details come from the government source that posted it. Updated Apr 3, 2024.