Amendment 0002 revised plans and drawings.pdf

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GENERAL NOTES

WEST SIDE STORAGE/BOAT SHED - FLOOR PLAN

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CERTIFIED FINAL DOCUMENTS - RTA

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(TYP)

FLOOR DRAIN

(TYP)

OVERHEAD SECTIONAL DOOR

CENTERLINE

WALL

APRON @ 10% SLOPE

CONCRETE

DRY STORAGE

LAB SPACE

@ 10% SLOPE

CONCRETE APRON

@ 2% SLOPE (TYP)

CONCRETE DOOR MAT

MECHANICAL

ROOM

RESTROOM

BOAT DOCKING AREA

REFER TO NOTE 1

PERIMETER WALL

EXTERIOR

REFER TO NOTE 2

PERIMETER WALL

INTERIOR

SEE NOTE 16

PARTITIONS

INTERIOR WALL

COLUMN LOCATION

POTENTIAL

NOTES:

1. ALL EXTERIOR WALLS SHALL BE CONSTRUCTED OF A METAL PANEL WALL

SYSTEM WITH INTERIOR INSULATION AND WITH ANCILLARY SUPPORTS PER

MANUFACTURERS RECOMMENDATIONS. PERIMETER WALL HEIGHT SHOULD BE

18 FEET TALL. THERE SHALL BE AT LEAST 16 FEET OF CLEARANCE FROM THE

FLOOR IN BOAT DOCKING AREA. REFER TO SECTION 13 34 19 IN THE

SPECIFICATIONS FOR MORE INFORMATION REGARDING THE METAL BUILDING

SYSTEM.

2. ALL INTERIOR WALLS SHALL BE CONSTRUCTED OF 3 5/8" METAL STUDS WITH

DRYWALL PANEL. GYPSUM WALL BOARD SHALL EXTEND A MINIMUM 6" ABOVE

CEILING. TOP OF WALL SHALL BE BRACED TO ABOVE STRUCTURE AS REQUIRED.

3. OVERHEAD SECTIONAL DOORS SHALL BE 12 FEET WIDE. THE DOORS SHALL BE

ROLLUP WITH TRACKS THAT MAINTAIN A 16 FOOT CLEARANCE FROM TOP OF

SLAB. OVERHEAD SECTIONAL DOORS SHALL HAVE REMOTE CONTROL

FUNCTIONALITY. SEE SECTION 08 36 13 SECTIONAL OVERHEAD DOORS FOR

MORE DETAIL.

4. FLOOR DRAINS TO BE 4 INCH DIAMETER, SEE SECTION 33 30 00 SANITARY

SEWER FOR MORE DETAIL.

5. DIMENSIONS ARE MEASURED FROM CENTER TO CENTER UNLESS OTHERWISE

SPECIFIED/SHOWN.

6. THE CONCRETE APRON WILL SLOPE DOWN AND AWAY FROM BUILDING AT A

10% SLOPE TO ELEVATION 600.5 FEET.

7. THE CONCRETE DOOR MATS WILL SLOPE DOWN AND AWAY FROM BUILDING AT

A 2% SLOPE.

8. AN EPOXY FINISH SHALL BE APPLIED TO THE CONCRETE SLAB SURFACE IN ALL

ROOMS IN THE PROJECT UNLESS OTHERWISE NOTED. PROVIDE 4" INTEGRAL

COVE BASE AT ALL WALL TRANSITIONS. REFER TO THE CONCRETE SPEC 03 30

00 FOR MORE INFORMATION.

9. COLUMN LOCATIONS, QUANTITY, AND ORIENTATION SHOWN ARE FOR EXAMPLE

ONLY, CONTRACTOR TO DETERMINE FINAL DESIGN PER THEIR PRE -FABRICATED

BUILDING.

10. PROVIDE 1' PER 12' PITCHED METAL ROOF WITH ANCILLARY SUPPORTS PER

MANUFACTURERS RECOMMENDATIONS. RIDGE SHALL RUN THE CENTERLINE

EAST/WEST (PLAN WISE). PROVIDE METAL GUTTER SYSTEM AT EACH END, WITH

DOWNSPOUTS SIZED AS REQUIRED. REFER TO SECTION 13 34 19 IN THE

SPECIFICATIONS FOR MORE INFORMATION REGARDING THE METAL BUILDING

SYSTEM.

11. ALL SINGLE SWINGS DOORS SHALL BE AS FOLLOWS, UNLESS OTHERWISE

NOTED: 3'W X 7'H, HM FRAME AND DOOR PANEL (PROVIDED INSULATED METAL

DOORS, GASKETING, AND THRESHOLDS AT ALL EXTERIOR LOCATIONS ONLY),

WITH STORAGE ROOM KEYED HARDWARE. DOUBLE DOORS SHALL BE IDENTICAL,

HOWEVER PROVIDE (2) 3'W X 7'H PANELS AS WELL AS A REMOVABLE CENTER

ASTRAGAL.

12. CEILING SHALL BE 10 FEET HIGH IN LAB SPACE, DRY STORAGE, MECHANICAL,

AND BATHROOM AND CONSIST OF 1/2" GYPSUM DRYWALL ON METAL SUPPORT

STUDS, PAINT GYPSUM WHITE. CEILING IN MAIN BOAT DOCK AREA SHALL BE

EXPOSED TO STRUCTURE ABOVE.

13. ALL FINISHES SHALL BE CONFIRMED WITH THE COR BEFORE FINAL SELECTION.

14. PLUMBING AND EQUIPMENT SHOWN FOR DIAGRAMMATIC PURPOSES ONLY.

CONFIRM FINAL LOCATIONS WITH COR.

15. FINAL LAYOUT SHALL COMPLY WITH ALL CODES RECOGNIZED BY THE LOCAL

JURISDICTION.

16. DEMISED WALL PARTITIONS SHALL CONSIST OF METAL STUDS WITH DRYWALL

PANEL ON BOTH SIDES. NO INSULATION.

LEGEND

PLUMBING

REFER TO SECTION 22 00 00,

FLOOR DRAIN

REFER TO SECTION 08 36 13

SECTIONAL OVERHEAD DOOR

METAL BUILDING SYSTEMS

REFER TO SECTION 13 34 19,

DOOR

METAL BUILDING SYSTEMS

REFER TO SECTION 13 34 19,

INSULATION

REFER TO DETAIL D1 ON SHEET R-001

TOILET

REFER TO DETAIL D7 ON SHEET R-001

SLOP TUB/UTILITY SINK

FOR FAUCET INFO

REFER TO DETAIL D4 ON SHEET R-001

BATHROOM SINK

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GENERAL NOTES GENERAL NOTES CONTINUED

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GENERAL NOTES CONTINUED

SHALL BE CONDUCTED AT THE FOUNDATION BEARING ELEVATION.

AND ONCE AT EACH COLUMN SPREAD FOOTING. THE VERIFICATION TEST

SHALL BE CONDUCTED EVERY 25 FEET ALONG CONTINUOUS WALL FOOTINGS

AND VERIFY THE MINIMUM ALLOWABLE BEARING PRESSURE. VERIFICATION

INDEPENDENT SOIL TESTING AGENCY SHALL INSPECT FOOTING ELEVATIONS

PRIOR TO PLACEMENT OF FOUNDATIONS, THE CONTRACTOR'S 6.

SPECIFICATION SECTION 31 00 00.

MINIMUM SUBGRADE PREPARATION REQUIREMENTS SHALL BE PER 5.

THE LIMITS OF THE FOUNDATION.

IN THE PLANS AND SPECS TO A POINT THAT EXTENDS 5' -0" MINIMUM BEYOND

THE SUBGRADE AND UNDERFLOOR FILL SHALL BE PREPARED AS DESCRIBED 4.

THE COR PRIOR TO PROCEEDING.

ALLOWABLE SOIL BEARING PRESSURE. CONFIRM ALL MODIFICATIONS WITH

TESTING LAB TO REACH SOIL CAPABLE OF PROVIDING THE DESIGN

ON THE DRAWINGS IF REQUIRED BY THE GEOTECHNICAL ENGINEER OR

FOOTINGS SHALL BE CARRIED TO LOWER ELEVATIONS THAN THOSE SHOWN 3.

DESIGN FROST PENETRATION DEPTH IS 42 INCHES BELOW EXISTING GRADE.2.

DURING CONSTRUCTION.

OF 2600 PSF, AND WILL REQUIRE CONFIRMATION BY THE CONTRACTOR

FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING PRESSURE 1.

FOUNDATIONS

THE BUILDING STRUCTURE.

CONTRACTOR SHALL SUBMIT ALL APPLICABLE DESIGN LOADS SUBJECT TO 3.

BRACING R-FACTOR: 3.0

BRACED REDUNDANCY FACTOR: 1.0

ORDINARY STEEL CONCENTRIC BRACED FRAMES

FRAMING R-FACTOR: 3.0

FRAME REDUNDANCY FACTOR: 1.00

ORDINARY STEEL MOMENT FRAMES

SOIL PROFILE TYPE: STIFF SOIL (D)

SEISMIC IMPORTANCE: 1.00

MAPPED SPECTRAL RESPONSE - SS: 18.00%g, S1: 8.00%g

EARTHQUAKE DESIGN DATA

MUST BE DESIGNED FOR THE SPECIFIED WIND LOADS

NOTE: ALL WINDOWS, DOORS, SKYLIGHTS, AND OTHER COVERED OPENINGS

WIND ENCLOSURE: ENCLOSED, 0.180

TOPOGRAPHIC FACTOR: 1.00

WIND SPEED: V,ULT: 115.00, WIND EXPOSURE: C

WIND LOAD

SNOW IMPORTANCE: 1.000 THERMAL CATEGORY (FACTOR): HEATED (1.00)

SNOW EXPOSURE CATEGORY (FACTOR): 2 PARTIALLY EXPOSED (1.00)

GROUND SNOW: 30 PSF, FLAT ROOF SNOW: 21 PSF, MIN. ROOF SNOW: 25 PSF

2. SNOW LOAD

J. DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS (AISI 2D0-12)

I. NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS-12)

H. AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODE (D1.1-10)

G. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (AISC 360-16)

F. STEEL CONSTRUCTION MANUAL, 15TH EDITION (AISC 325-17)

E. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-13)

D. BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-19)

C. MIN DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-16)

B. 2018 INTERNATIONAL BUILDING CODE

2019)

A. UNIFIED FACILITIES CRITERIA (UFC 1-200-01 - CURRENT RELEASE OCTOBER

APPLICABLE CODES:1.

DESIGN CRITERIA

IN ACCORDANCE WITH SECTION 13 34 19, METAL BUILDING SYSTEM.

COMPONENTS FOR THE BUILDING TO INCLUDE THE WALL AND ROOF SYSTEM

THE CONTRACTOR IS RESPONSIBLE TO DESIGN ALL OTHER STRUCTURAL

DESIGN OF THE BUILDING FOUNDATION IS PROVIDED ON THE DRAWINGS. 7.

REFERENCED ON THE DRAWINGS.

LIKE OR SIMILAR CONDITIONS EVEN THOUGH NOT SPECIFICALLY

WHERE A DETAIL IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL 6.

REQUEST NECESSARY DIMENSIONS NOT SHOWN ON THE DRAWINGS.

DO NOT SCALE DIMENSIONS FROM DRAWINGS. THE CONTRACTOR SHALL 5.

WORK.

PRIOR TO ORDERING MATERIALS OR PROCEEDING WITH ANY PHASE OF THE

DISCREPANCIES TO THE CONTRACTING OFFlCER'S REPRESENTATIVE (COR)

AND GRADE CONDITIONS (BOTH NEW AND EXISTING), REPORTING ANY

THE GENERAL CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS 4.

NON-SELF SUPPORTING DURING CONSTRUCTION.

CASE OF A STEEL FRAME STRUCTURE, THE FRAME SHALL BE CONSIDERED

TEMPORARY BRACING FOR THE STRUCTURE IN ALL DIRECTIONS. IN THE

PERMANENT CONNECTIONS ARE MADE, THE CONTRACTOR MUST PROVIDE

CONSTRUCTION OF THE STRUCTURE. DURING ERECTION AND UNTIL ALL

FRAMEWORK, AND ANY OTHER SUPPORTING ELEMENTS PROVIDED FOR

CONTRACTOR AND SO INCLUDED IN THE DESIGN OF SHORING, BRACING,

PARTIALLY COMPLETED STRUCTURE SHALL BE CONSIDERED BY THE

DESIGN LOADS. APPLICATIONS OF CONSTRUCTION LOADS TO THE

CONTRACTOR IS RESPONSIBLE ON DESIGN OF STRUCTURE THAT RESISTS 3.

BE FOLLOWED STRICTLY.

TECHNIQUES, AND SEQUENCE. ALL APPLICABLE SAFETY REGULATIONS TO

RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES,

SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY

INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE CONTRACTOR

FINISHED STRUCTURE AND, EXCEPT WHERE SPECIFICALLY SHOWN, DO NOT

THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE 2.

SEE SPECIFICATIONS FOR REQUIREMENTS IN ADDITION TO GENERAL NOTES.

THESE GENERAL NOTES ARE NOT INTENDED TO REPLACE SPECIFICATIONS. 1.

CERTIFIED FINAL DOCUMENTS - RTA

PROPOSAL TO DO THE WORK.

SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH THE

CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE TRAINING

TYPES OF EPOXY RELATED WORK REQUIRED IN THIS PROJECT. A NOTARIZE

AND SHALL HAVE NO LESS THAN FIVE YEARS EXPERIENCE IN THE VARIOUS

CONTRACTOR BY THE MANUFACTURER FURNISHING THE EPOXY MATERIALS,

CONTRACTOR PERFORMING EPOXY WORK SHALL BE AN APPROVED 6.

DELETERIOUS MATERIAL SUCH AS LAITANCE, DUST, DIRT, AND OIL.

PRIOR TO INSTALLATION OF EPOXY. HOLES SHALL BE FREE OF ALL

ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND SHALL BE DRY 5.

GREATER THAN THE DIAMETER OF THE STEEL MEMBER BEING INSTALLED.

ALL HOLES SHALL BE DRILLED WITH A DIAMETER NO LARGER THAN 1/8 4.

STRENGTH OF 8,000 PSI AND TENSILE STRENGTH OF 2,300 PSI.

ALL EPOXY AND EPOXY GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE 3.

APPLICABLE SAFETY LAWS.

INSTRUCTIONS LISTED ON PRODUCT LABELS. INSTALL IN ACCORDANCE WITH

FOR MIXING AND APPLICATION FOR APPROVED EPOXY. FOLLOW ALL SAFETY

FOLLOW STRICTLY THE MANUFACTURER'S SPECIFICATIONS AND DIRECTIONS

SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO INSTALLATION.

MANUFACTURER'S DATA FOR ALL EPOXY AND EPOXY GROUT SHALL BE 2.

DRAWINGS OR WHERE APPROVED BY THE ENGINEER.

CONCRETE WITH EPOXY OR EPOXY GROUT ONLY WHERE DETAILED ON THE

AND OTHER EMBEDDED STEEL ITEMS SHALL BE SET INTO HARDENED

ANCHOR BOLTS, REINFORCING STEEL, THREADED RODS, STAIR HANDRAILS, 1.

EPOXY AND EPOXY GROUT

BULKHEADS. SEE TYPICAL CONSTRUCTION JOINT DETAILS.

CONSTRUCTION JOINTS IN SLABS AND FOOTINGS SHALL BE MADE WITH

POURS, EXCEPT AS INDICATED IN THE DRAWINGS. ALL VERTICAL

THERE SHALL BE NO HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE 2.

CONSTRUCTION JOINTS TO THE COR FOR APPROVAL.

CONTRACTOR SHALL SUBMIT A PLAN SHOWING THE LOCATION OF ALL

FINISH MEETS THE REQUIREMENTS OF PLANS AND SPECIFICATIONS. THE

MONOLITHIC CONCRETE POURS SO THAT THE QUALITY OF PLACEMENT AND

CONTRACTOR SHALL PROVIDE NECESSARY CONSTRUCTION JOINTS IN 1.

CONCRETE CONSTRUCTION JOINTS

REBAR SHALL NOT BE HEATED WITH A TORCH IN THE FIELD.9.

EMBED PLATES LEFT OUT OF CONCRETE POURS.

CONTACT THE STRUCTURAL ENGINEER FOR CORRECTIVE DETAILS FOR ANY

NOT PLACED INTO TOP OF WET CONCRETE. THE CONTRACTOR SHALL

EMBED PLATES MUST BE SET IN THE FORM BEFORE POURING CONCRETE, 8.

SLABS-ON-GRADE AND INTERIOR PAVEMENTS.

MECHANICAL AND ELECTRICAL CONDUIT SHALL BE PLACED BELOW 7.

COATED LEGS OR BE HOT DIP GALVANIZED AFTER FABRICATION.

BAR SUPPORTS FOR CONCRETE EXPOSED TO VIEW SHALL HAVE PLASTIC 6.

LAP WELDED WIRE FABRIC SHEETS PER SPECIFICATION SECTION 03 20 01.5.

LAP SPLICES ARE NOT SHOWN, LAP PER ACI 318 OR CRSI STANDARDS.

REFER TO THE DRAWINGS FOR REINFORCING LAP REQUIREMENTS. WHERE 4.

GROUT UNDER BASE PLATES TO BE HIGH STRENGTH (5000 PSI), NON-SHRINK.3.

PCL ETHYLENE SYNTHETIC FIBER - ASTM D7508

WELDED WIRE FABRIC - ASTM A185 (FLAT SHEETS ONLY)

REINFORCING TO BE WELDED - ASTM A706 (INCLUDES DEFORMED BAR ANCHORS)

TYPICAL - ASTM A615, GRADE 60

REINFORCING:2.

SLAB ON GRADE, FOOTINGS............................. 4000 PSI, NORMAL WEIGHT

FOOTINGS, BASEMENT WALLS, SITE WALLS... 4000 PSI, NORMAL WEIGHT

CONCRETE COMPRESSIVE STRENGTH IN 28 DAYS:1.

CONCRETE/REINFORCING STEEL

DRAWINGS OF ALL SUCH CONDITIONS PRIOR TO CONSTRUCTION.

WITHOUT APPROVAL OF THE COR. CONTRACTOR SHALL SUBMIT DETAILED

UTILITY LINES SHALL NOT BE PLACED THROUGH OR BELOW FOUNDATIONS 10.

DETAILS.

AND ARE AT DESIGN STRENGTH UNLESS NOTED OTHERWISE ON PLANS AND

BACKFILLING AND UNTIL ALL SUPPORTING SOIL AND SLABS ARE IN PLACE

WALLS RETAINING SOIL SHALL BE TEMPORARILY BRACED DURING 9.

NOTE DELETED. 8.

SITU SOILS.

OTHER MATERIAL THAN APPROVED STRUCTURAL FILL OR FIELD VERIFIED IN

COLUMN AND WALL FOOTINGS SHALL NOT BE SUPPORTED DIRECTLY BY ANY 7.

TRANSMIT MOMENTS TO THE FOUNDATIONS.

COLUMNS SHALL BE DESIGNED FOR PINNED BASES AND SHALL NOT 8.

ETC. DRAWINGS.

WALL AND ROOF AS INDICATED ON THE STRUCTURAL, ARCHITECTURAL, MEP,

THE CONTRACTOR SHALL DESIGN AND PROVIDE FRAMED OPENINGS IN THE 7.

COMPONENTS, SUPPORTED PARTITIONS, ETC.

FOR THE SUPPORT OF HVAC UNITS, DUCTS, FANS, PIPING, ELECTRICAL

THE CONTRACTOR SHALL DESIGN AND PROVIDE STRUCTURAL MEMBERS 6.

SPEED BASED ON A 10-YEAR MRI.

LIMIT LATERAL DRIFT OF BUILDING TO H/480 WHEN LOADED WITH A WIND

DEFLECTION TOLERANCES OF EQUIPMENT SUPPORTED BY THE BUILDING.

CONTACT INTERIOR PARTITIONS. DEFLECTION LIMITS SHALL NOT EXCEED

SHALL BE LIMITED TO ENSURE THAT BUILDING COMPONENTS DO NOT

CONSIDERATIONS FOR STEEL BUILDINGS" SECOND EDITION DEFLECTIONS

CONTAINED IN AISC STEEL DESIGN GUIDE SERIES 3 "SERVICEABILITY DESIGN

ACCORDANCE WITH "SERVICEABILITY CONSIDERATIONS" SUMMARY TABLES

BUILDING LATERAL DEFLECTIONS AND RACKING LIMITS SHALL BE IN 5.

UFC 1-200-01 AND UFC 3-301-01.

AND THE MBMA METAL BUILDING SYSTEMS MANUAL 2012 AS MODIFIED BY

LOAD COMBINATIONS SHALL BE IN ACCORDANCE WITH IBC 2018, ASCE 7 2016, 4.

EXCEED PURLIN CAPACITY.

SEISMIC LOADS. USE SPREADER BEAMS WHERE CONCENTRATED LOADS

INDICATED AT A MINIMUM IN ADDITION TO BUILDING DEAD, WIND, SNOW, AND

DESIGN BUILDING SYSTEM FOR LIVE AND SUPERIMPOSED DEAD LOADS 3.

SYSTEM.

THE CONTRACTOR SHALL DESIGN AND PROVIDE THE METAL BUILDING 2.

MANUAL 2012 AS MODIFIED BY UFC 1-200-01 AND UFC 3-301-01.

WITH IBC 2018, ASCE 7 2016, AND THE MBMA METAL BUILDING SYSTEMS

DESIGN AND CONSTRUCT THE METAL BUILDING SYSTEM IN ACCORDANCE 1.

PRE-ENGINEERED METAL BUILDING

-1

-2

-1

-2

A M

D -N

O T

E D

E L E

T E

D

A M

D -N

O T

E R

E V

IS

E D

-1

-2

-1

-2

A M

D -N

O T

E D

E L E

T E

D

A M

D -N

O T

E R

E V

IS

E D

-1

-2

-1

-2

A M

D -N

O T

E D

E L E

T E

D

A M

D -N

O T

E R

E V

IS

D

5'-8"5'-8"

1'-6"

3" CLEAR COVER

3" CLEAR COVER

1'-6"

1'-6"

3'-6"

5'-8"

1'-4"

5'-0"

1'-6"

8"

8"

S O

L

IC

IT

A T

IO

N N

O

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

A

M A

R K

S

IZ

E

S U

B M

IT

T E

D B

Y

D A

T E

C O

N T

R A

C T N

O

C H

E C

K E

D B

Y

D R

A W

N B

Y

IS

S

U E D

A T

E

B

C

D

E

F

G

2 3 4 5 6 7 8 9 10

SHEET ID

10:16:18 AM 9/10/2020

...\West Side Storage Building - 114466-616J6J\40 - Geospatial Data\Drawings\CAD_BIM\_Sheets\114466-616J6J_S-502.dgn

PD: AEC_pdf.pltcfg DS: AEC_Screen.dscript

F

IL

E N

A M

E

P R

O J E

C T I

D

F

IL

E N

A M

E

P R

O J E

C T I

D

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

G A

L V

E S

T O

N D

IS

T R

IC

T

F

O R

T P

O

IN

T R

D

G A

L V

E S

T O

N T

X

DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg10:16:18 AM 9/10/2020

...\West Side Storage Building - 114466-616J6J\40 - Geospatial Data\Drawings\CAD_BIM\_Sheets\114466-616J6J_S-502.dgn

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

O J E

C T I

D

F

IL

E N

A M

W

IL

L C

O U

N T

Y

IL

L

IN

O

IS

C H

IC

A G

O

IL

L

IN

O

IS

S L

A S

A L L E S

T S

U

IT

E

C H

IC

A G

O D

IS

T R

IC

F A

Y E L

E F F

L E

R P

E

S-502

K P

C

-6

J J S -5

.d g n

A N

S I

D

F A

Y E L

E F F

L E

R P

E

S-502

K P

C

E3

SCALE: 1 1/2" = 1' 1' 2'0 6"

C3

SCALE: 1 1/2" = 1' 1' 2'0 6"

PLAN - TYPICAL SQUARE FOOTING SUPPORT STEEL COLUMNS DETAIL

-6

J J

F

IS

H D

IS

P E

R S

A L B

A R

R

IE

R J

U L

Y

B1

SCALE: 1/2" = 1' 0 2' 4'1' A3

SCALE: 1/2" = 1' 0 2' 4'1'

SECTION G

FOOTING NOTES

A M

M A

R A

L J

A W

H A

R

Y O

H A

N N

E S A

S S

E F

A P

E Y

O H

A N

N E

S A

S S

E F

A P

E

A M

M A

R A

L J

A W

H A

Y

P S

Q U

A R

E F

O O

T

IN

G A

N D T

IE

B

E A

M D

E T

A

IL

S T

Y P S

Q U

A R

E F

O O

T

IN

G A

N D T

IE

B

E A

M D

E T

A

IL

S W

P -2

-C -0

X

X

S T

A .0

T

O S

T A S

T A T

O S

T A

W E

S T S

ID

E S

T O

R A

G E B

O A

T S

H E

D B

U

IL

D

IN

G

W P -2

-B -0

SECTION B - TYPICAL SQUARE FOOTING SUPPORT STEEL COLUMNS DETAIL

SECTION D - CONTINUOUS TIE BEAM

S-101

D5

C8

HAIRPIN DETAIL

SCALE: 1/2" = 1' 0 2' 4'1'

CERTIFIED FINAL DOCUMENTS - RTA

REACTIONS AT THE BASE

AND DETERMINE THE ANCHOR EMBEDMENT LENGTH PER THE FINAL

CONTRACTOR SHALL DESIGN THE BASE PLATE AND ANCHOR BOLT SYSTEM 9.

WILL BE PROVIDED BY CONTRACTOR.

FINAL REACTIONS AT THE SUPPORTS OF PRE-ENGINEERED BUILDING THAT

DESIGN OF SQUARE FOOTING WILL BE REVISED AND CHECKED PER THE 8.

TYPICAL COLUMNS.

PROVIDE (3) ADDITIONAL TIES @2" O.C. AT TOP OF PEDESTAL SUPPORTING 7.

TIE BEAM REINFORCING SHALL BE CONTINUOUS THROUGH PEDESTALS.6.

USING THE INDICATED CONSTRUCTION JOINT WHERE NOT.

CAST PEDESTALS MONOLITHICALLY WITH TIE BEAM WHERE POSSIBLE, AND 5.

DOWELS IN PIER.

PROVIDE STANDARD ACI 90° HOOKS AT BOTTOM END OF ALL VERTICAL 4.

NOTE DELETED.3.

TOP OF SLAB AT OVERHEAD GATES AND DOORS ACCESS.

TOP ELEVATION OF TIE BEAMS SHALL BE DROPPED TO THE ELEVATION OF 2.

WITH TIE BEAMS. SEE TIE BEAM SECTION A3.

DIMENSIONS THAT SHOWS BELOW TYPICAL SQUARE FOOTINGS CONNECTED

THE CONTRACTOR SHALL PROVIDE A FOOTING LAYOUT WITH C/C 1.

-1

-2

A M

D -N

O T

E D

E L E

T E

D -1

-2

A M

D -N

O T

E D

E L E

T E

D

SEE SECTION E3

SQUARE FOOTING SECTION

NOTE:

SLAB ON THE GRADE IS ISOLATED FROM

THE BUILDING STRUCTURAL COMPONENTS

INCLUDING COLUMNS, WALLS, AND FOOTING

0.5% SLOPE DOWN

G S-502

6'-0"x6'-0"x1'-4" FOOTING

8 - #6 VERTICAL DOWELS

2'-0"x2'-0" PEDESTAL WITH

TIE BEAM, SEE B1 AND A3

OUTSIDE OF THE BUILDING

8" MIN GRAVEL THICKNESS

BASE PLATE ON 2" GROUT

AS NECESSARY

HORIZONTAL CONSTRUCTION JOINT

TOP BARS (7) #6 EACH WAY

CLEARANCE

#5 @ 12" BARS, 3"

EPOXY COATED

COMPACTED FILL

TIE BEAM

DIRECTION

#6 @ 12" EACH

EPOXY COATED

NOTE:

1-1/2" HAIRPIN REBAR COVER

2' BY 2' COLUMN PEDESTAL

AT THE EDGE OF SLAB

5' EMBEDMENT STARTS

EQUAL LENGTH

EACH LEG @ 45 DEG

THRU COLUMNS BEND

#5X5' HAIRPIN REBAR

45° STANDARD DOWELS HOOK

3" CLEAR FROM EDGE

(7) #6 BARS EQUALLY SPACED EACH DIRECTION

CONTINUOUS TIE BEAM

BOTTOM OF FOOTING

EL 596

FROST LINE

EL 601

EL 596.8

BOTTOM OF SLAB

EL 600.3

TOP OF SLAB

TOP OF PEDESTALS

EL 601.7

#4 TIES @ 2"

#4 TIES @ 12"

(8) #6 DOWELS

12" EDGE OF SLAB THICKNESS

ISOLATION JOINT

CONTRACTOR

DESIGNED BY

ANCHOR BOLTS

#6 @ 12" EACH DIRECTION

VAPOR BARRIER

EL 601

TOP OF SLAB

TOP OF PEDESTALS

EL 601.7

BOTTOM OF FOOTING

EL 596

FROST LINE

EL 596.8

C COLUMN AND FOOTING, UNOL

CENTER OF SLAB WIDTH 40'

MIN 8" SLAB THICKNESS AT THE

#6 EACH WAY

BOTTOM BARS (7)

EPOXY COATED #5 @ 12" BARS

EPOXY COATED #5 @ 12" BARS