A.1.9_NKAK-963001_-_IFC2_Submittal_-_22x34_Set.pdf

US Army Corps of Engineers Little Rock District

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BUILDING 301 - REFUELING VEHICLE REPAIR SHOP

SOLICITATION NO.: W9127S-16-R-6001 VICINITY MAP

EJES INCORPORATED

12655 N Central Expy.

Suite 500 Dallas, TX 75243

TEL 214.343.1210

FAX 214.343.3885

Contact: Jim Lyles

CIVIL ENGINEER

GARVER

4701 Northshore Drive North Little Rock, AR 72118

TEL 501.376.3633

Contact: John T. Watkins III, PE, SE

STRUCTURAL ENGINEER

STRUCTURAL SHEET LIST

Sheet # Sheet Name

S-001 GENERAL NOTES

S-002 GENERAL NOTES

S-101 FOUNDATION PLAN

S-102 ROOF FRAMING PLAN

S-103 FLAMMABLE STORAGE ROOF PLAN AND SECTIONS

S-301 FOUNDATION SECTIONS

S-302 FOUNDATION SECTIONS

S-303 FRAMING SECTIONS

S-501 TYPICAL FOUNDATION DETAILS

S-502 TYPICAL FOUNDATION DETAILS

MECHANICAL SHEET LIST

Sheet # Sheet Name

M-001 LEGEND AND NOTES

M-101 FIRST FLOOR PLAN

M-102 ENLARGED MECHANICAL PLANS

M-301 MECHANICAL SECTIONS

M-501 DETAILS I

M-502 DETAILS II

M-503 DETAILS III

M-504 DETAILS IV

M-601 SCHEDULES

M-602 CONTROLS SEQUENCES

GARVER

4701 Northshore Drive

North Little Rock, AR 72118

TEL 501.376.3633

Contact: John T. Watkins III, PE, SE

MEP ENGINEER

EJES INCORPORATED

12655 N Central Expy.

Suite 500 Dallas, TX 75243

TEL 214.343.1210

FAX 214.343.3885

Contact: Gary Mirak

ARCHITECT

CIVIL SHEET LIST

Sheet # Sheet Name

C-100 PROJECT LOCATION AND HAUL ROUTE

C-101 SITE SURVEY

C-102 CLEARING GRUBBING & DEMO PLAN

C-103 DEMOLITION PLAN OPTION 3

C-104 PAVING PLAN

C-105 EXISTING DRAINAGE MAP

C-106 PROPOSED DRAINAGE MAP

C-107 GRADING PLAN

C-108 ROOF DRAIN PLAN

C-109 STORM DRAIN PLAN & PROFILE

C-110 UTILITY PLAN

C-111 ELEC/COMM SERVICE PLAN

C-112 EROSION CONTROL PLAN

C-500 DETAILS-DET-1

C-501 DETAILS-DET-2

C-502 DETAILS-DET-3

C-503 DETAILS-DET-4

C-504 DETAILS-DET-5

C-505 DETAILS-DET-6

ARCHITECTURE SHEET LIST

Sheet # Sheet Name

A-001 GENERAL NOTES & BUILDING INFO

A-002 ADA STANDARD DETAILS

A-003 WALL TYPES

A-101 FLOOR PLAN

A-102 LIFE SAFETY

A-103 REFLECTED CEILING PLAN

A-104 ROOF PLAN

A-105 FLOOR PLAN-STRIPING

A-106 ENLARGED FLOOR PLAN

A-201 ELEVATIONS - BASE BID - NO MASONRY

A-201.1 ELEVATIONS - OPTION 1 - WITH MASONRY

A-202 ELEVATIONS - BASE BID - NO MASONRY

A-202.1 ELEVATIONS - OPTION 1 - WITH MASONRY

A-301 BUILDING SECTIONS

A-302 BUILDING SECTIONS

A-303 WALL SECTIONS - BASE BID

A-303.1 WALL SECTIONS - OPTION 1

A-304 WALL SECTIONS

A-401 DETAILS

A-402 DETAILS

A-403 DETAILS

A-404 DOOR & HOLLOW METAL FRAME DETAILS

A-501 INTERIOR ELEVATIONS

A-502 INTERIOR ELEVATIONS

A-601 SCHEDULES & DOOR DETAILS

A-901 3D VIEWS

FIRE PROTECTION SHEET LIST

Sheet # Sheet Name

FA001 FIRE ALARM LEGEND AND SPECIFICATIONS

FA101 FIRE ALARM FIRST FLOOR PLAN

FA601 FIRE ALARM CALCULATIONS

FA602 FIRE ALARM RISER AND NOTES

FP001 FIRE PROTECTION LEGEND & SPECIFICATIONS

FP101 FIRE PROTECTION HEAD LAYOUT

FP501 FIRE PROTECTION DETAILS

FP601 FIRE PROTECTION CALCULATIONS

FP602 FIRE PUMP PRODUCT DATA

FP603 FIRE PUMP PRODUCT DATA

ELECTRICAL SHEET LIST

Sheet # Sheet Name

E-001 ELECTRICAL INSTALLATION LEGEND

E-101 ELECTRICAL LIGHTING INSTALLATION PLAN

E-102 ELECTRICAL POWER INSTALLATION PLAN

E-103 ELECTRICAL SYSTEMS INSTALLATION PLAN

E-104 ELECTRICAL GROUNDING & LP PLAN

E-501 ELECTRICAL DETAILS I

E-502 ELECTRICAL DETAILS II

E-503 ELECTRICAL DETAILS III

E-504 ELECTRICAL DETAILS IV

E-505 ELECTRICAL DETAILS V

E-506 ELECTRICAL DETAILS VI

E-507 ELECTRICAL DETAILS VII

E-601 ELECTRICAL ONE-LINE DIAGRAM

E-602 RISER DIAGRAMS

E-603 ELECTRICAL SCHEDULES I

PLUMBING SHEET LIST

Sheet # Sheet Name

P-001 LEGEND & SPECIFICATIONS - PLUMBING

P-101 WASTE AND VENT FIRST FLOOR PLAN

P-102 DOMESTIC WATER FIRST FLOOR PLAN

P-501 DETAILS

P-901 PLUMBING RISER - DWV

P-902 PLUMBING RISER - DOMESTIC WATER

P-903 PLUMBING RISER - NATURAL GAS

ISSUED FOR CONSTRUCTION

11-06-2015

ARKANSAS

CONWAY

NEWPORT

MT HOME

RIDGE

WALNUT

WEST MEMPHIS

BLYTHEVILLE

EL DORADO

LITTLE ROCK

De QUEEN

TEXARKANA

ARKADELPHIA

HOT SPRINGS

DUMAS

PINE BLUFF

FORT SMITH

CLARKSVILLE

RUSSELLVILLE

HARRISON

ST FRANCIS

CRAIGHEAD

GREENE

INDEPENDENCE

FAULKNER

WHITE

STONE

CLEBURNE

WOODRUFF

CROSS

JACKSON

POINSETT

BAXTER

IZARD

FULTON

RANDOLPH

LAWRENCE

SHARP

CRITTENDEN

MISSISSIPPI

CLAY

PERRY

CALHOUN

UNION

GRANT

MILLER

LAFAYETTE

LITTLE RIVER

HEMPSTEAD

COLUMBIA

OUACHITA

NEVADA

POLK

HOWARD

SEVIER

PIKE

SCOTT

MONTGOMERY

HOT SPRING

CLARK

DALLAS

GARLAND

SALINE

LINCOLN

BRADLEY

ASHLEY

CLEVELAND

DREW

CHICOT

DESHA

PRAIRIE

JEFFERSON

PULASKI

LONOKE

PHILLIPS

ARKANSAS

MONROE

LEE

VAN BUREN

SEBASTIAN

CRAWFORD

WASHINGTON

BENTON

YELL

JOHNSON

LOGAN

FRANKLIN

POPE

CONWAY

NEWTON

SEARCY

MADISON

CARROLL

BOONE

MARION

PULASKI COUNTY

VICINITY MAP - ARKANSAS

N.T.S.

VICINITY MAP - PULASKI COUNTY

N.T.S.

VICINITY MAP - LITTLE ROCK AIR FORCE BASE

N.T.S.

PROJECT LOCATION

SECURITY CLEARANCE NOTE:

ALL PERSONNEL WORKING ON THE PROJECT

WILL BE REQUIRED TO HAVE SECURITY

CLEARANCE FROM THE LITTLE ROCK AIR

FORCE BASE (LRAFB), INCLUDING BADGES.

HAUL ROUTE FROM EXISTING BUILDING SITE TO MAIN GATE ROUTE 1: 2.26 Mi

HAUL ROUTE FROM PROPOSED BUILDING SITE TO MAIN GATE ROUTE 2: 2.71 Mi

VICINITY MAP - SITE LOCATION

N.T.S.

FRONT GATE

BLDG 1502

(SECURED)

PROPOSED

BUILDING 301

EXISTING

BUILDING 552

ROUTE 1

C

M

S g t i l l i a m s r

PROPOSED

BUILDING 301

US Army Corps of Engineers

Little Rock District

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Water Valve

Water Meter

E

Electric Box

Light Pole

Water Line

CATV Cable Line

Fence

Underground Electric

Overhead Elecric

Sanitary Sewer

Gas Line

Clean Out

Soil Test Bore

Sanitary Sewer Manhole

Control Point

S I T

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Bench Mark

SCALE:

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CONTROL POINT DATA

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SCALE:

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LEGEND

C-102

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US Army Corps of Engineers

Little Rock District

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US Army Corps of Engineers

Little Rock District

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C-103

EXISTING REFUELING VEHICLE REPAIR

SHOP BUILDING 552

APPROX. 3,000 SQ. FT

(1 STORY)

GENERAL DEMOLITION NOTES:

1. PLEASE NOTE EXISTING BUILDING TO BE DEMOLISHED IS NOT

ADJACENT TO THE PROPOSED SITE. REFERENCE C-100 FOR SITE

LOCATIONS.

2. BEFORE BEGINNING WORK AT THE SITE, WHERE POSSIBLE, GENERAL

CONTRACTOR SHALL INSPECT AND VERIFY THE LOCATION AND

CONDITION OF EVERY ITEM AFFECTED BY THE WORK UNDER THE

CONTRACT AND REPORT DISCREPANCIES TO THE CONTRACTING

OFFICER.

3. THIS DRAWING SHOWS THE BUILDING LOCATION WHERE DEMOLITION

WORK SHALL BE CONDUCTED. INCIDENTAL WORK MAY ALSO BE

NECESSARY RELATED TO MECHANICAL, ELECTRICAL, PLUMBING, OR

OTHER SYSTEMS. GENERAL CONTRACTOR SHALL INSPECT THE

BUILDING DEMOLITION AREA IN ADVANCE OF BIDDING AND ASCERTAIN

ALL WORK NEEDED. ANY INCIDENTAL WORK REQUIRED TO PROVIDE

THE REQUIRED BUILDING DEMOLITION SHALL BE AT NO ADDITIONAL

COST TO THE OWNER.

4. BUILDING SHALL BE REMOVED DOWN TO THE EXISTING

SLAB/PAVEMENT. PAVEMENT AND FOUNDATION SLAB SHALL REMAIN AS

IS.

5. CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLETE REMOVAL

AND DISCARDING OF ALL DEMOLITION WASTE, EXCEPT WHERE

MATERIALS ARE SALVAGED. THIS SHALL INCLUDE ANY UNFORESEEN

HAZARDOUS WASTE OR MATERIALS ENCOUNTERED WITHIN THE SCOPE

OF THE PROJECT.

6. CONTRACTOR SHALL SHORE-UP AND BRACE AS REQUIRED DURING

DEMOLITION TO ENSURE THE COMPLETE STRUCTURAL INTEGRITY OF

THE BUILDING DURING AND AFTER COMPLETION OF THE ENTIRE SCOPE

OF WORK.

7. IN GENERAL, SALVAGED ITEMS SHALL INCLUDE EXISTING MILLWORK,

CASEWORK, CABINETWORK, ACCESSORIES, EQUIPMENT, INTERIOR

DOORS, DOOR LOCKS, FINISHED CEILINGS, CEILING TILES, DRYWALL,

AND PALSTER. CONTRACTOR MAY ALSO BE REQUIRED TO SALVAGE

OTHER ITEMS, AS REQUIRED PER SPECIFICATION SECTION 02 41 00.

8. CONTRACTOR SHALL COORDINATE WITH THE CONTRACTING OFFICER

AS TO THE STORAGE LOCATION FOR ALL ITEMS SALVAGED.

TRANSPORT TO THE PROPOSED SALVAGE LOCATION, AS WELL AS

RELOCATION TO THE PROPOSED BUILDING LOCATION, SHALL BE

INCIDENTAL TO THE COST OF DEMOLITION AND SALVAGE.

9. NOTHING IN THESE DOCUMENTS SHALL IMPOSE LIABILITY ON THE

ARCHITECT/ENGINEER OR THE GOVERNMENT FOR CLAIMS, LAWSUITS,

EXPENSES OR DAMAGES ARISING FROM, OR IN ANY MANNER RELATED

TO, THE EXPOSURE TO OR THE HANDLING, MANUFACTURE OR

DISPOSAL OF ASBESTOS, ASBESTOS PRODUCTS, OR HAZARDOUS

WASTE IN ANY OF ITS VARIOUS FORMS, AS DEFINED BY THE

ENVIRONMENTAL PROTECTION AGENCY.

10. CONTRACTOR SHALL IDENTIFY AND NOTIFY THE CONTRACTING

OFFICER OF THE PRESENCE OF ASBESTOS OR OTHER SUSPECTED

HAZARDOUS MATERIALS BEFORE INITIATING THE DEMOLITION OF SAME,

AT WHICH TIME APPROPRIATE IDENTIFICATION AND REMOVAL OF SUCH

SUSPECTED MATERIALS BY A LICENSED AND APPROVED CONTRACTOR

SHALL COMMENCE. METHOD AND COSTS OF REMOVAL SHALL BE

INCIDENTAL TO THE COST OF DEMOLITION.

11. ANY ASBESTOS MATERIAL FOUND WITHIN THE BUILDING SHALL BE

ABATED BEFORE FULL DEMOLITION ACTIVITIES ARE INITIATED.

REFERENCE CONTRACT SPECIFICATIONS FOR ASBESTOS ABATEMENT

REQUIREMENTS.

12. AS PART OF BUILDING DEMOLITION, CONTRACTOR SHALL PERFORM A

TOXICITY CHARACTERISTIC LEACHING PROCEDURE (TCLP) TEST. UPON

RECEIPT OF A SATISFACTORY RESULT, CONTRACTOR SHALL DISPOSE

OF DEBRIS AT AN APPROPRIATE CONSTRUCTION DISPOSAL FACILITY.

13. CONTRACTOR SHALL FIELD VERIFY ALL UTILITIES CONNECTED TO

BUILDING. CONTRACTOR SHALL COORDINATE WITH UTILITY AND

DISCONNECT AND/OR CAP ALL UTILITY CONNECTIONS AS REQUIRED BY

THE UTILITY. CONTRACTOR SHALL NOT BEGIN ANY UTILITY WORK

WITHOUT NOTIFYING THE APPROPRIATE UTILITY AND THE

CONTRACTING OFFICER.

O P

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LEGEND

DISCONNECT AND/OR CAP EXISTING

UTILITIES APPROX 5 FEET FROM

BUILDING. (SEE NOTE 11)

SCALE:

1"= 30'

15 30 60

ALL DEMOLITION AND UTILITY

DISCONNECTS IDENTIFIED ON THIS

PLAN SHEET ENCOMPASS THE

TOTALITY OF WORK COVERED BY

BID OPTION 3.

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N.T.S.

CURB CUT W/ DEPRESSION DETAIL

N.T.S.

ROLL-UP DOOR RAMP DETAIL

SECTION A

PLAN VIEW

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DRAINAGE CALCULATIONS (RATIONAL METHOD)

NOTE 1: TC ASSUMED TO BE MINIMUM VALUE (5 MINUTES) DUE

TO SMALL AREAS OF IMPACT.

NOTE 2: INTENSITIES PROVIDED ARE FOR 10-YEAR DESIGN

STORM, AS FOUND IN AHTD DRAINAGE MANUAL.

SCALE:

1"= 40'

20 40 80

US Army Corps of Engineers

Little Rock District

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NOTE 1: TC ASSUMED TO BE MINIMUM VALUE (5 MINUTES) DUE

TO SMALL AREAS OF IMPACT.

NOTE 2: INTENSITIES PROVIDED ARE FOR 10-YEAR DESIGN

STORM, AS FOUND IN AHTD DRAINAGE MANUAL.

NOTE 3: SEE DETAIL 4/C-504 FOR EARTHEN BERM DETAIL.

SEE GRADING PLAN FOR OUTFALL PIPE.

NOTE 4: AREAS L AND M SHEET FLOW DIRECTLY ONTO

ADJACENT PAVEMENT. DRAINAGE RUNOFF FROM

THESE SUB-AREAS IS NOT INCORPORATED INTO THE

PROPOSED DRAINAGE SYSTEM.

US Army Corps of Engineers

Little Rock District

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STEEL POST SCHEDULE

USE AND SECTION

MINIMUM OUTSIDE DIMENSIONS (NOMINAL)

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FABRIC WIDTH 84" TO 96"

FABRIC WIDTH 108" AND OVER

CHAIN-LINK SECURITY FENCE DETAIL

H-BEAM

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TENSION BAND DETAIL

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LINE POST ATTACHMENTS

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STEEL SYSTEMS NOT SPECIFICALLY DESIGNED FOR SEISMIC RESISTANCE

SEISMIC CRITERIA

SITE CLASS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B

SPECTRAL RESPONSE ACCELERATION COEFFICIENTS . . . . . SS = 0.460 / S1 = 0.180

(5% DAMPING)

SDS = 0.307 / SD1 = 0.120

SEISMIC DESIGN CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . . . . . B IMPORTANCE FACTOR, I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .E 1.25 ANALYSIS PROCEDURE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .EQUIVALENT LATERAL FORCE

PROCEDURE

BASIC SEISMIC FORCE RESISTING SYSTEM

- RESPONSE MODIFICATION FACTOR, R . . . . . . . . . . .3.0

- SYSTEM OVER-STRENGTH FACTOR, Ω . . . . . . . . . . 3.0

- DEFLECTION AMPLIFICATION FACTOR, C . . . . . . . . 3.0

- SEISMIC RESPONSE COEFFICIENT, C . . . . . . . . . . . 0.102

- SEISMIC BASE SHEAR, V . . . . . . . . . . . . . . . . . . . . . C W

GENERAL NOTES

IN CASE OF A CONFLICT BETWEEN THE GENERAL NOTES AND THE SPECIFICATIONS, THE MORE

STRINGENT SPECIFICATIONS SHALL GOVERN UNLESS APPROVED IN WRITING BY THE COR.

DESIGN CRITERIA

1. DESIGN CODES (ALL LATEST EDITION UNLESS NOTED OTHERWISE)

- AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION

- INTERNATIONAL BUILDING CODE 2012

- BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI-318-11)

- NORTH AMERICAN SPECIFICATION FOR DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS

(AISI S100-07/S2-10)

- SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (ANSI/AISC 360-10)

2. MATERIAL SPECIFICATIONS AND DESIGN STRESSES

- ANCHOR RODS . . . . . . . . . . . . . . . . . . . . Fy = 36,000 PSI (ASTM F1554, WELDABLE)

- STRUCTURAL STEEL

(W & WT SHAPES)

Fy = 50,000 PSI (ASTM A992, IF UNAVAILABLE

LOCALLY ASTM A572, GRADE 50)

- STRUCTURAL STEEL

(L & C SHAPES & PLATES)

Fy = 36,000 PSI (ASTM A36)

- RECTANGULAR HSS . . . . . . . . . . . . . . . Fy = 46,000 PSI (ASTM A500, GRADE B)

- CAST-IN-PLACE CONCRETE

- HIGH BAY & LOW BAY

FOUNDATIONS & SLABS. . . . . . . . . . = 650 PSI FLEXURAL STRENGTH AT 28 DAYS

- OTHER CONCRETE . . . . . . . . . . . . f'c = 4,000 PSI AT 28 DAYS

- REINFORCING STEEL

- #3 AND LARGER BARS . . . . . . . . Fy = 60,000 PSI (ASTM A615 GRADE 60)

3. RISK CATEGORY

4. LIVE LOADS (PSF)

- ROOFS & CANOPIES (WITHOUT REDUCTION)

- HIGH BAY SLAB-ON-GRADE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R11 - 6000 TRUCK

5. WIND LOAD PARAMETERS (BASED ON ASCE 7-10)

- BASIC WIND SPEED . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .120 MPH

- WIND EXPOSURE CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C

INTERNAL PRESSURE COEFFICIENT, GCPI . . . . . . . . . . . . . . . . . . . . . . . ±0.18

- COMPONENTS & CLADDING PRESSURE (MIN 10 PSF)

ZONE

EFFECTIVE AREA (SQ FT)

10.0 20.0 50.0 100.0

ROOF 1 18.1 -28.7 16.5 -27.9 16.0 -26.9 16.0 -26.1

ROOF 2 -50.0 -46.0 16.0 -40.7 16.0 -36.7

ROOF 3 -46.0 16.0 16.0

OVERHANG 2 -58.5 -58.5 16.0 -58.5 16.0 -58.5

OVERHANG 3 -58.5 -58.5 16.0 16.0

WALL 4 31.4 -34.0 30.0 -32.6 28.1 -30.8 26.7 -29.3

WALL 5 -42.0 -39.2 28.1 -35.5 26.7 -32.6

NOTE

REFER TO S-002 FOR ROOF ZONE LOCATIONS.

6. SNOW LOADS (BASED ON ASCE 7-10)

- GROUND SNOW LOAD, P . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G 10 PSF

- FLAT ROOF SNOW LOAD, P . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 PSF

- SNOW EXPOSURE FACTOR, C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0

- SNOW LOAD IMPORTANCE FACTOR, I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.1

- THERMAL FACTOR, C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0

7. SEISMIC LOADS (BASED ON ASCE 7-10) (SEE SEISMIC CRITERIA THIS SHEET)

GENERAL INFORMATION

1. PRIOR TO FABRICATION AND ERECTION OF ALL MATERIALS, FIELD VERIFY ALL EXISTING ELEVATIONS, DIMENSIONS AND CONDITIONS.

2. PERMANENT STABILITY OF THE BUILDING AND COMPONENTS IS NOT PROVIDED UNTIL THE ERECTION

IS COMPLETED AS SHOWN ON THE CONTRACT DRAWINGS. PER SECTION 7.10.3 OF AISC 14TH

EDITION CODE OF STANDARD PRACTICE, "THE ERECTOR SHALL DETERMINE, FURNISH, AND INSTALL ALL THE TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BEAMS, FALSEWORK, CRIBBING OR

OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION."

3. THE CONTRACTOR SHALL INSURE THAT NO CONSTRUCTION LOAD EXCEEDS THE DESIGN LIVE LOADS

INDICATED ON THE STRUCTURAL DRAWINGS AND THAT THESE LOADS ARE NOT PUT ON THE

STRUCTURAL MEMBERS PRIOR TO THE TIME THAT ALL FRAMING MEMBERS AND THEIR CONNECTIONS

ARE IN PLACE.

4. ALL COLUMNS SHALL BE CENTERED ON GRID LINES UNLESS NOTED OTHERWISE.

5. ALL COLUMN FOOTINGS SHALL BE CENTERED ON COLUMNS UNLESS NOTED OTHERWISE.

6. ALL WALL FOOTINGS SHALL BE CENTERED ON WALLS UNLESS NOTED OTHERWISE.

POST-INSTALLED ANCHORS

1. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION

DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE COR PRIOR

TO INSTALLING POST-INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING REINFORCING. HOLES SHALL BE DRILLED AND CLEANED IN ACCORDANCE WITH THE

MANUFACTURER’S WRITTEN INSTRUCTIONS.

2. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW SHALL BE

SUBMITTED BY THE CONTRACTOR TO THE COR ALONG WITH CALCULATIONS THAT ARE PREPARED

AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF ARKANSAS. THE

CALCULATIONS SHALL DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERTINENT EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING

THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE BUILDING

CODE.

3. CONCRETE ANCHORS SHALL BE AS FOLLOWS:

- MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALFIED FOR USE IN ACCORDANCE

WITH ACI 355.2 AND ICC-ES AC193 FOR CRACKED AND UNCRACKED CONCRETE RECOGNITION.

PRE-APPROVED MECHANICAL ANCHORS INCLUDE:

- SIMPSON STRONG-TIE “TITEN-HD” (ICC-ES ESR-2713), HILTI “KWIK HUS-EZ” (ICC-ES

ESR-3027) OR POWERS “WEDGE-BOLT+” (ICC-ES ESR-2526)

- SIMPSON STRONG-TIE “STRONG-BOLT” (ICC-ES ESR-1771), HILTI “KWIK BOLT TZ” (ICC-ES

ESR-1917) OR POWERS “POWER-STUD+ SD2” (ICC-ES ESR-2502)

- ADHESIVE ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE

WITH ICC-ES AC308 FOR CRACKED AND UNCRACKED CONCRETE RECOGNITION.

PRE-APPROVED ADHESIVE ANCHORS INCLUDE:

- SIMPSON STRONG-TIE “SET-XP” (ICC-ES ESR-2508), HILTI “HIT-RE 500-SD” (ICC-ES

ESR-2322) OR POWERS “PE1000+” (ICC-ES ESR-2583)

FOUNDATIONS

REFERENCE GEOTECHNICAL REPORT DATED APRIL 7, 2015 BY GRUBBS, HOSKYN, BARTON, & WYATT.

F

E

T

O

D

S

S

- STRUCTURAL WELDING CODE - STEEL (AWS D1.1)

LO

W

B

AY

ROOF 2

ROOF 3

OVERHANG 2

OVERHANG 3

WALL 4

WALL 5

H

IG

H B

AY

ROOF 1 20.1 -32.0 18.3 -31.1 16.0 -29.9 16.0 -29.0

-55.6 -51.2 -45.3 16.0 -40.8 -82.3 -76.9 -69.9 16.0 -64.5 -65.1 -65.1 -65.1 16.0 -65.1 -109.5 -98.8 -84.7 16.0 -74.0

34.9 -37.9 33.4 -36.3 31.3 -34.2 29.7 -32.7 -46.8 -43.6 -39.5 29.7 -36.3

III

16.0 16.0 16.0 16.0

31.3

-40.7

-58.5

-36.7

-58.5

- OTHER SLAB-ON-GRADE

- UFC 1-200-01, CHANGE 2, 1 NOVEMBER 2014

1.

SITE PREPARATION IN THE BUILDING AREA SHALL INCLUDE MASS UNDERCUT OF THE ONSITE FILL. THE MASS UNDERCUT SHALL EXTEND TO AN ELEVATION OF APPROXIMATELY 322.00 FEET TO THE STABLE NATURAL STIFF LIGHT GRAY AND TAN CLAY (STRATUM II) OR THE LOW HARDNESS TO MODERATELY HARD TAN, GRAY, AND DARK GRAY WEATHERED SHALE (STRATUM III). THE MASS UNDERCUT SHALL EXTEND TO AT LEAST 5 FEET OUTSIDE THE FOOTING LIMITS. THE CONTRACTOR SHALL TAKE CARE TO

NOT UNDERMINE EXISTING PAVEMENTS OR ACTIVE UTILITES. CONTRACTOR SHALL ENGAGE THE

SERVICES OF A GEOTECHNICAL ENGINEER TO VERIFY FINAL BEARING STRATA.

2.

18.1 18.1 18.1 18.1

31.4

-50.0 16.5

30.0

16.5 16.5 16.5

20.1

34.9

20.1 20.1 20.1

18.3

33.4

18.3 18.3 18.3

FOOTINGS SHALL BE FOUNDED IN COMPACTED SELECT FILL PREPARED AS ABOVE. FOOTINGS HAVE

BEEN DESIGNED FOR A NET ALLOWABLE BEARING PRESSURE OF 2000 PSF.

5.

SLABS-ON-GRADE6.

CLEAN CRUSHED STONE SHALL CONSIST OF MATERIAL COMPLYING WITH THE GRADATION OF

ASTM D-448, SIZE 57, OR SIZE 67.

7.

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC STEEL

CONSTRUCTION MANUAL - LATEST EDITION.

2. ALL BOLTS FOR BEAM CONNECTIONS SHALL BE ASTM A325-N WITH A MINIMUM DIAMETER OF 3/4"

UNLESS NOTED OTHERWISE. ALL BOLTED CONNECTIONS SHALL BE BEARING TYPE

CONNECTIONS UNLESS NOTED AS SLIP CRITICAL. WASHERS SHALL BE INSTALLED UNDER NUTS

OF FASTENERS.

3. SHOP CONNECTIONS MAY BE WELDED OR BOLTED UNLESS SPECIFICALLY DETAILED

OTHERWISE. FIELD CONNECTIONS SHALL BE BOLTED UNLESS OTHERWISE NOTED.

4. WHERE FIELD AND SHOP WELDS ARE INDICATED ON THE DRAWINGS, THEY SHALL BE THE SIZE

AND TYPE NOTED. ALL WELDING OF STRUCTURAL STEEL SHALL BE DONE IN ACCORDANCE WITH

THE LATEST EDITION OF AWS D1.1 AND ALL WELDS INCLUDING FIELD WELDS SHALL BE MADE BY

CERTIFIED WELDERS USING E70XX ELECTRODES.

5. THE STEEL ERECTOR SHALL PROVIDE THE NECESSARY BRACING DURING ERECTION AND UNTIL ALL STEEL IS PLUMB AND SECURE TO RESIST ALL INCIDENTAL FORCES; WHICH INCLUDE, BUT

ARE NOT LIMITED TO, WIND AND SEISMIC FORCES.

6. BEARING ENDS OF ALL COLUMNS SHALL BE CUT SQUARE.

7. FIELD CUTTING, DRILLING, OR OTHER MODIFICATION OF STRUCTURAL STEEL COMPONENTS IS

NOT PERMITTED WITHOUT WRITTEN APPROVAL OF THE COR. WHERE BEAM PENETRATIONS

CANNOT BE AVOIDED OR WHERE FIELD CUTTING IS REQUIRED, THE CONTRACTOR SHALL SUBMIT, TO THE COR, ALL PERTINENT INFORMATION INCLUDING PENETRATION SHAPE, SIZE, LOCATION, AND METHOD OF CUTTING THE OPENINGS.

8. HIGH STRENGTH BOLTS (3/4" DIA & 1" DIA - A325) SHALL BE TIGHTENED BY ONE OF THE

FOLLOWING METHODS; POWER WRENCHES ADJUSTED TO STALL OR CUT-OUT AT THE CORRECT

TENSION, MANUAL TORQUE WRENCHES WITH TORQUE INDICATION SET TO GIVE THE CORRECT

TENSION, OR MANUAL WRENCHES USING THE "TURN-OF-THE-NUT" METHOD OF ASSURING THE

CORRECT BOLT TENSION. EACH BOLT SHALL BE TIGHTENED TO PROVIDE, WHEN ALL BOLTS IN

THE JOINT AS TIGHT, A MINIMUM BOLT TENSION OF 28,000 LBS FOR 3/4" DIA AND 35,000 LBS FOR

1" DIA BOLTS.

9. STEEL ERECTOR SHALL PROVIDE THE NECESSARY BRACING DURING ERECTION AND UNTIL ALL

STEEL IS PLUMB AND SECURE.

CRANE

1. CONTRACTOR SHALL COORDINATE PEMB DESIGN AND DETAILS WITH PROPOSED CRANE.

2. CRANE DIMENSION AND CLEARANCES SHOWN ON THE DRAWINGS ARE NOT NECESSARILY THOSE OF

THE ACTUAL CRANE TO BE SUPPLIED. CONTRACTOR SHALL COORDINATE WITH PEMB SUPPLIER AND CRANE SUPPLIER ON ACTUAL DIMENSIONS AND CLEARANCES. PEMB SUPPLIER SHALL ADJUST KNEE

DEPTH OF RIGID FRAMES AND/OR EAVE HEIGHT AS REQUIRED TO ACCOMMODATE MAXIMUM HOOK

HEIGHT SHOWN, DOOR CLEARANCES, AND ACTUAL CRANE DIMENSIONS AND CLEARANCES.

3. CRANE SUPPLIER SHALL DESIGN AND SUPPLY CRANE GIRDER AND CRANE RAIL.

4. CONTRACTOR TO COORDINATE ATTACHMENT OF CRANE GIRDER TO PEMB CRANE SUPPORT BRACKET

WITH PEMB SUPPLIER AND CRANE SUPPLIER.

CRUSHED STONE BASE SHALL CONSIST OF AHTD STANDARD SPECIFICATION SECTION 303, CLASS 7

MATERIAL.

8.

ALL MATERIALS SHALL BE PLACED IN 6 TO 8 INCH THICK LOOSE LIFTS. COMPACT CRUSHED

STONE BASE AND SELECT FILL TO A MINIMUM OF 95% MODIFIED PROCTOR (ASTM D-1557)

MAXIMUM DRY DENSISTY. LOW-PLASTICITY SOILS (CLAYEY SAND, SAND CLAY, OR CLAYEY

GRAVEL) SHALL BE COMPACTED WITIN A WATER CONTENT RANGE OF 2 PERCENT BELOW TO 3

PERCENT ABOVE OPTIMUM. SHALE FRAGMENT FILL SHALL BE COMPACTED AT A WATER

CONTENT RANGING FROM OPTIMUM TO 3 PERCENT ABOVE OPTIMUM. A KNEADING-TYPE

VIBRATORY COMPACTOR SUCH AS A SHEEPSFOOT ROLLER SHOULD BE USED TO ENHANCE THE

BREAKDOWN OF SHALE FRAGMENTS. CLEAN CRUSHED STONE SHALL BE COMPACTED IN

ACCORDANCE WITH SECTION 31 00 00.

- FLAMMABLE STORAGE ROOF (WITHOUT REDUCTION)

AFTER UNDERCUTTING THE BUILDING AREA, THE SUBGRADE SHALL BE PROOF-ROLLED WITH A LOADED

TANDEM AXLE DUMP TRUCK OR SIMILAR HEAVY EQUIPMENT. ALL UNSTABLE OR OTHERWISE

UNSUITABLE SUBGRADE SOILS SHALLE BE EXCAVATED, REPROCESSED AND RECOMPACTED OR

REPLACED WITH SELECT FILL. AT THE DIRECTION OF THE CONTRACTING OFFICER, ADDITIONAL OVER-

EXCAVATION AND SELECT FILL SHALL BE AS REQUIRED TO PROVIDE NECESSARY COMPACTION.

3.

REPLACE MASS UNDERCUT MATERIAL WITH COMPACTED SELECT FILL AS FOLLOWS.4.

- UFC 3-301-01

ALL SELECT FILL SHALL HAVE A MAXIMUM PLASTICITY INDEX (PI) OF 18 AND MUST BE FREE OF

ORGANICS AND ROCK FRAGMENTS IN EXCESS OF 3 INCHES IN LARGEST DIMENSION.

a.

THE ONSITE SILTY CLAY AND SHALE/SANDSTONE FRAGMENT FILL (STRATUM I) WITH A

MAXIMUM PLASTICITY INDEX (PI) OF 18 IS SUITABLE FOR SELECT FILL.

b.

IMPORTED SELECT FILL SHALL CONSIST OF APPROVED SILTY CLAY-SHALE FRAGMENT BLEND,

LOW PLASTICITY CLAYEY SAND (SC), SANDY CLAY (CL), OR CLAYEY GRAVEL (GC) WITH A

MAXIMUM LIQUID LIMIT OF 40.

c.

THE LOW BAY SLAB-ON-GRADE SHALL BE PLACED ON 6 INCHES OF CLEAN CRUSHED STONE

OVER PLACE UPON SELECT FILL AS NOTED ABOVE. A VAPOR BARRIER SHALL BE PLACED

BETWEEN THE CLEAN CRUSHED STONE AND THE SLAB-ON-GRADE. MINIMUM MODULUS OF

SUBGRADE REACTION = 100 PCI.

a.

THE HIGH BAY SLAB-ON-GRADE SHALL BE PLACED 12 INCHES OF CRUSHED STONE BASE

TOPPED WITH 6 INCHES OF CLEAN CRUSHED STONE ALL OVER SELECT FILL AS NOTED ABOVE.

A VAPOR BARRIER SHALL BE PLACED BETWEEN THE CLEAN CRUSHED STONE AND THE SLAB-

ON-GRADE. MINIMUM MODULUS OF SUBGRADE REACTION = 200 PCI.

b.

9.

THE EXCAVATION AND SUBGRADE PREPARATION AT THE BUILDING AREA SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL ENGINEER OF RECORD PRIOR TO PLACEMENT OF SELECT FILL AND PRIOR TO PLACEMENT OF CONCRETE ON SELECT FILL TO VERIFY SUITABILY OF NATIVE SOILS, SELECT FILL PLACEMENT, AND COMPACTION. THE CONTRACTOR SHALL INCLUDE THESE COSTS IN

THE LUMP SUM BID PRICE.

THE CONTRACTOR IS RESPONSIBLE FOR CONTROL OF GROUNDWATER DURING EXCAVATIONS.

SOME SHALLOW, PERCHED GROUNDWATER COULD BE ENCOUNTERED, PARTICULARLY WITHIN THE

FRACTURED ZONES OF THE WEATHERED SHALE. GROUNDWATER LEVELS WILL VARY DEPENDING ON SEASONAL PRECIPITATION, SURFACE RUNOFF AND SURFACE INFILTRATION. SEASONAL SEEPS OR

SPRINGS COULD ALSO BE ENCOUNTERED DURING THE WORK. REFER TO THE ABOVE REFERENCED

GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION ON GROUNDWATER CONTROL.

11.

10.

US Army Corps of Engineers Little Rock District

Drawing Ref.

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CAST-IN-PLACE CONCRETE:

1. SEE FOUNDATIONS NOTES FOR SLAB AND FOUNDATION SUBGRADE PREPARATION.

2. ALL SLAB EDGES SHALL BE CHAMFERED 1/2" ON EXPOSED CORNERS UNLESS NOTED OTHERWISE.

ELEMENTS OTHER THAN SLABS SHALL BE CHAMFERED 3/4" ON ALL EXPOSED CORNERS UNLESS

NOTED OTHERWISE.

3. PROVIDE SUITABLE WIRE SPACERS, CHAIRS, TIES, ETC. FOR SUPPORTING REINFORCING STEEL IN

THE PROPER POSITION WHILE PLACING CONCRETE.

4. REINFORCING SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615, GRADE 60.

5. FABRICATION OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH THE DETAILS OF ACI 315-05, "DETAILING OF CONCRETE REINFORCEMENT".

6. UNLESS OTHERWISE NOTED, LAP SPLICES OR EMBEDMENT LENGTHS SHALL CONFORM TO THE

FOLLOWING TABLE:

LAP LENGTHS FOR SPLICES*

BAR SIZE TOP BARS** OTHER

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

* BASED ON MINIMUM CONCRETE COVER OF

1.50 INCHES.

** TOP BARS ARE HORIZONTAL BARS WITH

MORE THAN 12 INCHES OF CONCRETE

CAST BELOW BARS.

8. UNLESS NOTED OTHERWISE, PROVIDE CONCRETE COVER AS NOTED IN THE FOLLOWING TABLE.

ABBREVIATIONS:

ACI AMERICAN CONCRETE INSTITUTE

ACP AUGERED CAST-IN-PLACE PILE

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

JBE JOIST BEARING ELEVATION

AISI AMERICAN IRON AND STEEL

INSTITUTE

KIPS 1,000 POUNDS

LDH LONG DIMENSION HORIZONTAL

ANSI AMERICAN NATIONAL STANDARDS

INSTITUTE

LDV LONG DIMENSION VERTICAL

MATL MATERIAL

AR ANCHOR ROD(S)

MAX MAXIMUM

ARCH ARCHITECT(URAL)

MECH MECHANICAL

ASCE AMERICAN SOCIETY OF CIVIL

ENGINEERS

MIN MINIMUM

MPH MILES PER HOUR

ASTM AMERICAN SOCIETY FOR TESTING

AND MATERIALS

N/A NOT APPLICABLE

NO. NUMBER

AWS AMERICAN WELDING SOCIETY OSHA

B/ BOTTOM OF

BOT BOTTOM

NS NEAR SIDE

BRG BEARING

NSG NON-SHRINK GROUT

BS BOTH SIDES

NTS NOT-TO-SCALE

BTWN BETWEEN

OC ON-CENTER

BW BOTH WAYS

OH OPPOSITE HAND

CFS COLD-FORMED STEEL

OPNG OPENING(S)

CJ CONTROL, CONTRACTION, OR

CONSTRUCTION JOINT

P.E. PROFESSIONAL ENGINEER

PJP PARTIAL JOINT PENETRATIONCJP COMPLETE JOINT PENETRATION

PL PLATE(S)CENTERLINE

PMC PRE-QUALIFIED MOMENT CONNECTIONCLR CLEAR

P.O. POST OFFICECMU CONCRETE MASONRY UNIT(S)

PROJ PROJECT(ION)COL COLUMN(S)

PSF POUNDS PER SQUARE FOOTCONC CONCRETE

PSI POUNDS PER SQUARE INCHCONN CONNECT, CONNECTION(S)

PVC POLYVINYL CHLORIDE

COR CONTRACTING OFFICERS

REPRESENTATIVE

QTY QUANTITY

DBA DEFORMED BAR ANCHOR(S) REBAR REINFORCING BAR

DBL DOUBLE REINF REINFORCE(D), (ING), (MENT)

DIA DIAMETER REQD REQUIRED

DWLS DOWEL(S) RTU ROOFTOP UNIT

EA EACH SCHED SCHEDULE

EF EACH FACE SDI STEEL DECK INSTITUTE

EJ EXPANSION JOINT SIM SIMILAR

EQ EQUAL SJI STEEL JOIST INSTITUTE

EQUIP EQUIPMENT SLRS SEISMIC LOAD RESISTING SYSTEM

ES EQUISPACED SQ SQUARE

ESR EVALUATION SERVICE REPORT SP SPACE(S), SOUTHERN PINE

EXT EXTERIOR, EXTENSION

STD STANDARDF/ FACE OF

STF STIFFENERFDTN FOUNDATION

STL STEELFEMA FEDERAL EMERGENCY

MANAGEMENT AGENCY T&B TOP AND BOTTOM

T/ TOP OFFIN FINISH(ED), FINAL

THK THICK(NESS)

FIN FLR FINISH FLOOR

THRD THREAD(ED)

FLG FLANGE(S)

THRU THROUGH

FLR FLOOR

TOC TOP-OF-CONCRETE ELEVATION

FS FAR SIDE, FOOTING STEP, FULL

SIZE

TOF TOP-OF-FOOTING ELEVATION

TOS TOP-OF-STEEL ELEVATION

FT FEET, FOOT

TP TOP-OF-PARAPET ELEVATION

FTG FOOTING(S)

TPC TOP-OF-PILECAP ELEVATION

G GRAVITY

TYP TYPICAL

GA GAUGE, GAGE

UFC UNIFORM FACILITIES CRITERIAGR GRADE

UNO UNLESS NOTED OTHERWISEHORIZ HORIZONTAL(LY)

W/ WITHHK HOOK(S)

WP WATERPROOF(ING),

WEATHERPROOF, WORK POINT

HSS HOLLOW STRUCTURAL SECTION

IBC INTERNATIONAL BUILDING CODE

WWR WELDED-WIRE-REINFORCING

ICC INTERNATIONAL CODE COUNCIL

CL

OCCUPATIONAL SAFETY AND

HEALTH ADMINISTRATION

BOS BOTTOM OF STEEL

LSL LONG SLOTTED HOLE(S)

SSL SHORT SLOTTED HOLE(S)

GL GRID LINE

DAC DOUBLE-ANGLE CONNECTION RBC ROLL BEAM CONNECTION

TCX TOP CHORD EXTENSION

WCJ WALL CONTROL JOINT

PRE-ENGINEERED METAL BUILDING:

1. THE BUILDING SHALL BE A MANUFACTURER'S STANDARD PREFABRICATED METAL STRUCTURE OF THE APPROXIMATE INSIDE AREA SHOWN, EXCEPT AS NOTED. RIGID FRAMES SHALL BE SPACED AS SHOWN ON

THE PLANS, BUT OVERALL DIMENSIONS AND CONSTRUCTION DETAILS MAY VARY TO SUIT

MANUFACTURER'S STANDARD DESIGN. MINIMUM WEB THICKNESS OF RIGID FRAMES SHALL BE 3/16".

2. THE BUILDING SHALL BE DESIGNED AND FABRICATED ACCORDING TO AISC, MBMA AND AISI LATEST

SPECIFICATIONS. THE DIMENSIONAL TOLERANCES OUTLINED IN THE AWS CODE UNDER

WORKMANSHIP AND THE TOLERANCES APPLICABLE TO ROLL FORM STEEL UNDER THE AISC

"STANDARD MILL PRACTICE" SECTION SHALL BE REQUIRED IN THE FABRICATION OF THE STEEL

BUILDING FRAMES.

3. THE BUILDING "RIGID" FRAMES SHALL BE DESIGNED TO LIMIT THE LATERAL DEFLECTION TO

LIMITS SET BY THE CODES FOR BRITTLE FINISHES AND BRICK VENEER. THE PURLINS AND

BUILDING FRAMES SHALL BE DESIGNED TO LIMIT VERTICAL DEFLECTIONS TO THE LIMITS STATED

BELOW.

4. A COMPLETE DESIGN ANALYSIS SHOWING ALL CALCULATIONS FOR THE RIGID FRAMES, PORTAL FRAMES, GIRTS, PURLINS AND X-BRACING FOR LATERAL LOADS AND LAYOUT OF ANCHOR BOLTS AND OTHER EMBEDDED ITEMS SHALL BE SUBMITTED FOR APPROVAL WITH THE SHOP DRAWINGS. SHOP DRAWINGS SHALL INCLUDE DETAILS OF ALL MAIN MEMBERS, TYPICAL CONNECTIONS (SHOWING BOLT HOLES AND WELDS), AND ERECTION DRAWINGS. THE SHOP DRAWINGS MUST BEAR THE SEAL OF A REGISTERED PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE STATE IN WHICH THE PROJECT IS LOCATED. APPLY A 3 PSF SUPERIMPOSED MECHANICAL LOAD, A 1 PSF SUPERIMPOSED ELECTRICAL LOAD, AND A 2 PSF SUPERIMPOSED CEILING LOAD TO THE UNDERSIDE OF ROOF PURLINS UNLESS STATED OTHERWISE.

5. THE BUILDING SHALL BE DESIGNED TO SUPPORT ALL MECHANICAL EQUIPMENT INCLUDING

HEATERS, SPRINKLERS, EXHAUST SYSTEMS, SERVICE EQUIPMENT, AND ALL OTHER SUCH DEVICES.

ADDITIONAL GIRTS OR PURLINS SHALL BE PLACED IN CONVENIENT LOCATIONS FOR ATTACHMENT

OF ALL MECHANICAL EQUIPMENT.

6. COMBINATION DESIGN LOADS CONDITIONS SHOULD COMPLY WITH MBMA SPECIFICATIONS.

7. ALL COLUMN REACTIONS SHALL BE SUBMITTED PRIOR TO FOUNDATION EXCAVATION AND SUBMITTAL OF

REINFORCING STEEL SHOP DRAWINGS.

8. DEFLECTION CRITERIA

ROOF DEAD LOAD

SUPERIMPOSED DEAD LOAD

DRIFT LIMITS

HORIZONTAL DEFLECTION LIMITS

VERTICAL DEFLECTION LIMITS

ROOF MEMBER SUPPORTING

PLASTER OR FLOOR MEMBER . . .

ROOF MEMBER SUPPORTING

NON-PLASTERED CEILING

ROOF MEMBER SUPPORTING

ALL OTHER OR NO FINISH

9. ALL LOADS SHALL BE CACULATED BASED UPON THE INFORMATION GIVEN IN THE DESIGN CRITERIA

SECTION OF THE GENERAL NOTES.

PER METAL BUILDING MANUFACTURER

PER PRE-ENGINEERED METAL BLDG NOTE #4

EAVE HEIGHT/240 WIND LOAD

L/600 FOR GIRTS SUPPORTING MASONRY. SEE 1/S-303.

L/360 LL; L/240 LL + DL

L/240 LL; L/180 LL + DL

L/180 LL; L/120 LL + DL

PEMB PRE-ENGINEERED METAL BUILDING

PF PORTAL FRAME

MFR MANUFACTURER

#10 12'-7" 9'-8"

10. PROVIDE Z-PURLINS WITH LIGHT GAUGE STRAP BRIDGING FOR PURLIN STRESS REVERSAL DURING WIND

UPLIFT LOADING. (SUPERIMPOSED DEAD LOAD NOT APPLIED FOR THIS CASE).

CONT CONTINUE, CONTINUOUS

MASONRY:

1. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 FOR LOAD-BEARING CONCRETE MASONRY

UNITS.

2. THE NET AREA COMPRESSIVE STRENGTH OF MASONRY, f'/m, SHALL BE A MINIMUM OF 1,500 PSI AND

THE MINIMUM NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS SHALL BE

1,900 PSI.

3. MORTAR SHALL BE TYPE "S" WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28-DAYS.

MORTAR SHALL CONFORM TO ASTM C270 AND SHALL CONFORM TO ARTICLES 2.1 AND 2.6A OF TMS

602/ ACI 530.1 / ASCE6 (ALL LATEST EDITIONS).

4. ALL GROUT FOR MASONRY CONSTRUCTION SHALL CONFORM TO ASTM C476 OR ARTICLE 2.2 OF TMS 602 / ACI 530.1 / ASCE6 (ALL LATEST EDITIONS). PROVIDE FINE GROUT WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI AT 28-DAYS. GROUT SHALL BE PLACED IN MAXIMUM LIFTS OF 4'-0".

5. VERTICAL CELLS TO RECEIVE GROUT SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CONTINUOUS UNOBSTRUCTED VERTICAL CELL NOT LESS THAN 2"x3" IN PLAN DIMENSION.

6. VERTICAL REINFORCEMENT SHALL BE AS #4 BARS AT 48" CENTERS. PLACE VERTICAL

REINFORCING BARS AT CORNERS, JAMBS OF OPENINGS BELOW BEAM BEARING, AND IN WALLS AS INDICATED ON THE DRAWINGS. VERTICAL WALL REINFORCING BARS SHALL EXTEND CONTINUOUS

FROM FOUNDATION TO EMBED AT LEAST 6" INTO TOP BOND BEAM. PROVIDE VERTICAL

REINFORCEMENT IN LAST TWO CELLS AT EACH END OF WALL.

7. DOWEL VERTICAL REINFORCING BARS OUT OF THE FOUNDATION OR STRUCTURE BELOW WITH BARS OF THE SAME SIZE AND SPACING ABOVE. DOWELS SHALL EXTEND A MINIMUM OF 40 DIAMETERS INTO THE MASONRY WALL. THERE SHALL BE A FOUNDATION DOWEL FOR EACH VERTICAL REINFORCING BAR. PROVIDE A STANDARD 90° HOOK ON THE ENDS OF THE FOUNDATION DOWELS EMBEDDED IN

THE FOUNDATION UNLESS NOTED OTHERWISE.

8. HORIZONTAL JOINT REINFORCING SHALL BE W1.7 LADDER-TYPE HORIZONTAL JOINT

REINFORCEMENT AT 16" OC.

VERTICAL REINFORCING BARS SHALL BE CENTERED IN CELLS THROUGHOUT THE HEIGHT OF THE

WALL UNLESS NOTED OTHERWISE. PROVIDE REBAR POSITIONERS AS REQUIRED TO MAINTAIN

VERTICAL ALIGNMENT.

9.

10. LAPS OR SPLICES OF REINFORCING STEEL IN MASONRY SHALL BE THE GREATER OF 24" OR 40 BAR

DIAMETERS.

PLACE HORIZONTAL BARS IN 8" DEEP BOND BEAM UNITS AT TOPS OF ALL WALLS AND AT ALL PEMB

GIRTS (SEE 1/S-303). PROVIDE (2) #5 MINIMUM HORIZONTAL BARS.

11.

CONTINUE BOND BEAM UNITS AND REINFORCING BARS UNINTERRUPTED AROUND CORNERS AND

ACROSS WALL INTERSECTIONS. SEE TYPICAL MASONRY DETAILS FOR ADDITIONAL INFORMATION.

12.

SUBSTITUTION OF BRICKS OR SOLID MASONRY UNITS INTO CMU WALLS AS SPACERS AND/OR SLOPING

BOND BEAMS SHALL NOT BE PERMITTED.

13.

PRIOR TO START OF LAYING MASONRY, THE CONTACT SURFACE OF ALL FOUNDATIONS AND FLOORS

WHICH ARE TO RECEIVE MASONRY WORK SHALL BE ROUGHENED AND CLEANED.

14.

NO TEMPORARY OPENINGS OR PASSAGES OF ANY KIND SHALL BE ALLOWED IN ANY CMU WALL.

CLEANOUTS ARE REQUIRED FOR POUR HEIGHTS GREATER THAN 5'-0".

15.

SUBMIT SHOP DRAWINGS FOR REVIEW SHOWING: ALL VERTICAL AND HORIZONTAL REINFORCING

LOCATIONS AND SPLICE METHODS; LOCATIONS OF BOND BEAMS AND LINTELS; LOCATIONS OF ALL

CORES TO BE FILLED WITH GROUT; LOCATIONS OF CONTROL JOINTS; AND LOCATIONS OF ALL

EMBEDDED PLATES AND ANCHORS.

16.

PROVIDE TEMPORARY BRACING FOR ALL MASONRY WALLS CONFORMING TO OSHA REQUIREMENTS

UNTIL PERMANENT LATERAL SUPPORT IS COMPLETE.

17.

THE CONTRACTOR SHALL NOT PLACE LOADS ON BOND BEAMS OR MASONRY CELLS FILLED WITH

GROUT UNTIL THE GROUT HAS CURED FOR A MINIMUM OF 3 DAYS.

18.

GROUT CMU COURSE AT FLOOR LEVEL SOLID.19.

GROUT CMU BELOW GRADE SOLID.20.

CONCRETE COVER FOR CAST-IN-PLACE NON-PRESTRESSED CONCRETE FOR BUILDINGS

DESCRIPTION SINGLE

LAYER

TWO LAYERS

REMARKS

SLABS 1 1/2" FROM THE TOP 1-1/2" 3" * 3" IF CAST ON EARTH

DESCRIPTION SIDE TOP BOTTOM

FOUNDATIONS 2"* 3"

NOTE:

UNLESS OTHERWISE NOTED ON DRAWINGS, CONCRETE COVER OVER PRIMARY REINFORCEMENT, TIES, STIRRUPS AND SPIRALS SHALL COMPLY WITH LISTED VALUES. COVER SHALL COMPLY WITH

REQUIREMENTS OF ACI 318 FOR ELEMENTS NOT DESCRIBED.

1-1/2"

TOP BOT

11. PROVIDE SUPPORTING STRUCTURE AND ATTACHMENT DETAILS FOR AWNING/CANOPY.

12. METAL BUILDING MANUFACTURER SHALL PROVIDE ANCHOR BOLTS AND ANCHOR BOLT DESIGN INCLUDING

THE DESIGN OF THE ANCHOR BOLT EMBEDMENT INTO SUPPORTING FOUNDATION. SUBMIT CALCULATIONS

WITH SHOP DRAWINGS.

ICC-ES INTERNATIONAL CODE COUNCIL

EVALUATION SERVICES

IN INCH(ES)

OH OVERHEAD

2 21

1 1

@ LOW BAY

3'-0" TYP

L

O W

B A

Y 3'

-0

TY

P

@ HIGH BAY

5.6ꞌ TYP

H

IG

H

B

AY

5.

6ꞌ

T

YP

US Army Corps of Engineers Little Rock District

Drawing Ref.

No.

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NOT TO SCALES-002

COMPONENTS & CLADDING

ROOF PRESSURE DIAGRAM

NOTES:

1. LOCATIONS OF ADJACENT MECHANICAL SPLICE COUPLERS

SHALL BE STAGGERED BY A MIN OF 30". TOP AND BOTTOM

BARS SHALL BE SPLICED AT THE SAME LOCATIONS.

2. VERIFY THE SIZE, LOCATION, AND QUANTITY OF ANCHOR BOLTS

WITH PRE-ENGINEERED METAL BUILDING MANUFACTURER.

3. PLACE TIE-BARS AT GRIDS 4 & 5 AT 8 1/2" BELOW REFERENCE

ELEVATION. (DO NOT SLOPE TIE-BARS.)

4. TIE BARS ARE CONTINUOUS THROUGH CJ OR CCJ.

1ꞌ-6" 2ꞌ-6"

BAR LOCK "MBI" MECHANICAL

COUPLER OR APPROVED EQUAL

(MUST DEVELOP 125% OF REBAR

YEILD STRENGTH IN TENSION)

PLACE TIE

ABUTTING

ANCHOR ROD

ANCHOR

ROD TYP

(2) CONT #5 TIE-BARS

(TIE BARS ARE CONT

THRU CJ OR CCJ)

PL

AN

SE

E

FLOOR SLAB

SEE PLAN FOR

SIZE & REINF

1' -0

1'-6"

-8"

CCJ

C

LR

1/

2"

GL

1' -0

SE

E

PL

AN

VA

R

IE

S

GRATING

GRATING

(3) #5x7'-0" T&B

CONT

#5 TIE

BARS

C

LR

1/

2"

1' -0

"-8"

CCJ

D

A H

B GEC

F

S-301 8

S-301

S-302

S-302

S-301

S-301

S-301

S-301

S-301

S-301

S-101

S-101

1' -5

'-1 1"

'-0

'-3

2' -1

'-9

/4

1/

4"

56'-8"

5 1/4" 10'-2 1/2" 8'-0" 2'-11 1/4" 13'-6" 10'-4" 10'-9 3/4" 5 1/4"

5 1/4" 18'-10" 6'-10 3/4" 6'-10 3/4" 18'-10" 5 1/4"

2'-2" 52'-4" 2'-2"

56'-8"

'-1

1" 4'

-0

6' -0

5'-5" 23'-11"

1'-0" 14'-1"

'-4

'-0

7' -8

F85 F85

F85

F65

F45

F85

F65

F45

F35

F45

F65

F45

F65

F35

S-301

S-301

S-301

S-301

SLOPE

DOWN

1/

4"

/4

8'

-1 1"

'-0

1'

-0

1' -0

'-0

1' -0

1'

-0

'-0

3'

-3

SEE NOTE 6

NOTES:

1. REFERENCED FINISHED FLOOR ELEVATION = 100'-0".

SEE CIVIL FOR ACTUAL ELEVATION.

2. DENOTES ELEVATION RELATIVE TO

REFERENCED ELEVATION.

3. PROVIDE (2)#5 CONTINUOUS TIE-BARS BETWEEN

RIGID FRAME AND PORTAL FRAME ANCHORS. SPLICE

TIE-BARS WITH MECHANICAL COUPLERS ONLY. SEE

TYPICAL TIE BAR DETAIL. (TIE BARS ARE CONT THRU

CJ OR CCJ.)

4. EXTERIOR MASONRY IS OPTION 1.

5. SHADED AREAS IN OFFICE HAVE A TOP OF SLAB

ELEVATION AT 100'-0".

6. SHADED AREAS IN THE MAINTENANCE BAYS HAVE A

ELEVATION OF 100'-0" ALONG THE PERIMETER AND

MAY SLOPE NO GREATER THAN 2% TOWARD THE

INTERIOR OF THE MAINTENANCE BAYS.

7. SLAB RECESS AT TILE FLOORS. COORDINATE WITH

ARCH.

X'-X"

TRENCH WITH

GRATING (GRATING

OMITTED FOR CLARITY)

OIL CHANGE PIT

W/ SLIDING

SAFETY COVER

(OPTION 2)

PO

R

TA

L

FR

AM

E

PO

R

TA

L

FR

AM

E

PF

PO

R

TA

L

FR

AM

E

PORTAL FRAME

TYP

TIE-BEAM TYP

(SEE NOTE 3)

-1'-6 1/2"

-2'-2"

SLOPE

DOWN

TOP OF SLAB AT

TRENCH EDGE

-3/4"SL

O

PE

D

O W

N

#3x3'-0" TYP

SEE NOTE 3

SEE NOTE 3 TYP

CCJ

CCJ

CCJ

CJ OR CCJ

CJ OR CCJ

SEE NOTE 3

5' -6

1'

-8

1'-7 3/4" 1'-2 1/4"

HSS6X6X3/16

HSS6X6X3/16

HSS6X6X3/16

HSS6X6X3/16

S-101

SL

AB

"B " S

EE

S

C H

ED

'-1

1/

2"

SL

AB

"A " S

EE

S

C H

ED

'-0

'-1

1/

2"

BOLLARD

SEE CIVIL

DETAILS

SHEET

-4'-6"

2' -4

5'

-0

'-5

/4

2'-6" 1/2"

S-101

-2"-2"

BOLLARD

S-101

TYP

45.00°

TIRE GUIDE TYP

SEE 2/S-302

TIRE GUIDE TYP

SEE 2/S-302

RAMP

SEE CIVIL

DRAIN SEE

PLUMBING

DRAIN SEE

PLUMBING

DRAIN SEE

PLUMBING

DRAIN SEE

PLUMBING

DRAIN SEE

PLUMBING

5' -0

5' -9

/4

SEE 5/S103

TYPICAL

SEE NOTE 5

SEE NOTE 5

SEE NOTE 6

CJ CJ

1" SLAB RECESS

AT RESTROOMS

(SEE NOTE 7)

B

(OPTION 1)

MASONRY

VENEER

SEE ARCH

(BASE BID)

METAL SIDING

SEE ARCH

1/2" EXP JOINT

TOP W/ SEALANT

2'-6" 1/2"

1/ 4"

6" SLAB REINF W/

#3@ 12" OC BW

FLAT

2'-0"SLOPED

FLOOR SLAB

SEE PLAN FOR

SIZE & REINF

#3 TIES @ 12" OC

(2) #4 T&B 1'-6"

2' -8

7" 1'-5"

1/2" EJ

TOP WITH

SEALANT

RAMP

SEE CIVIL

#3x3'-0"

@ 18" OC

1'-6"

US Army Corps of Engineers Little Rock District

Drawing Ref.

No.

FEDCBA

LI

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F

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W at ki ns , I

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FOOTING SCHEDULE

MARK DESCRIPTION REINFORCING

F35 3'-6" x 3'-6" x 2'-8" (4) #5 BW T&B F45 4'-6" x 4'-6" x 2'-8" (5) #5 BW T&B F65 6'-6" x 6'-6" x 2'-8" (7) #5 BW T&B F85 8'-6" x 8'-6" x 2'-8" (9) #5 BW T&B

NORTH

SLAB SCHEDULE

SLAB DEPTH REINFORCING FIN FLR

TYPE "A" 8" #4@12" OC BW (1.5" CLEAR

FROM TOP OF SLAB)

VARIES

TYPE "B" 5" #3@18" OC BW (1.5" CLEAR

FROM TOP OF SLAB)

100'-0"

NOT TO SCALES-101

2 DETAIL - TYPICAL TIE-BAR

1" = 1'-0"S-101

3 SECTION

1" = 1'-0"S-101

4 SECTION

3/16" = 1'-0"S-101

1 FOUNDATION PLAN

1" = 1'-0"S-101

6 SECTION

1" = 1'-0"S-101

5 SECTION

A H

'-1

1"

'-0

'-3

2' -1

'-9

/4

2' -1

/4

4' -5

2' -4

'-0

'-6

/2

27'-10" 27'-10"

55'-8"

'-1

1/

2"

3'-5 1/4" 27'-10 3/4" 27'-10 3/4" 3'-5 1/4"

ROOF PURLINS PER PEMB MFR

PER PEMB MFR

ROOF PURLINS

PER PEMB MFR

ROOF PURLINS

PE

R

P

EM

B M

FR

R O

O F

PU

R

LI

N

S

EA

VE

S

TR

U T

EA

VE

S

TR

U T

EA

VE

S

TR

U T

EA

VE

S

TR

U T

EA

VE

S

TR

U T

EA

VE

S

TR

U T

EA

VE

S

TR

U T

EA

VE

S

TR

U T

EAVE STRUT EAVE STRUT

RAKE ANGLE RAKE ANGLE

RAKE ANGLE RAKE ANGLE

LO

W

R O

O F

'-4

H

IG

H R

O O

F

PO

R

TA

L

FR

AM

E

PO

R

TA

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AM

E

X-BRACING

PER PEMB MFR

RIGID FRAME

RIGID FRAME

RIGID FRAME

RIGID FRAME

LE

AN

-T O

F R

AM

E

HIP FRAME

HIP FRAME

FLAT TOP

RIGID FRAME LOW

TY

P

O

H D

O O

R S

S-303

S-303

PO

R

TA

L

FR

AM

E

PO

R

TA

L

FR

AM

E

PORTAL FRAME

62'-8"

C

AN

O

PY

B Y

PE

M

B M

FR

S

EE

AR

C H

F O

R S

IZ

E

D

A H

4' -5

'-1 1"

'-0

'-3

4' -5

C L

H

IG

H B

AY

R

ID

G

E

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AY

B

EA

M

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U N

W

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C H

AN

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PE

R P