Attachment 10 Pier Specifications.pdf

STRUCTURAL PLANS INDICATE ONLY THE APPROXIMATE LOCATION OF MECHANICAL,

ELECTRICAL AND OTHER EQUIPMENT, AS WELL AS THE RELATED AUXILIARY FRAMING

NECESSARY TO SUPPORT SUCH EQUIPMENT. THE FINAL POSITIONING OF THESE ITEMS

IS DEPENDENT UPON THE EQUIPMENT PROVIDED BY THE CONTRACTOR. THE

SUBCONTRACTORS AND CRAFTS IN THIS REGARD, AND PROVIDING NECESSARY

DIMENSIONS IN A TIMELY MANNER TO ALL PARTIES INVOLVED. THE CONTRACTOR SHALL

ROOF AND FLOOR MEMBERS. BRACING MUST BE FULLY EFFECTIVE UNTIL ROOF AND

FLOOR DEAD LOADS ARE IN PLACE.

CONCRETE GRADE WALLS SHALL BE TEMPORARILY BRACED IF BACKFILL IS ONLY ON

ONE SIDE OR BACK FILLED ON BOTH SIDES SIMULTANEOUSLY, WHERE REQUIRED, TO

PREVENT DEFLECTION, CRACKING OR FAILURE OF CONCRETE GRADE WALLS.

11.

12.

CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING WORK BETWEEN

PROVIDE TEMPORARY BRACING AS REQUIRED DURING THE ERECTION OF THE

15.

CONFLICTS: NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE

CODES: ALL MATERIALS AND WORK SHALL CONFORM TO THE REQUIREMENTS OF THE

IBC 2018 AND ASCE 7.

SUBSTITUTIONS: PROVIDE MANUFACTURER'S ICC REPORTS AND A LIST OF ALL PROPOSED

SUBSTITUTIONS TO THE CONTRACTING OFFICER FOR REVIEW BEFORE FABRICATION.

SIMILAR WORK: WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY

PART OF THE WORK, SUCH DETAILS SHALL BE THE SAME AS FOR SIMILAR WORK SHOWN

PIPES, DUCTS, SLEEVES, CHASES, ETC.: SHALL NOT BE PLACED IN SLABS, BEAMS, OR

WALLS UNLESS SPECIFICALLY SHOWN OR NOTED NOR SHALL ANY STRUCTURAL MEMBER

BE CUT FOR PIPES, DUCTS ETC., UNLESS SPECIFICALLY SHOWN. OBTAIN PRIOR WRITTEN

APPROVAL FROM THE CONTRACTING OFFICER FOR INSTALLATION OF ANY ADDITIONAL

EXCAVATIONS: LOCATE AND PROTECT UNDERGROUND OR CONCEALED CONDUIT,

PLUMBING OR OTHER UTILITIES WHERE NEW WORK IS BEING PERFORMED.

CONSTRUCTION LOADS: MATERIALS SHALL BE EVENLY DISTRIBUTED IF PLACED ON

FRAMED FLOORS OR ROOFS. LOADS SHALL NOT EXCEED THE ALLOWABLE LOADING

FOR THE SUPPORTING MEMBERS AND THEIR CONNECTIONS.

THE STRUCTURAL DRAWINGS ILLUSTRATE THE NEW STRUCTURAL MEMBERS, REFER

TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR NON-STRUCTURAL

ITEMS WHICH REQUIRE SPECIAL PROVISIONS DURING THE CONSTRUCTION OF

REFER TO ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS, SLOPES, DRAINS,

CURBS, PADS, EMBEDDED ITEMS, NON-BEARING PARTITIONS, ETC.

REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVE AND HANGERS FOR

PIPES, DUCTS AND EQUIPMENT.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

ON DRAWINGS.

STRUCTURAL MEMBERS.

GENERAL NOTES AND TYPICAL DETAILS IN CASE OF CONFLICT.

PIPES, DUCTS, ETC.

PROCEED WITH BACKFILLING OPERATIONS IN A SAFE AND UNIFORM MANNER. SEE13.

STRUCTURAL FRAME.

SPECIFICATIONS FOR REQUIREMENTS.

DO NOT SCALE DRAWINGS.14.

IT IS THE CONTRACTORS RESPONSIBILITY TO COMPLY WITH ALL APPLICABLE LOCAL

SAFETY REQUIREMENTS, AND ALL OSHA REQUIREMENTS.

16.

GENERAL NOTES

DESIGN REFERENCES:

ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.

ANIMAL AREAS.......................................................250 PSF

MECHANICAL AND

ELECTRICAL ROOMS.............................................150 PSF OR ACTUAL

EQUIPMENT WEIGHT

EQUIPMENT PLATFORMS......................................150 PSF

100 PSFALL OTHER AREAS

1.

A)

IBC 2018, INTERNATIONAL BUILDING CODE.B)

MINIMUM DESIGN LIVE LOADS:

FLOOR LIVE LOADS:

2.

A)

ROOF LIVE LOADS (TOP CHORD)..........................20 PSF

ROOF LIVE LOADS:B)

EXPOSURE

INT. PRESS. COEFF. GCpi

C

WIND LOADS:4.

± 0.18

RESPONSE ACCELERATION

RESPONSE ACCELERATION

SITE CLASS

SEISMIC DESIGN CATEGORY

Ss = 0.047g

SEISMIC LOADS:5.

D A

SHORT PERIOD SPECTRAL

1 SECOND SPECTRAL

S1 = 0.023g

DESIGN AND ANCHORAGE OF ALL NON-BUILDING COMPONENTS SHALL BE PER

ASCE 7 CHAPTER 13.

6.

RISK CATEGORY (STANCHION BARN)........................... II

RISK CATEGORY..............................................................II

1.00IMPORTANCE FACTOR

BASIC WIND SPEED (LAB)...............................................105 MPH

3.

ROOF SLOPE FACTOR, Cs ROOF THERMAL FACTOR, Ct

1.0

SNOW LOADS:

1.0

RISK CATEGORY............................................................. II

GROUND SNOW LOAD, Pg..............................................5 PSF

SLOPED ROOF SNOW LOAD, Ps

RAIN-ON-SNOW SURCHARGE

5.0 PSF

DOES NOT APPLY

ROOF EXPOSURE FACTOR, Ce..................................... 1.0 FLAT ROOF SNOW LOAD, Pf.......................................... 5.0 PSF

SNOW DRIFTS..................................................................DO NOT APPLY

DESIGN CRITERIA

ABV

ADDL

HT

HSH

HSB

HORIZ

HGR

HDR

HD

(H)

GR

GLB

GALV

GA

FTG

FS

FRMG

FOS

FOM

FOC

FN

FLR

FLG

FJ

FF

FDN

EW

ES

EQ

EN

EMBED

ELEV

ELEC

EL

EF

EA

(E)

DWL

DWG

DP

DO

DN

DIM

DIA

DF

DBL

CTRD

CSK

CP

CONT

CONST

CONN

CONC

COL

CLR

CL

CJ

CJ

CIP

CB

C

BTWN

BRG

BP

BOS

BOF

BN

BM

BLW

BLKG

BLK

(B)

AWS

ASSOCIATION

AWPA

TESTING AND MATERIALS

ASTM

ASD

ARCH

ASSOCIATION

APA

ALT

STEEL CONSTRUCTION

AISC

ADJ

WWF

WT

WPJ

WP

WD

W/O W/

WL

VSH

VERT

(V)

UON

UNO

UBC

TYP

TS

TOW

TOT

TOS

TOP

TOC

TO

TN

THRD

THK

TG

T AND B

(T)

STRUC

STL

STIFF

STGR

STD

SQ

SPEC

SOG

SIM

SHTHG

SEP

SECT

SCHED

SC

RF

REF

REQD

REINF

R P.T.

PP

PLYWD

PLCS

PL

PC

ORIG

OPP

OPNG

OH

OF

OC

NTS

NS

NO

NIC

MTL

MISC

MIN

MFR

MECH

MB

MAX

MATL

LT WT

LOC

LDGR

KP

JT

JST

IF

ABBREVIATIONS

AB ANCHOR BOLT ICC INTERNATIONAL CODE

COUNCILABOVE

ADDITIONAL

INSIDE FACEADJACENT

JOISTAMERICAN INSTITUTE OF

JOINT

KING POSTALTERNATE

LEDGERAMERICAN PLYWOOD

LOCATION

LIGHTWEIGHTARCHITECTURAL/ARCHITECT

MATERIAL

MAXIMUM

ALLOWABLE STRESS DESIGN

AMERICAN SOCIETY FOR

MACHINE BOLT

MECHANICALAMERICAN WOOD PRESERVERS

MANUFACTURER

MINIMUM

MISCELLANEOUS

AMERICAN WELDING SOCIETY

BOTTOM

METALBLOCK

NOT IN CONTRACTBLOCKING

NUMBERBELOW

NEAR SIDEBEAM

NOT TO SCALEBOUNDARY NAIL

ON CENTERBOTTOM OF FOOTING

OUTSIDE FACEBOTTOM OF STEEL

OPPOSITE HANDBASE PLATE

OPENINGBEARING

OPPOSITEBETWEEN

ORIGINALCAMBER

PRECASTCARRIAGE BOLTS

PLATE

CAST-IN-PLACE PLACES

CONSTRUCTION JOINT PLYWOOD

CEILING JOIST PARTIAL PENETRATION

CENTER LINE POST-TENSION

CLEAR RADIUS

COLUMN REINFORCEMENT

CONCRETE REQUIRED

CONNECTION REFERENCE

CONSTRUCTION ROOF

CONTINUOUS SHEAR CONNECTOR

COMPLETE PENETRATION SCHEDULE

COUNTER SINK

SECTIONCENTERED

SEPARATIONDOUBLE

SHEATHINGDOUGLAS FIR/LARCH

SIMILARDIAMETER

SLAB ON GRADE

DEEP

SPECIFICATION

DIMENSION

SQUARE

DOWN

STANDARD

DITTO (REPEAT)

STAGGERDRAWING

STIFFENERSDOWEL

STEELEXISTING

STRUCTURALEACH

TOPEACH FACE

TOP AND BOTTOM

ELEVATION TAPERED GIRDER

ELECTRICAL THICKNESS/THICK

ELEVATOR THREADED

EMBEDMENT TOENAIL

EDGE NAIL TOP OF

EQUAL OR EQUIVALENT TOP OF CONCRETE

EACH SIDE TOP OF PARAPET

EACH WAY TOP OF STEEL

FOUNDATION TOTAL

FINISHED FLOOR TOP OF WALL

FLOOR JOIST TUBE STRUCTURAL

FLANGE TYPICAL

FLOOR UNIFORM BUILDING CODE

FIELD NAIL UNLESS NOTED OTHERWISE

FACE OF CONCRETE UNLESS OTHERWISE NOTED

FACE OF MASONRY VERTICAL

FACE OF STUD VERTICAL

FRAMING VERTICAL SLOTTED HOLES

FAR SIDE WIND LOAD

FOOTING WITH

GAUGE

WITHOUT

GALVANIZED

WOOD

GLUED LAMINATED BEAM

WATER PROOF/WORK POINT

GRADE

WEAKENED PLANE JOINT

HORIZONTAL

WEIGHT

HOLDOWN

WELDED WIRE FABRIC

HEADER

HEIGHT

HORIZONTALLY SLOTTED HOLES

HIGH STRENGTH BOLT

HORIZONTAL

HANGER

CGS CENTER OF GRAVITY OF STEEL

GSN GENERAL STRUCTURAL NOTES

5/- INDICATES A SECTION OR DETAIL

THAT APPEARS ON THE SAME SHEET

AS THE REFERING INFORMATION.

EF EDGE FASTENER

FY YIELD STRENGTH

SCJ SHRINKAGE CONTROL JOINT

I.E. INSIDE FACE

87 EQUIVALENT BAR DIAMETERS FOR BOTTOM BUNDLES AND 113 EQUIVALENT

BAR DIAMETERS FOR TOP BUNDLES, WHERE THE EQUIVALENT DIAMETER IS

BASED UPON THE COMBINED AREAS OF THE BARS BUNDLED. LAP LENGTHS

FOR BARS IN BUNDLES OF 4 OR MORE BARS SHALL BE INCREASES AN

ADDITIONAL 11 PERCENT.

FOOTING OR COLUMNS UNLESS SPECIFICALLY DETAILED.

ADMIXTURES: REVIEWED BY CONTRACTING OFFICER, NO CALCIUM CHLORIDE.

THOROUGHLY CLEAN ALL CONCRETE SURFACES TO RECEIVE NEW CONCRETE.

LOCATION OF JOINTS SHALL BE REVIEWED BY THE CONTRACTING OFFICER. WAIT 48

ACTUAL DIMENSIONS: SLAB, WALL, BEAM AND COLUMN DIMENSIONS SHOWN ARE

ACTUAL DIMENSIONS NOT NOMINAL DIMENSIONS (i.e. A 4 INCH SLAB IS 4 INCHES

THICK, NOT 3-1/2 INCHES.)

INDIVIDUAL SPLICES OF BARS IN A BUNDLE SHALL BE STAGGERED AT LEAST

ALL LAP SPLICES ARE CLASS B UNLESS OTHERWISE NOTED ON PLANS.

WELDED REINFORCEMENT: NOT ALLOWED

PIPES, SLEEVES AND DUCTS: SHALL NOT BE PLACED IN WALLS, BEAMS, SLABS,

CHAMFER: 3/4 INCH ON EXPOSED CORNERS.

CONSTRUCTION JOINTS: HEAVY SANDBLAST (1/4 INCH AMPLITUDE MINIMUM) AND

iv) v)

J)

8.

9.

10.

11.

13.

PLANE JOINTS NOT SPECIFICALLY INDICATED ON THE DRAWINGS SHALL BE REVIEWED

BY THE CONTRACTING OFFICER PRIOR TO THE PLACING OF REINFORCEMENT.

SLAB-ON-GRADE JOINTS: LOCATION OF ALL CONSTRUCTION, CONTROL AND WEAKENED12.

HOURS BETWEEN POURS.

CORNER OF RECTANGULAR HOLES IN SLABS. PLACE BARS DIAGONALLY.

SPLICES IN OTHER BOTTOM REINFORCEMENT; STAGGER SPLICES FOR TOP

REINFORCEMENT SIMILARLY.

SLAB CORNERS: PROVIDE (2)-#4 X 4'-0" AT RE-ENTRANT CORNERS AND EACH

SPLICES (LAPS) U.N.O.

IN NO CASE SHALL LAPS BE LESS THAN 24 INCHES LONG.

STAGGER CONTINUOUS FOOTING BOTTOM SPLICES AT LEAST 6'-0" FROM

H)

I)

i) SEE TABLE A - GENERAL 2/S-501, FOR SCHEDULE OF TENSION LAP SPLICE

ii) iii)

LENGTHS.

THE SAME SIZE AND SPACING OF REINFORCEMENT AS SHOWN ON THE DRAWINGS

AND IN THE GENERAL NOTES.

COLUMN BEAM SHALL EXTEND TO WITHIN 2" OF THE FACE AND HAVE A 90 DEGREE

HOOK UNLESS OTHERWISE SHOWN.

REINFORCING BARS BUNDLED IN CONTACT TO ACT AS A UNIT IN A LAYER SHALL

NOT BE LESS THAN 1-1/2 TIMES THE NOMINAL DIAMETER OF THE REINFORCEMENT

OR 1-1/3 TIMES MAXIMUM SIZE AGGREGATE, NOR LESS THAN 1-1/2". NORMAL

DIAMETER FOR A UNIT OF BUNDLED BARS SHALL BE THE EQUIVALENT DIAMETER

OF THE COMBINED AREAS OF THE BARS BUNDLED.

CHAIRS, SPACERS AND SAND PLATES: AS REQUIRED TO MAINTAIN CONCRETE

VERTICAL REINFORCEMENT: SHALL BE DOWELED TO SUPPORTING MEMBERS WITH

HORIZONTAL REINFORCEMENT: ALL BARS ENDING AT THE FACE OF A WALL,

SPACING: CLEAR DISTANCE BETWEEN PARALLEL REINFORCEMENT OR PARALLEL

TACK WELDING, WELDING, HEATING OR CUTTING OF BARS: NOT PERMITTED U.N.O.

C)

D)

E)

F)

G)

315 AND ACI 318. SHOP DRAWINGS REVIEWED BY THE CONTRACTING

OFFICER BEFORE FABRICATION.

MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT:

MIN. COVER,

INCHES

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH

CONCRETE EXPOSED TO EARTH OR WEATHER:

NO. 6 THROUGH NO. 18 BAR

NO. 5 BAR, W31 OR D31 WIRE AND SMALLER

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH

GROUND:

SLABS, WALLS, JOISTS:

NO. 14 AND NO. 18 BAR

NO. 11 BAR AND SMALLER

BEAMS, COLUMNS:

PRIMARY REINFORCEMENT TIES:

REINFORCEMENT:

CAST-IN-PLACE CONCRETE (NON-PRESTRESSED). THE FOLLOWING

STIRRUPS, SPIRALS

6.

A) SHOP DRAWINGS, FABRICATION AND PLACING: SHALL CONFORM TO ACI

B)

1 1/2

1 1/2 3/4

1 1/2

ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, MAY BE

INCORPORATED IN THE CONCRETE DESIGN MIXES. A HIGH-RANGE WATER-REDUCING

(HRWR) ADMIXTURE CONFORMING ASTM C494, TYPE F OR G, MAY BE USED IN CONCRETE

MIXES PROVIDING THAT SLUMP DOES NOT EXCEED 9". AN AIR-ENTRAINING AGENT

CONFORMING TO ASTM C260 SHALL BE USED IN CONCRETE MIXES FOR THE EXTERIOR

A WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C494, USED IN STRICT

SURFACES EXPOSED TO COLD WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL BE

5.

6% ± 1% BY VOLUME.

COVER.

CEMENT

AGGREGATE

REINFORCEMENT

ASTM A - 706

ANCHOR BOLTS

ASTM A - 1557

THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM

COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE

MAXIMUM. THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF

ADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF).

ITEM OF

CONSTRUCTION

FOUNDATIONS/GRADE WALLS

MINIMUM OF SEVENTY PERCENT OF THE SPECIFIED 28-DAY STRENGTH FOR ANY

CONCRETE CONSTRUCTION REQUIRING SHORING, BRACING OR TO RECEIVE

MATERIALS:

CONCRETE STRENGTHS:

CONTINUOUS SPECIAL INSPECTION IS REQUIRED FOR DESIGN STRENGTHS EXCEEDING.

CONCRETE SHALL BE PROPORTIONED SUCH THAT 7-DAY STRENGTHS ARE A

REINFORCED CONCRETE

1.

2.

3.

4.

ASTM C - 150

ASTM C - 33

ASTM A - 615

REINFORCEMENT

ASTM A - 36

ANCHOR BOLTS

STRENGTH AGG SLUMP WATER/CEMENT

(PSI) (IN) (IN) (LB/LB)

4,000 1 4 0.57

SLABS-ON-GRADE........................... 4,000 1 4 0.57

MAT FOUNDATION........................... 4,000 1 3 0.45

2,500 PSI.

CONSTRUCTION LOADS.

GRADE 60 WELDED

HEADED MACHINE BOLTS

TYPE I I

CRUSHED ROCK

GRADE 60 TYPICAL

HOOKED ANCHOR BOLTS

ELECTRICAL CONDUIT IS NOT ALLOWED TO BE PLACED IN THE CONCRETE SLAB.15.

CONCRETE CURING: SEE SPECIFICATIONS.14.

1.

FOUNDATIONS

4. CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FOR EITHER

SURFACE WATER, GROUND WATER, OR SEEPAGE, IF REQUIRED.

5. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING,

SHEATHING, AND SHORING REQUIRED AND SHALL BE SOLELY RESPONSIBLE FOR ALL

EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING, AND PROTECTION OF

ADJACENT PROPERTY, STRUCTURES, STREETS, AND UTILITIES IN ACCORDANCE WITH

ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES.

6. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL

BEHIND RETAINING WALLS BEFORE CONCRETE OR GROUT HAS ATTAINED FULL DESIGN

STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS

BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHED FLOORS ARE COMPLETELY IN

PLACE AND HAVE ATTAINED FULL STRENGTH. CONTRACTOR SHALL PROVIDE FOR

DESIGN, PERMITS, AND INSTALLATION OF SUCH BRACING.

7. SUBGRADE PREPARATION AND FILL REQUIREMENTS

SUBGRADE PREPARATION FOR SLAB ON GRADE FLOORS SHALL CONSIST OF A)

REMOVING AT LEAST 2 FEET OF EXISTING MATERIAL, AND REPLACING WITH

COMPACTED NONEXPANSIVE BACKFILL MATERIAL, ANY ADDITIONAL FILL REQUIRED

TO REACH FINAL SUBGRADE ELEVATION BELOW THE BUILDING FLOOR SLAB SYSTEM

SHALL BE NONEXPANSIVE MATERIAL AS WELL. THE UPPER 6 INCHES OF EXISTING

SUBGRADE EXPOSED AFTER EXCAVATION OPERATIONS SHALL BE SCARIFIED,

MOISTENED, AND RECOMPACTED TO THE SAME DENSITY AS REQUIRED FOR

NONEXPANSIVE FILL. NONEXPANSIVE FILL SHALL BE PLACED IN CONTROLLED

LIFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS AND COMPACTED TO AT

LEAST 95 PERCENT OF LABORATORY MAXIMUM DENSITY AS DETERMINED IN

ACCORDANCE WITH ASTM D 1557.

TESTING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL ENSUREB)

THAT THE SUBGRADE, FILL, AND BACKFILL MATERIAL ARE PROPERLY COMPACTED.

THE FOLLOWING FREQUENCIES OF TESTING SHALL BE INCLUDED IN THE CONTRACT

AS A MINIMUM:

i) IN-PLACE DENSITY OF THE SUBGRADE, FILLS AND BACKFILLS SHALL BE

PERFORMED FOR EVERY 5000 SQUARE FEET PER LIFT, WITH 3 MIN PER LIFT IN

ACCORDANCE WITH ASTM D 1556 OR ASTM D 6938.

ii) OPTIMUM MOISTURE AND LABORATORY MAXIMUM DENSITY OF NONEXPANSIVE

FILL AND BACKFILL SHALL BE PERFORMED FOR EVERY 500 CUBIC YARDS OR

WHEN ANY CHANGE IN MATERIAL OCCURS.

EXTERIOR GRADING ADJACENT TO BUILDING SHALL BE SLOPED AWAY FROMC)

THE STRUCTURE A MINIMUM OF 5 PERCENT FOR THE FIRST 10 FEET. RUNOFF

FROM THE ROOF SHALL BE ADEQUATELY DISCHARGED AWAY FROM THE

FOUNDATION EDGES. IN NO CASE SHALL WATER BE ALLOWED TO POND ADJACENT

TO THE BUILDING.

8. FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON

DRAWINGS. SOIL ENCOUNTERED AT THESE DEPTHS SHALL BE APPROVED BY

THE CONTRACTING OFFICER.

9. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE

MECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH THE SOILS REPORT

AND APPROVED BY THE INSPECTOR.

ALL ABANDONED UTILITIES, ETC. SHALL BE REMOVED. NEW FOOTINGS

MUST EXTEND INTO UNDISTURBED SOILS.

MAT SLAB SHALL BE SUPPORTED ON NATURAL GRADE OR COMPACTED FILL

PER THE RECOMMENDATIONS OF THE FOUNDATION AND PAVEMENT DESIGN ANALYSIS.

SOILS INFORMATION BASED ON "GEOTECHNICAL ENGINEERING STUDY - IMPROVEMENTS

TO THE KNIPLIN-BUSHLAND U.S. LIVESTOCK INSECTS RESEARCH LABORATORY (KBUSLIRL)

SITE, KERRVILLE, TEXAS", BY ARIAS GEOPROFESSIONALS, JOB NO. 2018-933, DATED

MAY 29, 2019 (REVISED JULY 3, 2019), SUPPLIMENTAL LETTER 2 DATED APRIL 21, 2020

MAT FOUNDATIONS ARE DESIGNED BASED ON THE FOLLOWING INFORMATION:

ALLOWABLE BEARING * = 2500 PSF

2.

PASSIVE EARTH PRESSURE = 1500 PSF

-GRADE REACTION = 100 PCI

* ALLOWABLE BEARING MAY NOT BE INCREASED BY 1/3 FOR WIND AND SEISMIC

LOAD CASES.

3. FOOTING SHALL BEAR ON FIRM SELECT FILL SOILS. MINIMUM DEPTH OF FOOTINGS

BELOW LOWEST ADJACENT FINAL GRADE SHALL BE 18". MINIMUM WIDTH OF FOOTING

SHALL BE 12".

MODULUS OF HORIZONTAL SUB

MAT SLAB

12.

13.

A) FLOOR SLAB CONTROL JOINTS AND CONSTRUCTION JOINTS SHALL BE

PLACED AS SHOWN ON THE SLAB PLANS.

14. RETAINING WALL

LATERAL EARTH ACTIVE PRESSURE = 60 PCFA)

FOUNDATION BACKFILL SHALL BE COMPACTED IN ACCORDANCE WITH THE

GROTECHNICAL REPORT AND APPROVED BY THE GEOTECHNICAL ENGINEER.

16.

REFER TO THE GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION.17.

SOIL WORK SHALL BE OBSERVED AND TESTED BY THE GEOTECHNICAL ENGINEER

DURING GRADING, EXCAVATION, FOUNDATION CONSTRUCTION AND OTHER

EARTH-RELATED CONSTRUCTION PHASE OF THE PROJECT.

15.

LATERAL AT REST EARTH PRESSURE = 100 PCFB)

10.

11.

PROVIDE 2'-0" MINIMUM IMPORTED SELECT FILL BELOW MAT FOUNDATION, COMPACT18.

COMPACTED TO NOT LESS THAN 98% OF MAX DENSITY ACCORDING TO ASTM D 1557.

MINIMUM BEARING DEPTH = 1'-6", BOTTOM OF MAT SLAB SHALL BE 1'-6"

BELOW TOP OF FINISHED FLOOR.

SEE GEOTECHNICAL SUPPLEMENTAL LETTER #3 BY ARIAS GEOPROFESSIONALS19.

DATED JANUARY 10, 2020 FOR DRILLED PIER DESIGN AND CAPACITY INFORMATION.

AND SUPPLIMENTAL LETTER 3 DATED OCT 8, 2020.

318 SECTION 6.4 AND THE TYPICAL CONSTRUCTION JOINT DETAILS SHOWN ON

THE STRUCTURAL DRAWINGS.

CHIPS, OR OTHER FOREIGN MATTER PRIOR TO PLACING ADJACENT CONCRETE.

ALL CONSTRUCTION JOINTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI

ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED TO REMOVE DUST,

CONSTRUCTION JOINTS

1.

2.

CONCRETE SURFACES TO RECEIVE NEW CONCRETE. LOCATION OF JOINTS SHALL

HEAVY SANDBLAST (1/4 INCH AMPLITUDE MINIMUM) AND THOROUGHLY CLEAN ALL 3.

S

A D

U

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

RESEARCH LABORATORY

A-E FIRM USDA

FACILITIES DIVISION

FACILITIES ENGINEERING BRANCH

5601 SUNNYSIDE AVENUE

BELTSVILLE, MD. 20705-5100

KNIPLING-BUSHLAND U.S. LIVESTOCK INSECTS

Research

Agricultural

Service

J. DELAY

K. LOHMEYER

C. MATHER

DR. WURZBERGER

D. DE LA PAZ

08-07-24

A. MAGINNIS

A. MAGINNIS

B994 STANCHION BARN

GENERAL NOTES

S-001

119927.02

NO. DATE BY DESCRIPTION

A 07-10-23 50% CONTRUCTION DOCUMENTS

B 09-11-23 95% CONSTRUCTION DOCUMENTS

C 10-20-23 100% CONTRACT DOCUMENTS

D 08-07-24 REVISED PER BIDDER RFI

D

D patrick.finley TX Stamp

SPECIAL INSPECTIONS AND TESTING IN ACCORDANCE WITH IBC CHAPTER 17 ARE

ARE APPROVED, ON-SITE INSPECTIONIS NOT REQUIRED BUT A CERTIFICATE OF

SEISMIC FORCE RESISTING SYSTEMS SUBJECT TO SPECIAL INSPECTIONS AND

TESTIING INCLUDING:

DESIGNATED SEISMIC SYSTEMS, DEFINED IN THE IBC SECTION 1702 AS

ARCHITECTURAL, ELECTRICAL AND MECHANICAL SYSTEMS AND THEIR COMPONENTS

COMPONENT IMPORTANCE FACTOR Ip GREATER THAN ONE, ARE SUBJECT TO

SPECIAL INSPECTION AND TESTING. CERTIFICATION, AS DESCRIBED IN ASCE 7-16

SECTION 13.2.2, SHALL BE PROVIDED FOR ACTIVE MECHANICAL AND ELECTRICAL

A COMPONENT IMPORTANCE FACTOR OF 1.5. THE SPECIAL INSPECTOR SHALL VERIFY

A. ANCHORAGE OF ELECTRICAL EQUIPMENT FOR EMERGENCY OR STANDBY POWER

SYSTEMS.

COLLECTORS.CORRECTION.

EQUIPMENT THAT MUST OPERABLE FOLLOWING THE DESIGN EARTHQUAKE GROUND

B. INSTALLATION AND ANCHORAGE OF PIPING SYSTEMS DESIGNED TO CARRY

HAZAEDOUS MATERIALS AND THEIR ASSOCIATED MECHANICAL UNITS.

REQUIRED FOR THE ITEMS INDICATED IN THE TABLE ON THE SHEET. IF FABRICATIORS

COMPLETION MUST BE PROVIDED TO THE CONTRACTING OFFICER (IBC 1704.2.5.2).

A. PEMB - MOMENT FRAMES AND ROD BRACING, FRAME ANCHORAGE AND

THAT REQUIRE DESIGN IN ACCORDANCE WITH ASCE 7-16 CHAPTER 13 AND HAVE A

MOTION AND FOR COMPONENTS WITH HAZARDOUS SUBSTANCES AND ASSIGNED

THAT THE LABEL, ANCHORAGE OR MOUNTING CONFORMS TO THE CERTIFICATE OF

COMPLIANCE.

ARCHITECTURAL COMPONENTS: PERIODIC SPECIAL INSPECTION SHALL BE PROVIDED

DURING THE ERECTION AND FASTENING OF EXTERIOR CLADDING, INTERIOR AND

EXCEPTIONS AS NOTED IN THE IBC SECTION 1705.12.5. CERTICIFATION, AS DESCRIBED

IN ASCE 7-16 SECTION 13.2.1, SHALL BE PROVIDED FOR ACHITECTURAL COMPONENTS,

SUPPORTS AND ATTACHMENTS. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE

ANCHORAGE OF ACCESS FLOORS.

EXTERIOR NON-BEARING WALLS AND INTERIOR AND EXTERIOR VENEER WITH

MECHANICAL AND ELECTRICAL COMPONENTS: PERIODIC SPECIAL INSPECTION IS

REQUIRED FOR:

C. INSTALLATION AND ANCHORAGE OF DUCTWORK DESIGNED TO CARRY

HAZAEDOUS MATERIALS.

D. INSTALLATION AND ANCHORAGE OF VIBRATION ISOLATION SYSTEMS.

SPECIAL INSPECTION AND TESTING REPORTS, IN ACCORDANCE WITH IBC SECTION

1704.2.4, SHALL BE SUBMITTED TO THE CONTACTING OFFICER.

EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A SEISMIC FORCE

RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR COMPONENT LISTED IN THE

STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A WRITTEN STATEMENT OF

RESPONSIBILITY TO THE CONTRACTING OFFICER PRIOR TO THE COMMENCEMENT

OF WORK ON TH SYSTEM OR COMPONENT. THE WRITTEN STATEMENT SHALL BE IN

ACCORDANCE WITH IBC SECTION 1704.4.

2. INSPECT ANCHORS CAST IN

CONCRETE.

PERIODIC

SPECIAL

INSPECTION

ACI 318 CH.

20, 25.2, 25.3, 26.5.1-26.5.3

IBC

REFERENCE

TABLE 1 - REQUIRED SPECIAL INSPECTIONS

AND TESTS (IBC 2018)

SCHEDULE OR SPECIAL INSPECTION

1. INSPECTION TASKS PRIOR TO BOLTING: (AISC 360 TABLE N5.6-1)

A. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR

FASTENER MATERIALS

B. FASTENERS MARKED IN ACCORDANCE WITH ASTM

REQUIREMENTS

C. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL

GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE

EXCLUDED FROM SHEAR PLANE)

D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

E. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE

FAYING SURFACE CONDITION AND HOLE PREPARATION, IF

SPECIFIED, MEET APPLICABLE REQUIREMENTS

F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION

PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER

ASSEMBLIES AND METHODS USED

G. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS

AND OTHER FASTENER COMPONENTS

2. INSPECTION TASKS DURING BOLT: (AISC 360 TABLE N5.6-2)

A. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN

ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS

REQUIRED

B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO

THE PRETENSIONING OPERATION

C. FASTENER COMPONENT NOT TURNED BY THE WRENCH

REVENTED FROM ROTATING

D. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE

RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS

(RCSC) SPECIFICATION, PROGRESSING SYSTEMATICALLY

FROM THE MOST RIGID POINT TOWARD THE FREE EDGES

3. INSPECTION TASKS AFTER BOLT (AISC 360 TABLE N5.6-3)

A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED

CONNECTIONS

4. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND

WASHERS:

A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION

DOCUMENT

B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED

X

X

X

X

X

X

X

X

X

X

X

X

X

X X

X X X

X X X X

X

X X

REFERENCED

STANDARD

1. INSPECT REINFORCEMENT AND VERIFY

PLACEMENT.

CONCRETE CONSTRUCTION:

(IBC TABLE 1705.3)

FABRICATORS (IBC 1704.2.5)

TYPE

CONTINUOUS

SPECIAL

INSPECTION

X

3. INSPECT ANCHORS POST-INSTALLED IN

HARDENED CONCRETE MEMBERS.

A. ADHESIVE ANCHORS INSTALLED IN

HORIZONTALLY OR UPWARDLY

INCLINED ORIENTATIONS TO RESIST

SUSTAINED TENSION LOADS.

B. MECHANICAL ANCHORS AND

ADHESIVE ANCHORS NOT DEFINED

IN 3A.

4. VERIFY USE OF REQUIRED DESIGN MIX.

X

X

X

X

1908.4

1904.1, 1904.2, 1908.2, 1908.3

X

ACI 318: 17.8.2

ACI 318: 7.8.2.4

ACI 318: 17.8.2

ACI 318 CH 19,

26.4.3, 26.4.4

5. PRIOR TO CONCRETE PLACEMENT,

FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP

AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF

THE CONCRETE.

6. INSPECT CONCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES.

7. VERIFY MAINTENANCE OF SPECIFIED

CURING TEMPERATURE AND

TECHNIQUES.

8. INSPECT FORMWORK FOR SHAPE,

LOCATION AND DIMENSIONS OF THE

CONCRETE MEMBER BEING FORMED.

1. VERIFY MATERIALS BELOW SHALLOW

FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING

CAPACITY.

2. VERIFY EXCAVATIONS ARE EXTENDED

TO PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL.

3. PERFORM CLASSIFICATION AND

TESTING OF COMPACTED FILL

MATERIALS.

4. VERIFY USE OF PROPER MATERIALS,

DENSITIES AND LIFT THICKNESSES

DURING PLACEMENT AND COMPACTION

OF COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED

FILL, INSPECT SUBGRADE AND VERIFY

THAT SITE HAS BEEN PREPARED

PROPERLY.

X

X

SOILS: (IBC TABLE 1705.6)

X

X

X

X

X

X

X

1908.10

ACI 318:

26.4.7-26.4.9

ASTM C 172,

ASTM C 31

ACI 318: 26.4.5,

26.12

1908.6, 1908.7, 1908.8

ACI 318: 26.4.5

ACI 318:

26.10.1(b)

1908.9

X

X

X

X

X

X

X

X

F. CONFIGURATION AND FINISH OF ACCESS HOLES

G. FIT-UP OF FILLET WELDS

I. DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

II. CLEANLINESS (CONDITION OF STEEL SURFACES)

III. TACKING (TACK WELD QUALITY AND LOCATION)

2. INSPECTION TASKS DURING WELDING: (AISC 360 TABLE N5.4-2)

A. USE OF QUALIFIED WELDERS

B. CONTROL AND HANDLING OF WELDING CONSUMABLES

I. PACKAGING

II. EXPOSURE CONTROL

C. NO WELDING OVER CRACKED TACK WELDS

D. ENVIRONMENTAL CONDITIONS

I. WIND SPEED WITHIN LIMITS

II. PRECIPITATION AND TEMPERATURE

E. WPS FOLLOWED

I. SETTINGS ON WELDING EQUIPMENT

II. TRAVEL SPEED

III. SELECTED WELDING MATERIALS

IV. SHIELDING GAS TYPE/FLOW RATE

V. PREHEAT APPLIED

VI. INTERPASS TEMPERATURE MAINTAINED (MIN. / MAX.)

VII. PROPER POSITION (F, V, H, OH)

F. WELDING TECHNIQUES

I. INTERPASS AND FINAL CLEANING

II. EACH PASS WITHIN PROFILE LIMITATIONS

III. EACH PASS MEETS QUALITY REQUIREMENTS

3. INSPECTION TASKS AFTER WELDING (AISC 360 TABLE N5.4-3)

A. WELDS CLEANED

B. SIZE, LENGTH AND LOCATION OF WELDS

C. WELDS MEET VISUAL ACCEPTANCE CRITERIA

I. CRACK PROHIBITION

II. WELD/BASE-METAL FUSION

III. CRATER CROSS SECTION

IV. WELD PROFILES

V. WELD SIZE

VI. UNDERCUT

VII. POROSITY

D. ARC STRIKES

E. k-AREA VISUAL INSPECTION OF WEB FOR CRACKS WITHIN 3

INCHES OF WELD.

F. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)

G. REPAIR ACTIVITIES

H. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT

OR MEMBER

4. STRUCTURAL STEEL AND COLD-FORMED STEEL DECK WELDS

A. COMPLETE JOINT PENETRATION (CPJ) GROOVE WELDS

B. MULTIPASS FILLET WELDS

C. SINGLE-PASS FILLET WELDS > 5/16"

D. PLUG AND SLOT WELDS

E. SINGLE-PASS FILLET WELDS < 5/16"

F. FLOOR AND ROOF DECK WELDS

STRUCTURAL STEEL BOLTING:

PERFORM

FOR EACH

WELD

OBSERVE ON

RANDOM

BASIS

STRUCTURAL STEEL WELDING:

X X

X X

X

1. INSPECTION TASKS PRIOR TO WELDING: (AISC 360 TABLE N5.4-1)

A. WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE.

B. MANUFACTURER'S CERTIFICATIONS FOR WELDING

CONSUMABLES AVAILABLE.

C. MATERIAL IDENTIFICATION (TYPE/GRADE)

D. WELDER IDENFICATIONS SYSTEM.

E. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

I. JOINT PREPARATION

II. DIMENSIONS (ALIGNMENT, ROOT OPNG, ROOT FACE,

BEVEL)

III. CLEANLINESS (CONDITIONOF STEEL SURFACES)

IV. TACKING (TACK WELD QUALITY AND LOCATION)

V. BACKING TYPE AND FIT (IF APPLICABLE)

SPECIAL INSPECTIONS

TASK

TABLE 2 - REQUIRED SPECIAL INSPECTIONS AND

TESTS (AISC 360-11)

1. INSPECT DRILLING OPERATIONS AND

MAINTAIN COMPLETE AND ACCURATE

RECORDS FOR EACH ELEMENT

2. VERIFY PLACEMENT LOCATIONS AND

PLUMBNESS, CONFIRM ELEMENT

DIAMETERS, BELL DIAMETERS (IF

APPLICABLE), LENGTHS, EMBEDMENT INTO

BEDROCK (IF APPLICABLE) AND ADEQUATE

END-BEARING STRATA CAPACITY. RECORD

CONCRETE OR GROUT VOLUMES.

3. FOR CONCRETE ELEMENTS, PERFORM

TESTS AND ADDITIONAL SPECIAL

INSPECTIONS IN ACCORDANCE WITH

SECTION 1705.3.

CAST-IN-PLACE DEEP FOUNDATION

ELEMENTS: (IBC TABLE 1705.8)

X

X

PERIODIC

SPECIAL

INSPECTION

IBC

REFERENCE

REFERENCED

STANDARD

CONTINUOUS

SPECIAL

INSPECTION

THE PEMB SHALL BE A MANUFACTURER'S STANDARD PREFABRICATED METAL

PRE-ENGINEERED METAL BUILDING (PEMB) NOTES

1.

STRUCTURE CONFIGURED PER THE ARCHITECTURAL DRAWINGS, EXCEPT AS

NOTED. RIGID FRAMES SHALL BE SPACED AS SHOWN IN THE DRAWINGS, BUT

OVERALL DIMENSIONS AND CONSTRUCTION DETAILS MAY VARY TO SUIT

MANUFACTURER'S STANDARD DESIGN.

A CERTIFICATE TO VERIFY COMPLIANCE WITH AISC SHALL BE SUBMITTED.2.

THE DIMENSIONAL TOLERANCES APPLICABLE TO HOT-ROLLED STEEL UNDER

THE AISC "STANDARD MILL PRACTICE" SECTION SHALL BE REQUIRED IN THE

FABRICATION OF THE STEEL BUILDING FRAMES.

THE PEMB FRAME SHALL BE DESIGNED TO LIMIT THE LATERAL DEFLECTION3.

IN ACCORDANCE WITH THE SPECIFICATION SECTION 13 34 19.

A COMPLETE DESIGN ANALYSIS SHOWING ALL CALCULATIONS OF THE STRUCTURE4.

FOR WIND AND SEISMIC LOADS AND A LAYOUT OF ANCHOR BOLTS AND OTHER

EMBEDDED ITEMS SHALL BE SUBMITTED FOR APPROVAL WITH MAIN MEMBERS,

TYPICAL CONNECTIONS (SHOWING BOLT HOLES AND WELDS), AND ERECTION

DRAWINGS. BOTH THE DESIGN ANALYSIS AND PEMB DRAWINGS SHALL BE SEALED

BY A PROFESSIONAL ENGINEER LISCENSED IN THE STATE OF TEXAS.

THE PEMB SHALL BE DESIGNED TO SUPPORT ALL ELECTRICAL EQUIPMENT AND5.

ALL OTHER SUCH DEVICES AS NEEDED. ADDITIONAL MEMBERS SHALL BE PLACED

IN CONVENIENT LOCATIONS FOR ATTACHMENT OF ALL EQUIPMENT AND

APPURTENANCES.

CONTRACTOR SHALL COORDINATE BETWEEN PEMB MANUFACTURER AND6.

OTHER TRADES FOR INTERFACING AND APPURTENANCE ATTACHMENTS.

CONTRACTOR SHALL COORDINATE LOCATION AND FASTENING REQUIREMENTS7.

FOR FOUNDATION ANCHORING AND PEMB COLUMNS.

LOAD COMBINATIONS AND DESIGN STRESSES SHALL COMPLY WITH AISC8.

SPECIFICATIONS, IBC REQUIREMENTS AND DESIGN CRITERIA SPECIFIED ON

ALL PEMB ANCHOR BOLTS SHALL BE DESIGNED AND FURNISHED BY THE9.

PEMB CONTRACTOR. ANCHOR BOLTS SHALL BE DESIGNED BY A PROFESSIONAL

FURNISHED BY THE PEMB MANUFACTURER AND THE REACTIONS PROVIDED

ON THE DRAWINGS. THE ANCHOR BOLT DESIGN ANALYSIS SHALL BE SUBMITTED

FOR APPROVAL.

THE FOUNDATION SHOWN ON THE DRAWINGS ARE BASED ON DESIGN10.

REACTIONS GENERATED IN-HOUSE. THE ACTUAL REACTIONS SHALL BE

SUBMITTED BY THE PEMB SUPPLIER/DESIGNER FOR REVIEW AND APPROVAL

PRIOR TO CONSTRUCTION. ANY REQUIRED MODIFICATIONS TO THE

FOUNDATION SYSTEM TO MEET THE REQUIRED REACTIONS SHALL BE MADE

THIS SHEET.

AT THAT TIME.

ENGINEER LISCENED IN THE STATE OF TEXAS FOR THE FRAME REACTIONS

DRILLED PIERS FOUNDATIONS ARE DESIGNED BASED ON THE FOLLOWING INFORMATION:

CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING SHEATHING,

AND SHORING REQUIRED AND SHALL BE SOLELY RESPONSIBLY FOR ALL EXCAVATION

PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY,

STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITHALL NATIONAL, STATE, AND

LOCAL SAFETY ORDINANCES.

ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND

RETAINING WALLS BEFORE CONCRETE OR GROUT HAS ATTAINED FULL DESIGN STRENGTH.

CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW GRADE FROM

LATERAL LOADS UNTIL ATTACHED FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED

FULL STRENGTH. CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMITS, AND INSTALLATION OF

SUCH BRACING.

MINIMUM SHAFT DIAMETER: = 24 IN

DIFFICULTIES DUE TO WATER MAY BE REDUCED IF THE PIERS ARE CAST IMMEDIATELY AFTER

INSPECTION. ANY WATER SHALL BE PUMPED FROM THE EXCAVATIONS AND THE CONCRETE

PLACED IN THE DRY EXCAVATION. GROUNDWATER SHALL BE ANTICIPATED DURING OPERATIONS, THEREFORE, THE CONTRACTOR SHALL HAVE TEMPORARY STEEL CASINGS AND PUMPS AT THE

JOB SITE PRIOR TO CONSTRUCTION OF DRILLING PIERS.

FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON

DRAWINGS. SOIL ENCOUNTERED AT THESE DEPTHS SHALL BE APPROVED BY CONTRACTING

OFFICER.

FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE

MECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH THE SOILS REPORT AND

APPROVED BY THE CONTRACTING OFFICER.

ALL ABANDONED UTILITIES, ETC. SHALL BE REMOVED. NEW FOUNDATIONS MUST EXTEND INTO

UNDISTURBED SOILS.

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

ALL DRILLED PIER EXCAVATIONS SHALL BE INSPECTED BY THE CONTRACTING OFFICER

TO VERIFY THE DEPTH OF THE EXCAVATION AND THAT THE DESIRED PENETRATION INTO

NATURAL SOILS IS ACHIEVED. DRILLED PIERS SHALL BE AT NO SHALLOWER THAN 715.0

FEET (NGVD) THE CONTRACTOR SHALL HIRE A TESTING LAB AND A LICENSED ENGINEER

* 1/3 INCREASE NOT ALLOWED FOR WIND OR SEISMIC LOADING.

FOR THIS PURPOSE TO VERIFY THAT THE ANTICIPATED STRATUM HAS BEEN HIT AND TO

RECORD VERIFICATION INDEPENDENT OF THE FOUNDATION CONTRACTOR IN A PIER LOG

BEARING THE LICENSED ENGINEER'S SIGNATURE. THE GOVERNMENT MAY ALSO PROVIDE

INSPECTION, BUT THIS DOES NOT RELIEVE CONTRACTOR OF RESPONSIBILITY FOR THE

INDEPENDENT INSPECTION. CONTRACTOR SHALL LOG START AND END TIMES FOR

DRILLING, STEEL PLACEMENT, AND CONCRETE PLACEMENT.

ALLOWABLE SKIN FRICTION:

8 FT BELOW (E) GRADE TO

35 FT BELOW (E) GRADE:

= 1 KSF *

OVERNIGHT PRECAUTIONS SHALL BE TAKEN DURING THE INSTALLATION OF PIERS TO THE

AS POSSIBLE AFTER DRILLING AND INSPECTION; THE HOLES SHALL NOT BE LEFT OPEN

DRILLING AN ADJACENT HOLE. PIER EXCAVATIONS SHALL BE FILLED WITH CONCRETE AS SOON

A CLEAR DISTANCE OF AT LEAST TWO BELL DIAM SHALL BE MAINTAINED BETWEEN INDIVIDUAL

PIERS. CLOSELY SPACED PIERS NOT MEETING THE SPACING ABOVE, SHALL BE DRILLED AND

POSSIBILITY OF CAVING.

SOILS INFORMATION BASED ON "GEOTECHNICAL ENGINEERING STUDY - IMPROVEMENTS

TO THE KNIPLIN-BUSHLAND U.S. LIVESTOCK INSECTS RESEARCH LABORATORY (KBUSLIRL)

SITE, KERRVILLE, TEXAS", BY ARIAS GEOPROFESSIONALS, JOB NO. 2018-933, DATED

MAY 29, 2019 (REVISED JULY 3, 2019), SUPPLIMENTAL LETTER 2 DATED APRIL 21, 2020

FOUNDATION: "DRILLED PIERS"

FILLED ALTERNATELY, ALLOWING THE CONCRETE TO SET AT LEAST EIGHT HOURS BEFORE

IF KARST FEATURE IS ENCOUNTERED DURING CONSTRUCTUION OR PILOT HOLE DRILLING,

CONTRACTOR SHALL NOTIFY GEOTECHNICAL ENGINEER TO EVALUATE POTENTIAL IMPACTS

11.

ON THE PROPOSED CONSTRUCTION.

ALLOWABLE END BEARING: = 10 KSF

PILOT HOLES SHALL BE PERFORMED AT EACH PIER LOCATION TO A MINIMUM DEPTH OF 10 FEET12.

BELOW THE EXPECTED PIER TIP.

AND SUPPLIMENTAL LETTER 3 DATED OCT 8, 2020.

S

A D

U

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

RESEARCH LABORATORY

A-E FIRM USDA

FACILITIES DIVISION

FACILITIES ENGINEERING BRANCH

5601 SUNNYSIDE AVENUE

BELTSVILLE, MD. 20705-5100

KNIPLING-BUSHLAND U.S. LIVESTOCK INSECTS

Research

Agricultural

Service

J. DELAY

K. LOHMEYER

C. MATHER

DR. WURZBERGER

D. DE LA PAZ

08-07-24

A. MAGINNIS

A. MAGINNIS

B994 STANCHION BARN

GENERAL NOTES - SHEET 2

S-002

119927.02

NO. DATE BY DESCRIPTION

A 07-10-23 50% CONTRUCTION DOCUMENTS

B 09-11-23 95% CONSTRUCTION DOCUMENTS

C 10-20-23 100% CONTRACT DOCUMENTS

D 08-07-24 REVISED PER BIDDER RFI

D

D

5 4 3 2 1

B

B.2

B.4

B.7

C

B.3

22 2 2 2

(TYP.)

30.00°

(T Y

P

TYP.

7.00° (TYP.)

8' - 0"

8' - 0"

S-501

A

B.5

6 6

6 6

24' - 0" 24' - 0" 24' - 0" 24' - 0"

TYP.

TYP.

12' - 0"

5.9 24' - 0" 24' - 0" 24' - 0" 3' - 0" 21' - 0"

WORKING BARN

STANCHION BARN

TYP.

S-502

TYP. AT COLUMN

S-502

S-502

TYP. BETWEEN COLUMNS

T H

IC

K

C U

R B x

T H

IC

K

C U

R B x

S-502

SIM.

S-502

S-502

S-502

S-502

SIM.

SIM.

BASE BIDBID OPTION

8"

TOP OF DRILLED PIER EL. 101'-0"

24' - 0"

9' - 10"

" 1

99" 9"

(TYP.)

THICK CURB

1' - 8" x8"

THICK CURB

1' - 8" x8"

6' - 4" 3' - 8" 4' - 10" 3' - 6"

1' - 6"

S

A D

U

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

RESEARCH LABORATORY

A-E FIRM USDA

FACILITIES DIVISION

FACILITIES ENGINEERING BRANCH

5601 SUNNYSIDE AVENUE

BELTSVILLE, MD. 20705-5100

KNIPLING-BUSHLAND U.S. LIVESTOCK INSECTS

Research

Agricultural

Service

J. DELAY

K. LOHMEYER

C. MATHER

DR. WURZBERGER

D. DE LA PAZ

08-07-24

A. MAGINNIS

A. MAGINNIS

B994 STANCHION BARN

FOUNDATION PLAN

S-101

119927.02

1/8" = 1'-0"1

FOUNDATION PLAN

1. TOP OF MAT SLAB EL. 100'-0". SEE CIVIL FOR

ELEVATION RELATIVE TO SEA LEVEL.

2. FOR TYPICAL CONCRETE DETAILS SEE SHEET

S-501.

3. SEE ARCH DWGS FOR ADDITIONAL DIMENSIONS.

4. PRIOR TO POURING FOUNDATION CONCRETE,

COORDINATE FLOOR DRAINS, OPENINGS,

DEPRESSIONS AND SLOPES WITH ARCHITECTURAL

AND MECHANICAL DRAWINGS.

5. COORDINATE SIZE AND LOCATION OF MECH AND

ELEC HOUSEKEEPING PADS. VERIFY PAD SIZE WITH

ACTUAL EQUIPMENT FURNISHED PRIOR TO PAD

CONCRETE POUR.

6. SUBGRADE SHALL BE PREPARED PER THE

GEOTECHNICAL ENGINEERING STUDY.

7. CONTRACTOR HAS OPTION TO INSTALL ENTRY

STOOPS AS A SECOND CONCRETE POUR. IF THIS

OPTION IS EXERCISED, RE-ENTRANT CORNER BARS

SHALL BE OMITTED.

8. PROVIDE 2'-0" MINIMUM IMPORTED SELECT FILL

BELOW MAT FOUNDATION, COMPACTED TO NOT

LESS THAN 98% OF MAX DENSITY ACCORDING TO

ASTM D 1557.

9. PREPARE SLAB FOR PLACEMENT PER THE

GEOTECHNICAL REPORT. SEE DETAIL 9/S-501 FOR

FURTHER GUIDANCE.

10. OMIT PERIMETER CURB IN STANCHION BARN AT ALL

PEDESTRIAN DOOR AND OVERHEAD DOOR

THRESHOLDS.

11. FOR TYPICAL 4" AND 6" WIDE BY 8" HIGH CURBS SEE

1/S-502. FOR TYPICAL 8" WIDE BY 8" HIGH CURBS,

SEE 2/S-502. FOR TYPICAL 20" WIDE BY 8" HIGH

CURBS SEE 3/S-502.

GENERAL NOTES

SHEET KEYNOTES

1 18" THICK MAT SLAB REINFORCED WITH #6 AT 12"

O.C., E.W., TOP AND BOTTOM.

2 (2) #7 HAIRPINS WRAPPED AROUND ANCHOR BOLT

GROUP AT 2 1/2" AND 5" BELOW TOP MAT AND

DEVELOPED 10'-0" AS SHOWN (TYP. EACH FRAME

COLUMN).

3 GROUND FLOOR SLOPE CRICKETS SLOPED TO

DRAINS. MAINTAIN 18" THICKNESS OF SLAB AT WHOLE

BUILDING FOOTPRINT. SEE MECHANICAL DRAWINGS

FOR DRAIN.

4 TRENCH DRAIN. SEE DETAIL 11/S-501.

5 PRE-ENGINEERED METAL BUILDING COLUMNS (TYP.)

BY MANUFACTURER.

6. WIND POST AT GABLE END (BY MANUFACTURER).

7. 24" DIAMETER REINFORCED CONCRETE DRILLED PIER

REINFORCED WITH (10) #6 BARS AND #3 COLUMN TIES

AT 12" O.C. SEE DETAIL 5/S-501 FOR TYPICAL DRILLED

PIER INFORMATION. TOP OF DRILLED PIER LEVATION

1'-0" UNLESS NOTED OTHERWISE. CAISSONS TO BE

DRILLED TO A DEPTH OF 25'-0" BELOW GRADE.

8. CONSTRUCTION JOINT (SEE 8/S-501).

9. INTERRUPT 20" WIDE CURBS 9" FROM COLUMN

CENTERLINE AND USE 4" CURB (ALONG COL. LINES 1

AND 5) OR 6" CURB (ALONG COL. LINES B AND C)

ALONG PERIMETER FOR VENEER SUPPORT. AFTER

STEEL PLACEMENT, IN-FILL U-SHAPED COLUMN

POCKET TO 100'-8" ELEVATION WITH UNREINFORCED

CONCRETE.

10. USE FELT BETWEEN MAT SLAB AND DRILLED PIER AT

JOINT.

11. 18" THICK MAT SLAB REINFORCED WITH #7 AT 16" O.C.

TOP AND BOTTOM. FIELD VERIFY THAT ALL

DIMENSIONS ARE SUITABLE FOR CHOSEN PENNING

SYSTEM.

12. THE MATCH LINE BETWEEN COL. LINES 5.9 AND 6

DELINEATES BETWEEN THE BASE BID AND

BID OPTION SCOPES OF WORK.

13. RE-ENTRANT CORNER BARS. SEE DETAIL 6 ON S-501.

0 2' 4' 8' 16'

NORTH

NO. DATE BY DESCRIPTION

A 07-10-23 50% CONTRUCTION DOCUMENTS

B 09-11-23 95% CONSTRUCTION DOCUMENTS

C 10-20-23 100% CONTRACT DOCUMENTS

D 08-07-24 REVISED PER BIDDER RFI

D

"D d b

6db*O R3" M

IN

135° HOOK

BAR SIZE D'

1 1/2"

2"

1/2"

#3

#4

#5

"D" d b

90° HOOK

* PROVIDE 10db EXTENSIONS IN LIEU OF 6db AT ALL FRAME COLUMNS, GIRDERS, SHEAR WALLS AND

SHEAR

WALL BOUNDARY MEMBERS.

TIES & STIRRUPS HOOKS

ONLY

TYPICAL COLUMN

BAR OFFSET"D"

d b d b

U .N

.O d b

OR 2 1/2"

STANDARD HOOKS

90° HOOK180° HOOK

40 DIA IN MASONRY

30 DIA. IN

CONCRETE

2'-0" MIN. U.N.O.

TYP. COMPRESSION LAP

SPLICE

BAR SIZE "D"

6d

8d

10d

#3 THRU #8

#9 THRU #11

#14 THRU #18

NOTE:

FOR TENSION SPLICE

SEE X/S-XXX.

4db MIN.

"D b b b

BAR DESCRIPTION

AND LOCATION IN

STRUCTUTE

BAR WITH

SPACING > 2 x d

CLEAR COVER >d

OR BEAM & COLUMN

BARS WITH

SPACING > d

CLEAR COVER > d b b b b

OTHER CASES

TOP

BOTTOM

TOP

BOTTOM

CONCRETE

STRENGTH

psi

BAR SIZE

LAP CLASS

#3 #4 #5 #6 #7 #8 #9

A B A B A B A B A B A B A B

1'-7"

1'-3"

2'-1"

1'-7"

2'-1"

1'-7"

2'-9"

2'-4"

2'-7"

2'-0"

3'-5"

2'-7"

3'-1"

2'-5"

4'-1"

3'-1"

4'-6"

3'-6"

5'-11"

4'-6"

5'-2"

4'-0"

6'-9"

5'-2"

5'-10"

4'-6"

7'-7"

5'-10"

2'-4"

1'-10"

3'-1"

2'-4"

3'-1"

2'-5"

2'-9"

3'-1"

3'-11"

3'-0"

5'-1"

3'-11"

4'-8"

3'-7"

6'-1"

4'-8"

6'-9"

5'-3"

8'-10"

6'-9"

7'-9"

6'-0"

10'-1"

7'-9"

8'-9"

6'-9"

11'-4"

8'-9"

NOTES:

1.

2.

3.

4.

d

USE THIS TABLE FOR BAR SPLICES UNLESS SPECIFICALLY DETAILED

AND DIMENSIONED ON PLANS.

THIS SCHEDULE IS NOT APPLICABLE TO DUCTILE MONENT FRAME

MEMBERS RESISTING SEISMIC FORCES.

FOR TENSION DEVELOPMENT LENGTHS "L ", USE CLASS "B" SPLICE

LENGTHS.

ALL SPLICES SHALL BE CLASS "B" UNLESS NOTED OTHERWISE ON

PLANS.

5.

6.

7.

8.

TOP BARS ARE HORIZONTAL REINFORCEMENT WITH MORE THAN

12" OF CONCRETE CAST BELOW BAR.

BOTTOM BARS ARE VERTICAL BARS, ALL HORIZONTAL WALL

REINFORCEMENT, AND HORIZONTAL REINFORCEMENT WITH LESS

THAN 12" OF CONCRETE CAST BELOW BARS.

COVER DESIGNATES CLEAR CONCRETE COVER FROM SPLICED

BAR TO FACE OF MEMBER, SPACING DESIGNATES CLEAR

DIMESION BETWEEN SPLICED BARS.

SHEARWALLS WITH TWO CURTAINS OF REINFORCING SHALL NOT

HAVE EACH CURTAIN OF HORIZONTAL BARS SPLICED AT SAME

LOCATION.

GRADE 60

GRADE 60

REINFORCED CONCRETE

SLAB. SEE FOUNDATION

PLAN FOR THICKNESS.

VAPOR

BARRIER

4" COMPACTED FREE

DRAINING GRANULAR

MATREIAL

COMPACTED

SUBGRADE PER

FOUNDATION

GENERAL NOTES

11'-0" M

IN.

8'-0" MIN.

'-0

M

IN

(8) #5 AT 12" O.C.

TOP

#5 AT 12" O.C.

BOTTOM

NOTE:

PROVIDE AT ALL SLAB

CORNERS UNO, TYP.

T.O.C.

EL. = RE: PLAN

CONC. PAD, SEE PLUMBING

MECHANICAL AND

ELECTRICAL DRAWINGS

FOR SIZE AND LOCATION#4 AT

18" O.C.

ROUGHEN SURFACE OF

SLAB BEFORE POURING

PAD

C O

O R

D

IN

A T

E w

A

R C

H D

W G

S

A T

H O

U S

E K

E E

P

IN

G P

A D

C L R

6" MIN.

#4 AT 18" O.C.

BENT DOWELS

A N

D M

E C

H D

W G

S

STANCHION FLOOR

100' - 0"

1' - 0"

V A

R

IE

S

PRE-MANUFACTURED

TRENCH DRAINS (SEE

PLUMBING DRAWINGS)

TOP OF SLAB (SEE STRUCT AND

ARCH PLANS FOR SLOPE LINES)

TYPICAL SIZE

AND SPACING OF

MAT SLAB REBAR

#7 (CONT.) (TYP.)

#7 AT 16" O.C.

NOTE: COORDINATE ALL TRENCH DRAIN CONCRETE VOID DIMENSIONS WITH MANUFACTURER.

5'-11"5'-11"

2" 2"

(6) #5 x 4'-0" REBAR @ 6" O.C.

(3) AT 2" CLR TOP AND (3) AT

3" CLR BOTT OF SLAB

2"

RE: PLAN

C L R

M

IN

3" CLEAR, TYP.

TIES, RE: PLAN

TIES, RE: PLAN

PIER SHAFT

RE: PLANS

T.O. FIN GRADE

5/

3'

/2

8 1/

2 5 6"

1/

2"

C L R

NOTES:

1. TEMPORARY CASINGS MAY BE REQ'D FOR CONSTRUCTION. SEE

GEOTECHNICAL REPORT.

RE: PLAN

(4) TIES AT 3" O.C.

'-0

(E

S T

IM

A

T E

D

RE: PLANS

T.O. CONC. PIER EL.

6"

'-0

MAX.

4' - 0"

M A

X

4'

2" CLR, TYP

(2) #6 BARS AT T&B

OF SLAB, TYPICAL

(1) #6 BAR AT T&B.

EXTEND TRIMMER

BARS 2'-6" BEYOND

SIDES OF OPENING

OR AS FAR AS

POSSIBLE & HOOK

NOTES:

1.

2.

3.

2'

- 6

2'

- 6

THIS DETAIL APPLIES TO CIRCULAR AND RECTANGULAR

OPENINGS.

PROVIDE EXTRA BARS (NOT SHOWN) PARALLEL TO SIDES OF

OPENING EQUAL TO AREA OF INTERRUPTED SLAB BARS,

EXTEND FULL LENGTH OF SPAN.

THIS DETAIL IS TYPICAL AT OPENINGS UP TO 4'-0" MAX.

DIMENSIONS UNLESS NOTED OTHERWISE ON PLANS.

T /3

T /3 T

1/8"

1/8" 1 43 / 12 8"

3/4"

FIRST POUR SECOND POUR

#5 x 3'-0" AT 36"

CENTER AT JOINT SLAB REINFORCING

WHERE APPLICABLE

CONTINUOUS SLAB REINF.

THRU JOINT

NOTE:

TO BE LOCATED IN MIDDLE 1/3

OF SPAN, AS CLOSE TO MID-SPAN

AS POSSIBLE. LOCATION SUBJECT

TO APPROVAL OF THE CONTRACTING

OFFICER.

S

A D

U

DATE

PROJECT NO.

MERRICK PROJECT NO.

DESIGNER

DRAWN BY

PROJECT MANAGER

REAL PROPERTY

SAFETY & HEALTH

PPM

EPM

REVISIONS

RESEARCH LABORATORY

A-E FIRM USDA

FACILITIES DIVISION

FACILITIES ENGINEERING BRANCH

5601 SUNNYSIDE AVENUE

BELTSVILLE, MD. 20705-5100

KNIPLING-BUSHLAND U.S. LIVESTOCK INSECTS

Research

Agricultural

Service

J. DELAY

K. LOHMEYER

C. MATHER

DR. WURZBERGER

D. DE LA PAZ

08-07-24

A. MAGINNIS

A. MAGINNIS

B994 STANCHION BARN

TYPICAL CONCRETE SECTIONS AND

DETAILS

S-501

119927.02

N.T.S.1

TYPICAL REINFORCING BAR BENDS

N.T.S.2

SPLICE TABLE A - GENERAL

N.T.S.9

TYP. EARTHWORK DETAIL UNDER MAT SLAB

N.T.S.4

TYPICAL SLAB CORNER REINF

N.T.S.10

TYPICAL HOUSEKEEPING PAD

1" = 1'-0"11

TRENCH DRAIN SECTION

0 3" 6" 12" 24"

N.T.S.6

TYP REENTRANT CORNER REINFORCING

N.T.S.5

DRILLED PIER

N.T.S.3

SUPPLIMENTAL REINF AT SMALL OPNG

N.T.S.8

TYPICAL MAT SLAB CONSTRUCTION JOINT

NO. DATE BY DESCRIPTION

A 07-10-23 50% CONTRUCTION DOCUMENTS

B 09-11-23 95% CONSTRUCTION DOCUMENTS

C 10-20-23 100% CONTRACT DOCUMENTS

D 08-07-24 REVISED PER BIDDER RFI

D