Atch 6_USDA Ames IFC Volume 1 Dwgs 3 of 6.pdf

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C STANLEY CONSULTANTS

www.stanleyconsultants.com

225 Iowa Avenue, Muscatine, Iowa 52761-3764

USDA NATIONAL CENTERS FOR ANIMAL HEALTH

MYCOBACTERIOLOGY LABORATORY RELOCATION

AMES, IOWA

27100.10

STRUCTURAL NOTES AND LEGENDS

SHEET 1

SG1 0

AL BICKFORD

ML MARTZ

NJ PIERSON

INTERNATIONAL CODE COUNCIL, INC.

BUILDING CODE: INTERNATIONAL BUILDING CODE (IBC) 2015; PUBLISHED BY

(WHERE APPLICABLE) HAS ACHIEVED DESIGN STRENGTH:

LATERAL STABILITY UNTIL THESE COMPONENTS ARE COMPLETELY INSTALLED AND CONCRETE

STABILITY SYSTEM. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED FOR

COMPONENTS OF THE BUILDING STRUCTURE FORM A PART OF THE BUILDING LATERAL

THE BUILDING STEEL STRUCTURE IS NOT A SELF-SUPPORTING FRAME. THE FOLLOWING

PUBLISHED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION.

ALLOWABLE STRESS DESIGN (ASD) LOAD AND RESISTANCE FACTOR DESIGN (LRFD) 2010;

STEEL DESIGN CODE: AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS,

ACI 318-14; PUBLISHED BY AMERICAN CONCRETE INSTITUTE.

CONCRETE DESIGN CODE: BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE,

PUBLISHED BY AMERICAN SOCIETY OF CIVIL ENGINEERS.

ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES;

BUILDING STABILITY:

STRUCTURAL DESIGN CRITERIA:

ROOF LIVE LOADS: 20 PSF

FLOOR LIVE LOADS:

ROOF SNOW LOAD:

WIND DESIGN DATA:

EARTHQUAKE DESIGN DATA:

A.

PENTHOUSE FLOOR: 200 PSF

GROUND FLOOR: 150 PSF.

CRAWL SPACE FLOOR: 100 PSF.UNIFORM LIVE LOAD:

GROUND SNOW LOAD (Pg): 25 PSF

FLAT ROOF SNOW LOAD (Pf): 24 PSF

SNOW EXPOSURE FACTOR (Ce): 1.0

SNOW IMPORTANCE FACTOR (I): 1.2

THERMAL FACTOR (Ct): 1.0

A.

B.

C.

D.

E.

B.

D.

G.

WIND EXPOSURE: C

ZONE WIDTH A: 9 FT

WALL ZONE 5: 46.321 PSF

WALL ZONE 4: 37.636 PSF

ROOF ZONE 3: 95.860 PSF

ROOF ZONE 2: 63.692 PSF

ROOF ZONE 1: 37.958 PSF

SEE ASCE 7 FOR ADJUSTMENTS FOR OVERHANGS AND OTHER EFFECTIVE AREAS.)

(ALL PRESSURES ARE (+/-) AND ARE BASED ON 10 SF EFFECTIVE AREA -

COMPONENTS AND CLADDING PRESSURE:

19.

FIELD MEASUREMENT NOTES:

AS DETAILED.

ON SHOP DRAWINGS ARE COMPATIBLE WITH EXISTING CONNECTIONS AND ARE CONSTRUCTIBLE

OF EXISTING STRUCTURAL STEEL CONNECTIONS TO ENSURE NEW CONNECTION DETAILS SHOWN

CONTRACTOR'S STRUCTURAL STEEL DETAILER SHALL MAKE NECESSARY FIELD MEASUREMENTS 2.

CONFIRMATION OF DIMENSIONS BY FIELD MEASUREMENTS SHALL BE BORNE BY CONTRACTOR.

FABRICATION. COSTS FOR MODIFICATIONS OF NEW CONSTRUCTION, DUE TO LACK OF

DIMENSIONS SHOWN ON DRAWINGS AND TO PROVIDE DIMENSIONS NOT SHOWN, PRIOR TO

ALL NECESSARY FIELD MEASUREMENTS OF EXISTING STRUCTURES AND EQUIPMENT TO VERIFY

ALL DIMENSIONS OF EXISTING CONSTRUCTION ARE APPROXIMATE; CONTRACTOR SHALL MAKE 1.

GENERAL STRUCTURAL SYMBOLS

DECK SPAN

METAL DECKSLAB CONTROL JOINT

SLAB CONSTRUCTION JOINT

SLOPESLOPE ARROW

SLAB EXPANSION JOINT

DECK SPAN

GUARDRAIL

S

DS

D1

S

C.

RISK CATEGORY: IV

E.

F.

BUILDING ENCLOSURE: ENCLOSED

GUST EFFECT FACTOR: 0.85

TOPOGRAPHIC FACTOR, (Kzt): 1.0

ANCHOR BOLT (AB)

(EXPANSION ANCHOR, UNO)

MECHANICAL ANCHOR (MA)

ADHESIVE ANCHOR (AA)

RISK CATEGORY: IV

F.

1.

2.

3.

6.

8. STRUCTURAL STEEL: SEE SPECIFICATION 05 10 00.

CONCRETE COMPRESSIVE STRENGTH: 4500 PSI AT 28 DAYS.9.

10. REINFORCING STEEL: ASTM A615, GRADE 60.

11. WELDED WIRE FABRIC: ASTM A185.

12.

ALLENDER BUTZKE ENGINEERS (ABE), DATED NOVEMBER 30, 2017, AND ADDENDUM DATED MAY 30, 2018.

REQUIRED SAFE NET ALLOWABLE SOIL BEARING PRESSURE: 2000 PSF PER GEOTECHNICAL REPORT BY

13. FROST DEPTH: 3.5 FEET, PER GEOTECHNICAL REPORT BY ABE.

15.

16.

17.

18.

BASIC WIND SPEED (3 SEC GUST): 120 MPH

A.

A. RISK CATEGORY: IV

B. SEISMIC IMPORTANCE FACTOR (I): 1.5

C. SHORT PERIOD SPECTRAL RESPONSE ACCELERATION (S ): 0.06g

D. 1 SECOND SPECTRAL RESPONSE ACCELERATION (S ): 0.043g

E. SITE CLASS: C

F. SHORT PERIOD SPECTRAL RESPONSE PARAMETER (S ): 0.048g

G. 1 SECOND SPECTRAL RESPONSE PARAMETER (S ): 0.049g

H. SEISMIC DESIGN CATEGORY (SDC): A

I. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE

J.

FOR SEISMIC RESISTANCE/STEEL ORDINARY CONCENTRICALLY BRACED FRAMES.

BASIC SEISMIC-FORCE-RESISTING SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED

K. RESPONSE MODIFICATION FACTOR (R): 3.0

L. SEISMIC RESPONSE COEFFICIENT (C ): 0.024

1.

A. CONCRETE SLABS WHICH FUNCTION AS HORIZONTAL DIAPHRAGMS.

B. ROOF/FLOOR DECK WHICH FUNCTION AS HORIZONTAL DIAPHRAGMS.

GENERAL NOTES

FOR GENERAL LEGEND AND ABBREVIATIONS, SEE "GG" DRAWINGS.2.

ALL SYMBOLS SHOWN ON THIS LEGEND MAY NOT APPEAR ON THIS SET OF DRAWINGS.1.

CONCRETE NOTES:

TO ENGINEER ANY EVIDENCE OF DAMAGED CONDITIONS.

PROCESS. INSPECT CONCRETE TO REMAIN AT DEMOLITION LIMITS AND REPORT

EXISTING CONCRETE TO REMAIN SHALL NOT BE DAMAGED BY CONCRETE REMOVAL

BY USE OF HAND HELD JACK HAMMERS.

ALONG LINE OF REMOVAL TO WEAKEN CONCRETE AND THEN REMOVE CONCRETE

EXISTING REINFORCING, REMOVE CONCRETE BY PRE-DRILLING SERIES OF HOLES

LIMITATIONS FOR EQUIPMENT OR WHERE NOT PERMITTED DUE TO RETENTION OF

WHERE SAW CUTTING THROUGH ENTIRE SECTION IS NOT POSSIBLE DUE TO SPACE

OVER CUTTING BY SAW AT CORNERS IS NOT PERMITTED.

(3" DIA MINIMUM) CONCRETE AT CORNER PRIOR TO SAW CUTTING.

WHERE LIMITS OF CONCRETE REMOVAL FORM A CORNER, CORE DRILL

CONTRACTOR'S EXPENSE.

DEMOLITION PROCESS SHALL BE CUT AND MECHANICALLY SPLICED AT

BY DEMOLITION PROCESS. DAMAGED BARS OR BARS BENT EXCESSIVELY BY

EXISTING REINFORCING BARS THAT ARE TO BE RETAINED SHALL NOT BE DAMAGED

AND EXTEND INTO SUBSEQUENT NEW CONCRETE CONSTRUCTION.

THICKNESS OF CONCRETE UNLESS EXISTING REINFORCING IS SHOWN TO REMAIN

INITIATE REMOVAL BY SAW CUT. SAW CUTS MAY BE MADE THROUGH ENTIRE

PERFORM REMOVAL AS FOLLOWS:

AT LIMITS OF CONCRETE TO BE REMOVED WHERE EXISTING CONCRETE IS TO REMAIN,

CONCRETE DEMOLITION NOTES:

ROUGHEN SURFACE BEFORE PLACING CONCRETE FOR HORIZONTAL SECTION.

FOR SLABS, BEAMS OR GIRDERS SUPPORTED THEREON. REMOVE LAITANCE AND

HOURS, OR UNTIL CONCRETE IS NO LONGER PLASTIC, BEFORE CONCRETE IS PLACED

CONCRETE IN VERTICAL COLUMNS OR WALLS SHALL BE IN PLACE A MINIMUM OF TWO

SHOP DRAWINGS.

APPROVED BY THE ENGINEER PRIOR TO PREPARATION OF REINFORCING STEEL

PROVIDED THE RELOCATION, ADDITION, OR DELETION OF CONSTRUCTION JOINTS IS

CONSTRUCTION JOINTS AS SHOWN MAY BE VARIED TO SUIT PLACING SEQUENCE

SHOWN OTHERWISE.

KEYWAY DIMENSIONS: DEPTH 1-1/2"; WIDTH ONE-THIRD THAT OF MEMBER UNLESS

WITHSTAND LOADING AND UNTIL REQUIRED SHORING AND BRACING HAVE BEEN INSTALLED.

CONCRETE SHALL NOT BE LOADED UNTIL IT HAS ATTAINED SUFFICIENT STRENGTH TO SAFELY

DURING CONSTRUCTION.

CONTRACTOR IS RESPONSIBLE FOR PREVENTION OF FLOATATION OF STRUCTURES

BY OWNER.

DO NOT PLACE CONCRETE UNTIL REINFORCING STEEL PLACEMENT HAS BEEN VERIFIED

MAXIMUM LENGTH OF CONCRETE PLACEMENT IN ANY DIRECTION, UNLESS SHOWN OTHERWISE:

APPROVAL OF OWNER.

ON SLABS. LOCATIONS OF CONSTRUCTION CRANES ON SITE ARE SUBJECT TO

CONSTRUCTION CRANE OR OTHER HEAVY ERECTION EQUIPMENT WILL NOT BE PERMITTED

7 DAYS AFTER SLAB IS PLACED.

CAUSE VIBRATION OR SETTLEMENT OF THE SUPPORTING SOIL STRATA FOR AT LEAST

DO NOT PERFORM ANY OPERATIONS NEAR GROUND FLOOR SLAB PLACEMENT WHICH COULD

LEAST 7 DAYS AFTER SLAB IS PLACED.

DO NOT PLACE LOADS WITHIN 6 FEET OF CONSTRUCTION JOINT IN SLABS FOR AT

WITH ASTM A123 AND ASTM A386 AS APPLICABLE.

ANCHOR BOLTS, SHALL BE HOT-DIP GALVANIZED AFTER FABRICATION IN ACCORDANCE

ALL METAL FABRICATIONS EMBEDDED IN CONCRETE, OTHER THAN REINFORCING AND

HORIZONTAL LOCATION TO MATCH STEEL OR EQUIPMENT BOLT PATTERN.

CONCRETE. ACCURATELY POSITION BOLTS TO ASSURE CORRECT VERTICAL AND

PROVIDE SETTING TEMPLATES TO POSITION ANCHOR BOLTS PRIOR TO PLACING

ENGINEER'S APPROVAL.

PIPE AND PIPE SLEEVES FOR PIPES ARE NOT SHOWN. FINAL LOCATION SUBJECT TO

FLOOR UNLESS SHOWN OTHERWISE.

MAKE SLEEVES IN WALLS FLUSH AND EXTEND SLEEVES IN FLOORS 4" ABOVE TOP OF

PROVIDE PIPE SLEEVE FOR ALL PIPES AND CONDUITS THAT PASS THROUGH CONCRETE.

SLAB HAS BEEN INSTALLED AND ALL CONCRETE HAS ATTAINED 100% OF DESIGN STRENGTH.

UNLESS NOTED OTHERWISE, DO NOT BACKFILL TUNNELS, VAULTS OR PIT WALLS UNTIL TOP

DESIGN STRENGTH.

TOP OF WALL HAS BEEN INSTALLED COMPLETE AND ALL CONCRETE HAS ATTAINED 100% OF

UNLESS NOTED OTHERWISE, DO NOT BACKFILL BASEMENT WALLS UNTIL FLOOR SUPPORTING

1. REMOVE CONCRETE TO LIMITS SHOWN.

2.

A.

B.

C.

D.

E.

1. EXPOSED CONCRETE CORNER CHAMFER: 1" UNLESS SHOWN OTHERWISE.

2.

3. ALL CONSTRUCTION JOINTS SHALL HAVE KEYWAYS UNLESS SHOWN OTHERWISE.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14. FOUNDATION WALLS SHALL BE ADEQUATELY BRACED DURING CONSTRUCTION.

15.

16.

17.

A. SLABS: 50 FEET.

B. OTHER SECTIONS: 50 FEET.

18.

19.

REINFORCING STEEL NOTES:

ENGINEER. CUTTING OF REINFORCING BARS NOT PERMITTED.

ENGINEER'S APPROVAL AND ADD EXTRA REINFORCING BAR IF REQUESTED BY

SHIFT REINFORCING BARS TO CLEAR ANCHOR BOLTS AND EMBEDDED ITEMS; OBTAIN

OTHERWISE BY ENGINEER.

OR MECHANICALLY CONNECT ALL #14 AND LARGER BAR SPLICES UNLESS APPROVED

LAP OR MECHANICALLY CONNECT ALL #11 AND SMALLER BAR SPLICES AND WELD

CONCRETE REINFORCEMENT."

CONFORM WITH ACI 318 AND ACI STANDARD FOR "DETAILS AND DETAILING OF

OTHERWISE.

REINFORCING SHALL BE CONTINUOUS THROUGH CONSTRUCTION JOINTS UNLESS SHOWN

1.

2. REINFORCING SHALL BE CONTINUOUS AROUND ALL CORNERS UNLESS SHOWN OTHERWISE.

3.

4.

5. TERMINATE ALL REINFORCING STEEL AT EXPANSION JOINTS UNLESS SHOWN OTHERWISE.

6.

7.

TACK WELDING TO REINFORCING BARS IS NOT PERMITTED.

REINFORCING STEEL NOTES (continued):

#8

#9

70 78 87

#10 #11

102 113

#4

#5

#6

#7

BAR SIZE

TOP BARS

OTHER BARS

#3

SHOWN ON DRAWINGS, USE MINIMUM LENGTH SHOWN IN THE FOLLOWING TABLE.

MINIMUM BAR SPLICE LAP LENGTH SHALL BE AS SHOWN. WHERE LAP LENGTH IS NOT

MINIMUM SPLICE LAP LENGTH IN INCHES

REINFORCING BAR

CONCRETE, UNCOATED BARS AND FOLLOWING:

CLASS B SPLICE FOR fy = 60,000 PSI, f'c = 4000 PSI, NORMAL WEIGHT

CLEAR SPACING OF BARS 2 BAR DIA AND COVER BAR DIA, OR

ACI CODE MINIMUM.

STIRRUPS OR TIES THROUGHOUT LAP NOT LESS THAN

CLEAR SPACING OF BARS DIA BAR AND COVER DIA BAR, AND

THAN 12" OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.

TOP BARS ARE DEFINED AS HORIZONTAL BARS PLACED SO THAT MORE

SUPPORTS AND BOTTOM REINFORCING MAY BE SPLICED OVER OR NEAR SUPPORTS.

IN SLABS AND BEAMS MAY BE SPLICED IN MIDDLE ONE-HALF OF SPAN BETWEEN

LOCATE SPLICES WHERE SHOWN. WHERE NO SPLICES ARE SHOWN, TOP REINFORCING

ENGINEER.

REINFORCING BAR SPLICES PERMITTED ONLY WHERE SHOWN OR APPROVED BY

MINIMUM CONCRETE COVER SPECIFIED UNLESS SHOWN OTHERWISE.

FOR SLAB REINFORCING BARS, PLACE BARS SPANNING IN THE SHORT DIRECTION WITH

CIRCULAR OPENINGS UNLESS SHOWN OTHERWISE.

ALL RECTANGULAR OPENINGS AND AT 45 DEGREES TO MAIN REINFORCING FOR

PROVIDE ONE #4 X 4'-6" EXTRA DIAGONAL REINFORCING EACH FACE AT CORNERS OF

OTHERWISE.

PERPENDICULAR PROJECTION OF ROUND OPENING ON REINFORCING BAR UNLESS SHOWN

MINIMUM OF 2'-0" BEYOND EDGE OF RECTANGULAR OPENING AND BEYOND

PROVIDE ONE #4 EXTRA REINFORCING ALONG OPENING EDGE EACH FACE; EXTEND BARS

APPROVED BY ENGINEER.

SHOWN OTHERWISE. 180 DEGREE HOOKS ARE AN ACCEPTABLE ALTERNATE WHERE

ALL BARS INDICATED AS BEING BENT SHALL HAVE STANDARD 90 DEGREE HOOKS UNLESS

RE-ENTRANT CORNER.

FLANGE TIP OF STEEL COLUMNS PENETRATING FLOOR SLAB AND AT EACH

PROVIDE ONE #4 X 4'-6" EXTRA DIAGONAL REINFORCING TOP BAR IN SLABS AT EACH

SPLICE LAP LENGTH UNLESS SHOWN OTHERWISE.

HORSEPOWER SHALL BE INCREASED 30 PERCENT OVER THAT LISTED IN TABLE FOR BAR

MINIMUM BAR SPLICE LAP LENGTH OF HEAVY MACHINE FOUNDATIONS LARGER THAN 100

OF WIRES PLUS 2" WHICHEVER IS GREATER.

SPLICE LAP LENGTH FOR WELDED WIRE FABRIC SHALL BE NOT LESS THAN 6" OR SPACING

8.

A.

1)

2)

B.

9.

10.

11.

12.

13.

14. EXTRA REINFORCING SHALL BE IN ADDITION TO REINFORCING SHOWN OR NOTED.

15.

16.

17.

18.

UNLESS SHOWN OTHERWISE

HAIRPIN SIZE

UPPER 1/3 OF ANCHOR BOLT EMBEDMENT (8" MAXIMUM).

SPACE HAIRPINS, ALONG BOLT, 1-1/2" FROM SURFACE AND AT 3" ON CENTER AROUND

3/4" DIAMETER. EXTEND LEGS OF HAIRPIN THE STANDARD EMBEDMENT LENGTH.

PROVIDE EXTRA HAIRPIN REINFORCING AROUND ALL ANCHOR BOLTS LARGER THAN

SIZE AS COLUMN, PIER, OR WALL REINFORCING UNLESS SHOWN OTHERWISE.

PROVIDE REINFORCING BAR DOWELS IN FOOTINGS OF THE SAME NUMBER, SPACING AND

D > 12"

-1/8", +3/8"

COVER

SPECIFIED

GREATER

1-1/2" OR

D 12"

3/8"

3/4"

TOLERANCE

-1/8", +1/4"

+ TOLERANCE

SPECIFIED COVER

D

EXPOSED TO EARTH OR WEATHER.

WEATHER; 3" WHEN DEPOSITED AGAINST EARTH; 3/4" FOR WALLS AND SLABS NOT

EXCEPTIONS; 2" FOR #6 BARS AND LARGER FOR CONCRETE EXPOSED TO EARTH OR

REINFORCING CONCRETE COVER UNLESS OTHERWISE SHOWN: 1 1/2" WITH FOLLOWING

RELATIVE TO FORMED OR UNFORMED CONCRETE SURFACE:

CONCRETE REINFORCEMENT SHALL BE PLACED WITHIN FOLLOWING TOLERANCE

SIZE CHAIRS AND SPACERS FOR SPECIFIED COVER.

TOLERANCES APPLY ONLY AT LOCAL ANOMALIES.

CONCRETE. PLACING BARS INTO WET CONCRETE IS PROHIBITED.

ALL BARS SHALL BE SECURELY PLACED IN FINAL POSITION PRIOR TO PLACING

-1/4", +3/8"1" 1/4"

-3/8", +1/2"

19.

ANCHOR BOLT DIAMETER

<1-1/2"

1-5/8" TO 2" INCL

>2"

#3

#4

#5

20.

21.

22.

23.

NOTE:

MOMENT CONNECTION

FOR STEEL JOISTS AND JOIST GIRDERS, 44TH EDITION, BY STEEL JOIST INSTITUTE (SJI).

STEEL JOIST DESIGN: STANDARD SPECIFICATIONS LOAD TABLES AND WEIGHT TABLES4.

FLOOR DECK AND DIAPHRAGM DESIGN.

STEEL DECK DESIGN: STEEL DECK INSTITUTE (SDI) DESIGN MANUALS FOR ROOF DECK,5.

DIAPHRAGM BRACING CRAWL SPACE WALLS.

BEFORE ADJACENT SPREAD FOOTINGS ARE LOADED. ELEVATED FLOOR SLAB ACTS AS A

ELEVATED FLOOR SLAB AT GROUND LEVEL (ABOVE CRAWL SPACE) SHALL BE INSTALLED 2.

7. ARS DESIGN CODE: MANUAL 242.1-ARS FACILITIES DESIGN STANDARDS.

IMPACT FACTOR FOR DYNAMIC EQUIPMENT: 1.5 20.

MODULUS OF SUBGRADE REACTION:

A.

B.

175 PCI PER GEOTECHNICAL REPORT ADDENDUM BY ABE FOR CRAWLSPACE SLAB.

14.

125 PCI PER GEOTECHNICAL REPORT BY ABE FOR GROUND FLOOR SLAB.

DRIFT LOADS: SEE PLANSG.

M. DESIGN BASE SHEAR (V): 63 KIPS

MAY 31, 2019

RJ LUKKARINEN

1 2

C A

D D D

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B

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REV.

10 11

CHECKED

DESIGNED

APPROVED

APPROVED

DATE

DRAWN

SCALE:

NO.

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DATENO. REVISIONS APVDCHKDDSGN

B

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C STANLEY CONSULTANTS

www.stanleyconsultants.com

225 Iowa Avenue, Muscatine, Iowa 52761-3764

USDA NATIONAL CENTERS FOR ANIMAL HEALTH

STRUCTURAL NOTES AND LEGENDS

SHEET 2

SG2 0

GENERAL NOTES

FOR GENERAL LEGEND AND ABBREVIATIONS, SEE "GG" DRAWINGS.2.

ALL SYMBOLS SHOWN ON THIS LEGEND MAY NOT APPEAR ON THIS SET OF DRAWINGS.1.

ORIENTATION MAY TRAP WATER.

PROVIDE 2" DIAMETER DRAINAGE HOLES @ 4'-0" 0C WHERE FRAMING MEMBER

NUTS.

ANCHOR BOLTS FOR ALL MACHINERY OVER 30 HORSEPOWER SHALL HAVE TWO HEAVY HEX

SHALL DEVELOP FULL STRENGTH OF MEMBERS ATTACHED.

ACCORDANCE WITH AWS D1.1, 5.14. ALL OTHER TYPE WELDS NOT SIZED ON DRAWINGS

WHERE FILLET WELD SIZES ARE NOT NOTED ON DRAWINGS, PROVIDE MINIMUM SIZE IN

CONSISTENT WITH OWNER'S PLANT OPERATIONS.

WELDING WILL BE ALLOWED ONLY AT SCHEDULED TIMES AND IN LOCATIONS

VERTICAL UNLESS SHOWN OTHERWISE.

ALL DIAGONAL BRACING SHOWN ON STEEL FRAMING ELEVATIONS SHALL HAVE WEB

BOLT. DO NOT WORK FROM TOP OF CONCRETE.

SET ELEVATION OF BASEPLATES TO TOP OF BASEPLATE AND ANCHOR BOLTS TO TOP OF

MORE MEMBERS OR ELEMENTS ARE STAINLESS STEEL MATERIAL.

PROVIDE STAINLESS STEEL FASTENERS FOR ALL BOLTED CONNECTIONS WHERE ONE OR

MEMBERS OR ELEMENTS ARE GALVANIZED MATERIAL.

PROVIDE GALVANIZED FASTENERS FOR ALL BOLTED CONNECTIONS WHERE ONE OR MORE

BUT NECESSARY FOR COMPLETE CONSTRUCTION OF PROJECT.

CONTRACTOR SHALL FURNISH AND INSTALL MISCELLANEOUS STEEL ITEMS NOT SHOWN

EXTENSION FOR TWO HEAVY HEX NUTS.

DRAWINGS, BUT ARE FURNISHED UNDER THIS CONTRACT, SHALL HAVE SUFFICIENT

ANCHOR BOLTS FOR MECHANICAL EQUIPMENT WHICH ARE NOT DETAILED ON

OTHERWISE ON DRAWINGS:

ANCHOR BOLT HOLES IN BASEPLATES SHALL BE SIZED AS FOLLOWS UNLESS INDICATED

OTHERWISE.

BEAM WEB, CONTINUOUSLY FILLET WELDED TO WEB AND FLANGE, UNLESS NOTED

FLANGE BEAMS, FURNISH 3/8" WEB VERTICAL STIFFENER PLATE ON EACH SIDE OF

WHERE HANGERS OR POSTS CONNECT TO TOP OR BOTTOM FLANGE OF HORIZONTAL WIDE-

AND LOCATED DIRECTLY BENEATH BEAM WEB.

ATTACHES TO BEAM BOTTOM FLANGE AND CONSISTS OF LUG PLATE IN PLANE OF

WELDED TO WEB AND FLANGE. STIFFENER PLATE MAY BE OMITTED IF HANGER

FURNISH MINIMUM 3/8" STIFFENER PLATE ON EACH SIDE OF BEAM WEB, CONTINUOUSLY

WHERE PIPE OR EQUIPMENT HANGERS ATTACH TO BOTTOM OR TOP BEAM FLANGE,

ANCHORAGE WILL BE SUBJECT TO REVIEW BY ENGINEER.

MATERIALS, SHALL BE PROVIDED (AS RECOMMENDED BY MANUFACTURER OF ITEMS).

FASTENERS NOT INDICATED, BUT REQUIRED FOR ANCHORAGE OF EQUIPMENT AND

MISCELLANEOUS ANCHOR BOLTS, MECHANICAL ANCHORS, ADHESIVE ANCHORS, AND

OBSTRUCTIONS TO NORMAL SUPPORT STEEL.

PLATE, CONCRETE FORM DECK AND ROOF DECK AT COLUMN PENETRATIONS AND OTHER

PROVIDE MISCELLANEOUS STEEL AS REQUIRED FOR SUPPORT OF GRATING, CHECKERED

PLATES UNLESS SHOWN OTHERWISE.

AND ANGLES; TOP SURFACES OF BEAMS AND TUBES, AND INSIDE OF BREECHING

DIMENSIONS: TO CENTERLINES OF COLUMNS, BEAMS AND PIPES; BACKS OF CHANNELS

PIPES) UNLESS SHOWN OTHERWISE.

ELEVATIONS: REFER TO TOP SURFACE OF FLANGE OF MEMBER (AND CENTERLINE OF

PROVIDE GUARDRAIL AND KICK PLATE AROUND ALL NEW AND MODIFIED PLATFORMS.

IS INDICATED BY A GUARDRAIL CENTERLINE TOGETHER WITH KICK PLATE DETAILS.

THE EXTENT OF GUARDRAIL AND KICK PLATE AROUND FLOORS, PLATFORMS, AND STAIRS

WELDED TO THE GRATING.

COLUMNS, OR OTHER STRUCTURAL STEEL, EDGE BIND OPENING WITH 1/4" KICK PLATE

WHERE OPENINGS IN GRATING ARE SHOWN OR REQUIRED FOR PASSAGE OF PIPING,

ANOTHER PLAN OR ELEVATION.

SPECIFICATION. FRAMING MEMBERS NOTED BY DEPTH ONLY ARE FULLY SIZED ON

FRAMING MEMBERS NOTED BY DEPTH AND WEIGHT SHALL CONFORM TO THE AISC

MEASUREMENTS AND MINOR MODIFICATIONS WHERE CONFLICTS OCCUR.

BREECHING CONNECTIONS WITH EXISTING PRIOR TO FABRICATION. MAKE FIELD

COORDINATE NEW GUARDRAIL, PLATFORMS, DOOR FRAMES, GIRTS, BRACING, AND

BOTTOM OF DRAWING.

CROSS SECTION OF MEMBER SHOWN THUS WITH VIEW LOOKING TO LEFT OR

FIELD AND SHOP WELDING.

CONTRACTOR'S SHOP DRAWINGS SHALL SHOW ALL WELDING AND DISTINGUISH BETWEEN

CONTRACTOR SHALL PROVIDE AS MUCH WELDING AS PRACTICAL IN THE SHOP.

WELD SYMBOLS SHOWN MAY NOT DISTINGUISH BETWEEN FIELD AND SHOP WELDING.

STEEL NOTES:

1.

2.

3.

4.

5. K4 INDICATES KICK PLATE DETAIL.

6.

7.

8.

9. ALL KICK PLATES SHALL EXTEND A MINIMUM OF 4 INCHES ABOVE WALKING SURFACE.

10.

11.

12.

13.

14.

15.

16.

17.

18.

19.

20.

21.

22.

DIAMETER OF ANCHOR BOLT

5/8"

3/4"

7/8"

1" TO 2"

OVER 2"

HOLE DIAMETER

7/8"

1 1/16"

1 3/16"

ANCHOR BOLT DIA + 1/2"

ANCHOR BOLT DIA + 1"

23.

24.

25.

DIMENSIONS ARE REQUIRED ON BOTH SYMBOLS, EVEN IF SAME DIMENSIONS.

SHOWN ON SAME SIDE OF REFERENCE LINE AS THE WELD SYMBOL. IF "WELD BOTH SIDES",

TAIL AND ARROW ARE REVERSED

REMAIN AS SHOWN WHEN

S T

REFERENCE

OR OTHER

PROCESS

SPECIFICATION

NOT USED

REFERENCE IS

PROCESS OR

WHEN SPECIFICATION

TAIL-OMITTED

A

R

@L(E) ( )

P

OR SURFACE (MOST COMMON)

OF JOINTARROW SIDEON

BASIC WELD SYMBOL-WELD

(NOTE 2)

(OMIT FOR CONTINUOUS WELDS)

TO-CENTER SPACING

PITCH OF WELDS-CENTER

(NOTE 1)

FIELD WELD SYMBOL

(NOTE 1)

WELD ALL AROUND SYMBOL

JOINT OR SURFACE.

LINE TO ONE SIDE OF A

ARROW-CONNECTS REFERENCE

(BEVEL FLUSH)

GROOVE WELD

(BEVEL CONVEX)

GROOVE WELD

WELD SYMBOLS

(SQUARE CONVEX)

GROOVE WELD

(SQUARE FLUSH)

GROOVE WELD

DOUBLE STAGGERED

FILLET WELD

OF A WELDING SYMBOL

LOCATION OF ELEMENTS

FOR PLUG WELDS

OF COUNTERSINK

OR INCLUDED ANGLE

GROOVE ANGLE

(NOTE 2)

EFFECTIVE THROAT

F

FINISH SYMBOL

(NOTE 1)

CONTOUR SYMBOL

OR SURFACE

OF JOINTOTHER SIDE

BASIC WELD SYMBOL-WELD ON

(NOTE 2)

(OMIT FOR CONTINUOUS WELDS)

LENGTH OF WELD

WELDS

FILLING FOR PLUG AND SLOT

ROOT OPENING-DEPTH OF

FILLET WELD DOUBLE SIDE

FILLET WELD SINGLE SIDE

GROOVE WELD (FLARE V)

GROOVE WELD (FLARE BEVEL)

GROOVE WELD (SQUARE)

GROOVE WELD (V)

GROOVE WELD (BEVEL)

GROOVE WELD (U)

GROOVE WELD (J)

PLUG WELD

BACK OR BACKING WELD

SURFACING WELD

SIZE (NOTE 2)

REFERENCE LINE

(1) SUPPLEMENTARY SYMBOL.

(2)

NOTES:

ELEMENTS IN THIS AREA

1 2

C A

D D D

-R

C

B

3 4 5

F

E

G

D

6 7 8 9

REV.

10 11

CHECKED

DESIGNED

APPROVED

APPROVED

DATE

DRAWN

SCALE:

NO.

A

DATENO. REVISIONS APVDCHKDDSGN

B

C

E

F

G

C STANLEY CONSULTANTS

www.stanleyconsultants.com

225 Iowa Avenue, Muscatine, Iowa 52761-3764

USDA NATIONAL CENTERS FOR ANIMAL HEALTH

(6" MIN)

DEPTH AS SHOWN OR SPECIFIED

COMPACTED GRANULAR MATERIAL

REINFORCEMENT

SLAB

JOINT SEALANT

SAWCUT - FILL WITH

(SEE PLAN)

SLAB THICKNESS (T)

6" 6"

C L

R

/4 S

L A

B T

H

IC

K N

E S

S

(M

IN

REINFORCEMENT

DISCONTINUE

VAPOR BARRIER

UNDISTURBED SOIL

REINFORCEMENT

SLAB

VAPOR BARRIER

(6" MIN)

DEPTH AS SHOWN OR SPECIFIED

COMPACTED GRANULAR MATERIAL

(SEE PLAN)

SLAB THICKNESS (T)

SIDE OF JOINT

1/8" RADIUS EACH

C L

R

UNDISTURBED SOIL

1'- O

(T

YP

2'-O " (M

IN)

COL

(TYP)

3"

2'-0" MIN (TYP)

LAP LENGTH EXCEPT

REINFORCEMENT SIZE.

BAR SIZE TO MATCH INTERRUPTED

TYP FOR 4 GROUPS, EACH FACE.

BARS INTERRUPTED BY OPENING;

1/2 OF NUMBER OF PARALLEL SLAB/WALL

ADDTIONAL BARS: MINIMUM OF

BARS (TYP)

LOCATIONS W/ SLAB/WALL

SPACING; STAGGER

MATCH SLAB/WALL BAR

BAR SPACING TO

REINFORCEMENT SIZE.

BAR SIZE TO MATCH INTERRUPTED

TYP FOR 4 GROUPS, TOP AND BOTTOM.

BARS INTERRUPTED BY OPENING;

1/2 OF NUMBER OF PARALLEL SLAB

ADDTIONAL BARS: MINIMUM OF

(TYP FOR 4)

BETWEEN REINF MATS

ADDITIONAL #5 BAR LOCATED

BARS (TYP)

W/ SLAB/WALL

STAGGER LOCATIONS

SLAB/WALL BAR SPACING;

BAR SPACING TO MATCH

2'-0" MIN (TYP)

LAP LENGTH EXCEPT

(SEE PLANS)

SLAB EDGE

SLAB EDGE

BEND BARS AT

ON PLANS

BARS ARE SHOWN

WHERE DIAGONAL

MATS); OMIT BAR

(LOCATE BETWEEN

TOP & BOT

#4 X 4'-0" LG,

REMOVABLE SLAB

OPENING OR

(T Y

P

3"

LOCATED BETWEEN REINF MATS (TYP FOR 4)

#6 FOR SLABS/WALLS THICKER THAN 8";

#5 FOR 8" SLABS/WALLS;

ADDITIONAL #3 FOR 6" SLABS/WALLS;

TOP MAT (TYP)

LOCATE BENEATH

#5 X 4'-0" LG TOP;

BEAM

ON BEAM CENTERLINE

CONSTRUCTION JOINT

SEE PLAN

FOR ORIENTATION

FORM DECK;

DRAPED REINF

W12X26

W

X

W12X26

WIDTH

D E

C K

S P

A N

"X"

"Y

2'-0" (TYP.) WIDTH 2'-6" MAX

WIDE OPENINGS

THAT SHOWN FOR 1'-0" TO 2'-6"

OPENING IN ACCORDANCE WITH

PROVIDE REINF. BARS AROUND

= 5" U.N.O.

EDGE OF DECK

VARIES

THAN 1'-2"

IS LESS

BEAM IF "X"

DELETE THIS

OPENING.

ADJACENT TO

DECK VALLEY

PLACE BARS IN

CENTERLINES.

SUPPORTING BEAM

DECK SPAN TO

IN DIRECTION OF

WIDE. EXTEND BARS

LESS THAN 1'-3"

FOR OPENINGS

WIDE. 1-#7 EA. SIDE

GREATER THAN 1'-3"

FOR OPENINGS

2-#7 EACH SIDE

T Y

P

M A

X

W

X

BEAMS

STRUCTURAL

MAIN

TO 5'-0" WIDE

FOR OPENINGS 2'-6"

LESS THAN 1'-2"

BEAM IF "Y" IS

DELETE THIS

BEAMS

STRUCTURAL

MAIN

BARS AT OPENING

HOOK SLAB TOP

REINF

BOTTOM

D E

C K

S P

A N

BEAM

MAIN STRUCTURAL

1'-0" TO 2'-6" WIDE

FOR OPENINGS

TYPICAL SLAB DETAILS

SG3 0

NO SCALE

SLAB-ON-GRADE CONTROL JOINT

NO SCALE

SLAB-ON-GRADE KEYED CONSTRUCTION JOINT

NOTE:

REINFORCING SHOWN IS IN ADDITION TO REINFORCING SHOWN ON SLAB PLANS, UNLESS NOTED OTHERWISE.

NOTE:

CONSTRUCTION JOINTS: 50 FEET

MAXIMUM ORTHOGONAL DISTANCE BETWEEN

NO SCALE

ADDITIONAL REINFORCING AT CONCRETE OPENINGS AND DISCONTINIUITIES

1" = 1'-0"SCALE:

TYPICAL OPENING THRU FLOOR DECK

NO SCALE

ELEVATED SLAB CONSTRUCTION JOINT DETAIL

AT COLUMNS PENETRATING SLAB AT SLAB/WALL ROUND OPENINGS

AT RE-ENTRANT CORNERS

5.

7.

6.

AND AT COLUMN PENETRATIONS WHERE SUPPORT OF DECK TO BEAMS IS INTERRUPTED.

CONTRACTOR TO PROVIDE AND INSTALL MISCELLANEOUS FORM DECK SUPPORT ANGLES AT IRREGULAR CUTS, OPENINGS

CONTAINMENT.

END CLOSURES, COLUMN CLOSURES AND GIRDER CLOSURES, ALL AS REQUIRED TO PROVIDE WET CONCRETE

CONTRACTOR TO PROVIDE AND INSTALL MISCELLANEOUS SHEET METAL CLOSURES SUCH AS "Z" CLOSURES, "L" FLUTE

CONCRETE. PROMPTLY CLEAN ALL SURFACES OF CONCRETE OR PASTE DUE TO LEAKAGE THROUGH FORM DECK SYSTEM.

CONTRACTOR TO PROVIDE MISCELLANEOUS SHEET METAL, CAULK AND OTHER MATERIALS AS REQUIRED TO CONTAIN WET

AT SLAB/WALL RECTANGULAR OPENINGS

4.

NOTED ON STRUCTURAL DRAWINGS, CONFIRM LOCATION & SIZE WITH ARCH & MEP DRAWINGS.

SEE ARCH & MEP DRAWINGS FOR OPNG LOCATION & SIZE UNLESS NOTED ON STRUCTURAL DRAWINGS. IF OPENINGS

3.

DAY STRENGTH.

FORM OPENINGS WITH SHEET METAL OR WOOD. DECK CAN BE CUTOUT AFTER CONCRETE HAS ATTAINED 75% OF ITS 28

2. NO REINFORCING REQUIRED FOR OPENINGS OF LESS THAN 1'-0" WITH 2'-0" CLEAR TO ADJACENT OPENING.

1. ROUND OPENINGS ARE SIMILAR.

NOTES:

1 2

C A

D D D

-R

C

B

3 4 5

F

E

G

D

6 7 8 9

REV.

10 11

CHECKED

DESIGNED

APPROVED

APPROVED

DATE

DRAWN

SCALE:

NO.

A

DATENO. REVISIONS APVDCHKDDSGN

B

C

E

F

G

C STANLEY CONSULTANTS

www.stanleyconsultants.com

225 Iowa Avenue, Muscatine, Iowa 52761-3764

0 1 2 3

AT FULL SIZE

IN

cm0 1 2 3 4 5 6 7 8

USDA NATIONAL CENTERS FOR ANIMAL HEALTH

E

X

I

S

T

N

G

W

L

K

Y

E X I S T I N G B U I L D I N G 2 1

BUILDING 21

FOUNDATION AND

CRAWL SPACE SLAB PLAN

SF101 0

1/8"=1'-0"

KS HENNEMAN

MAY 31, 2019

NJ PIERSON

FOUNDATION AND CRAWL SPACE SLAB PLAN

11.5 12 12.5 13 14 15 16 17 18 19 17.1 17.718.5

A.5

A.4

DD

EE

A.3

A.2

FF

A.1

B

GG

B.6

HH

C

JJ

9'-0" 10'-6" 10'-6" 21'-0" 21'-0" 21'-0" 21'-0"

1'-6"

9'-4"

BLDG 21

WALKWAY

D

WITH MECHANICAL.

COORDINATE OPENING LOCATIONS IN CONCRETE FLOOR AND WALLS 6.

DESIGN LIVE LOAD ON CRAWL SPACE FLOOR SLAB: 100 PSF.5.

FILLED WITH COMPACTED ENGINEERED FILL.

OVER EXCAVATIONS DUE TO REMOVAL OF EXISTING FILL SHALL BE

BELOW EXISTING GRADE, PER GEOTECHNICAL RECOMMENDATIONS.

STRUCTURE TO A LEVEL OF APPROXIMATELY 2.5 FEET TO 4 FEET

EXISTING FILL SHALL BE REMOVED FROM ENTIRE FOOTPRINT OF NEW 4.

PARALLEL TO AND NEAR GRID LINE A.5 BELOW EXISTING WALKWAY.

CARE NOT TO DAMAGE EXISTING WATER LINE TO REMAIN, RUNNING

CONTRACTOR SHALL PROTECT EXISTING UTILITIES TO REMAIN. TAKE 3.

MEANS NECESSARY TO PROTECT EXISTING FOUNDATIONS.

CONTRACTOR SHALL DESIGN AND PROVIDE SHEET PILE OR OTHER 2.

UNDERMINING OF EXISTING FOUNDATIONS.

WITHIN 5'-0" OF FACE OF EXISTING FOUNDATION WALL TO AVOID

FROM FACE OF EXISTING FOUNDATION WALL. DO NOT DISTURB SOIL

EXCAVATION LIMITS SHALL BE MAINTAINED AT A MINIMUM OF 5'-0" 1.

NOTES:

FOUNDATION WALL

FACE OF EXST

NORTH

FOUNDATION WALL

FACE OF EXST

ON DWG SF502 (TYP)

SCHEDULE & DETAIL

SPREAD FOOTING; SEE

FOUNDATION WALL

CONTINUOUS

LIMITS

EXCAVATION

FOUNDATION

(M

IN

S E

E N

O T

E

5'-0" (MIN)

SEE NOTE 1

1'-1"

2'-0"

1'-0"

1'-0" 6'-0"

11'-6" 17'-5"

1'-0"

CRAWL SPACE LIMITS

1'-0"

10'-8"

TOP OF SLAB EL = -9'-5"

1'-6" MAT FDN SLAB W/ #6@10 EW, T&B;

WELL

STAIR-

CONC

UP

UP

TOC EL VARIES

A-SF500

A-SF500

1'-4"

B-SF500

C-SF500

(SIM)(SIM)

A-SF500A-SF500

B-SF500

D-SF500

5'-3"

14'-8"6'-7"

W E

L L

S T

A

IR

C O

C

JOINT

WALL CONST

CONST JOINT

WALL

145'-3"

1'-0" 4'-0"

CONST JOINT

WALL

CONST JOINT

WALL

BEARS AT EL -2'-9-1/2"

BOT EXST FTG

AT EL -2'-9-1/2"

BOT EXST FTG BEARS

BEARS AT EL -4'-10"

BOT EXST FTG

EXST STEP FTG

OF EXST BLDG 21)

(TYP AT EXTERIOR

BEARS AT EL -3'-0"

BOT EXST FTG

SEE NOTE 2

PROTECTION,

SHEET PILE

OPTIONAL

A-SF501

HAND)

(SIM; OPP

A-SF501

FLOOR SLAB), SEE "ML" PLAN DWGS

SUMP OPENING (BLOCKOUT IN

DRAINS

CLEANOUTS & FLOOR

SEE "ML" PLAN DWGS FOR

F1 F1 F1

F1

F1

F1 F1 F1

AT F1)

(TYP

COLS)

PERIMETER

2'-1" (TYP AT

COLS)

PERIMETER

1'-6" (TYP AT

B-SF501

F2

F3

(SIM)

F4

F5

F5

F2

C-SF501

F3

F4 F4 F4 F4 F4 F4 F4

F6

INTERIOR COLS)

2'-0" (TYP AT

INTERIOR COLS)

2'-0" (TYP AT

17.1

6"

5'-3"

2'-0"

CO

CO

DEPTH @ FLOOR DRAINS

2'-0" DIA DISH X 1/2"

FD FD FD

FD

FD

O U

T T

O O

U T O

F F

D N W

A L L

OUT TO OUT OF FDN WALL

18.5

10'-6"

9'-0"

1 2

C A

D D D

-R

C

B

3 4 5

F

E

G

D

6 7 8 9

REV.

10 11

CHECKED

DESIGNED

APPROVED

APPROVED

DATE

DRAWN

SCALE:

NO.

A

DATENO. REVISIONS APVDCHKDDSGN

B

C

E

F

G

C STANLEY CONSULTANTS

www.stanleyconsultants.com

225 Iowa Avenue, Muscatine, Iowa 52761-3764

0 1 2 3

AT FULL SIZE

IN

cm0 1 2 3 4 5 6 7 8

USDA NATIONAL CENTERS FOR ANIMAL HEALTH

E X I S T I N G B U I L D I N G 2 1

GROUND LEVEL

SLAB AND FRAMING PLAN

SF111 0

GROUND LEVEL SLAB AND FRAMING PLAN

A.5

A.4

DD

EE

A.3

A.2

FF

A.1

B

GG

B.6

HH

C

JJ

9'-0" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 9'-0"

BLDG 21

WALKWAY

D

SEE DRAWING SF501 FOR HSS POST MOUNTING DETAILS.5.

SEE DRAWING SS507 FOR GUARDRAIL (TYPE 2) DETAILS.4.

SEE DRAWING SS506 FOR HANDRAIL DETAILS.3.

STRUCTURAL FLOOR FRAMING MAY BE REQUIRED.

THE DESIGN FLOOR LIVE LOAD SHALL BE IDENTIFIED AND ADDITIONAL

THE FOOTPRINT OF THE EQUIPMENT. ANY EQUIPMENT EXCEEDING

DESIGN FLOOR LIVE LOAD WHEN OPERATING WEIGHT IS DIVIDED BY

THAT WEIGHTS OF LAB EQUIPMENT PROVIDED DO NOT EXCEED

DESIGN FLOOR LIVE LOAD: 150 PSF. CONTRACTOR SHALL VERIFY 2.

ATTACHMENTS AT SIDE LAPS SHALL BE #10 SDS AT 1'-6" OC.

PARALLEL SUPPORTS SHALL BE 5/8" PUDDLE WELDS AT 1'-6" OC. DECK

PATTERN USING 5/8" PUDDLE WELDS. DECK ATTACHMENTS AT

ATTACHMENTS AT PERPENDICULAR SUPPORTS SHALL BE 36/4

REINFORCED WITH 4X4-W5.0XW5.0 WWF, DRAPED. DECK

AND CONCRETE = 8" THICKNESS). CONCRETE TOPPING SHALL BE

DECKING WITH 5" THICK CONCRETE TOPPING (TOTAL FLOOR DECK

FLOOR DECK SHALL BE 3" DEPTH, 18 GAUGE, NON-COMPOSITE 1.

NOTES:

NORTH

OF SLAB)

(TYP AT PERIMETER

EXPANSION JOINT

OF SLAB)

(TYP AT PERIMETER

EXPANSION JOINT

1'-0"

3'-0"

GRADE

6" SLAB ON

19 20

W

X

W

X

W

X

W

X

W24X68

W24X68

W24X68 W24X68

W24X68W24X68W24X68W24X68

W24X68W24X68W24X68W24X68

W24X68W24X68W24X68W24X68

DECK SPAN

D E

C K S

P A

N

TOC EL 0'-0", UNO TOS EL -0'-8", UNO

DN

DN

(TYP)

SEE NOTE 3

HANDRAIL;

A-SF500

(SIM)

W 10X33

W 10X33

W 10X33

W 10X33

W 10X33

W

X3

W

X3

W

X3

1'-4"

W

X3

W

X3

W

X3

(TYP, UNO)

W14X90 COL

WALL (SEE NOTE 5)

EXST WALKWAY CONC

CENTERED ON TOP OF

HSS4-1/2X4-1/2X1/4 POST

WALL (SEE NOTE 5)

EXST WALKWAY CONC

CENTERED ON TOP OF

HSS4-1/2X4-1/2X1/4 POST

B-SF500

C-SF500

A-SF500 A-SF500

(SIM)

C O

N T

R O

L J

O

IN

T

T Y

P

C O

N T

R O

L J

O

IN

T

T Y

P

GRADE

6" SLAB ON

B-SF500

D-SF500

L

X

X /4

L

X

X /4

L3X3X1/4

L

X

X /4

L3X3X1/4

L3X3X1/4

L3X3X1/4

W24X68

W

X

W

X

W24X68

W

X

ARCH FOR SIZE

STORAGE; SEE

2" (MIN) AT COLD

RECESS SLAB

CONDITION)

3-SPAN

(2-SPAN OR

DECK SPAN

CONDITION)

3-SPAN

(2-SPAN OR

W

X

10'-0" 11'-0" 10'-6" 10'-6"

(TYP, UNO) (TYP, UNO)

11'-0" 10'-0"

(TYP, UNO)

W14X90 COL

A-SF501

W

X3

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

HAND)

(SIM; OPP

A-SF501

C-SF501

B-SF501

9'-4" 1'-0"

17.1

1'-6"

C O

N D

IT

IO

N

(S

IN

G L E -S

P A

N

ARCH FOR SIZE

AT COLD STORAGE; SEE

RECESS SLAB 2" (MIN)

W24X68 W24X68

W

X

W

X

ARCH FOR SIZE

AT SHOWER; SEE

RECESS SLAB 1 1/2"

SIZE

ARCH FOR

SHOWER; SEE

1 1/2" AT

RECESS SLAB

(TYP FOR 10)

WIND COLUMN

HSS6X6X1/2

1'-1"

1'-1"

10'-8"

FLOOR

FLOOR

F L

O O

R

UP

RAMP

UP

8'-0 1/2"

/2

PAD DETAIL ON DWG SF502

SEE EXTERIOR EQPT

3'-0" X 3'-0" CONC PAD,

LADDER

1'-3" 3'-8"

A-SF500

(TYP)

SEE NOTE 4

(TYPE 2);

GUARDRAIL

NOTE 1 (TYP)

SLAB/DECK; SEE

8" FLOOR

TOS EL VARIES

STAIR STRINGER

C12X20.7

A-SS505

A-SS502

/2

1'-0"

4'-10"

D-SF501

TOC EL +1'-6"

9'-4"

CO

CO

FD

CO

CO

SH

SH

JSS

CO

CO

FD

FD

FD

FDFD

FD

FD

FD

FD

FD

FD

FD

FD

FDFD

FD

FD

11'-6"

FD

1 2

C A

D D D

-R

C

B

3 4 5

F

E

G

D

6 7 8 9

REV.

10 11

CHECKED

DESIGNED

APPROVED

APPROVED

DATE

DRAWN

SCALE:

NO.

A

DATENO. REVISIONS APVDCHKDDSGN

B

C

E

F

G

C STANLEY CONSULTANTS

www.stanleyconsultants.com

225 Iowa Avenue, Muscatine, Iowa 52761-3764

0 1 2 3

AT FULL SIZE

IN

cm0 1 2 3 4 5 6 7 8

USDA NATIONAL CENTERS FOR ANIMAL HEALTH

FOUNDATION DETAILS - SHEET 1

SF500 0

AS NOTED

TOP OF FTG

TOC EL 0'-0"

TOC EL -9'-5"

CRAWL SPACE SLAB

FLOOR SLAB

ELEVATED

3" STEEL DECK

EL -4'-0"

1'-0"

5'-0" SQ

1'-2"1'-1"2'-9"

1/2" EXP JOINT (TYP)

6" CONC SLAB-ON-GRADE

COL BEYOND

W10 BLDG

GRADE

SECTION

A-SF500

SCALE:3/4"=1'-0"

SF101, SF111

SECTION

B-SF500

SCALE:3/4"=1'-0"

SF101, SF111

SECTION

C-SF500

SCALE:3/4"=1'-0"

SF101, SF111

A.4 OR 12.5 A.5 OR 11.5

2'-0"

EXST FDN WALL

TOC EL 0'-0" GROUND FLOOR SLAB

EXST SLAB

A.1 OR 18.5

W24

W14 COL BEYOND

SEE METAL DECKING SPEC

BENT CLOSURE PLATE;

2'-1"

1'-4"

SEE FOOTING SCHEDULE FOR REINFORCING AND FOOTING SIZE

2'-0" SQ

TOC EL -9'-5"

CRAWL SPACE SLAB

6"6"

L3X3X1/4

1/2" EXP JOINT

2'-0"

1/2" EXP JOINT

TOC EL 6'-0"

EXSTING WALL

EXST TOC EL

VARIES

1'-4"

VARIES

SECTION

D-SF500

SCALE:3/4"=1'-0"

SF101, SF111

WALKWAY SLAB

EXSTING COVERED

WALKWAY FOUNDATION

EXSTING COVERED

ROTATE ORIENTATION OF STEEL DECK

NOTE:

(M

IN

TOC EL VARIES

EXSTING FTG

FOR DECK REINF

SEE DWG SF111 #4@14 EW, TOP

#4@12 EW, EF

GRANULAR FILL

6" LAYER

VAPOR BARRIER

ENGINEERED FILL

COMPACTED

1'-6" (MIN) LAYER,

ROUGHENED JOINT

#6@12 DOWEL, EF

SEE FOOTING SCHEDULE FOR REINFORCING

EW, EF

#4@12

#6@12 EW, EF

ROCK

1'-0" LAYER CRUSHED

1'-0"

MECHANICAL DWGS

DRAINAGE, SEE

SUB-SURFACE

EXCAVATION LIMITS

CRAWL SPACE

AT CRAWL SPACE WALLS

CRUSHED ROCK BACK FILL

WELL-COMPACTED

1/2" EXP JOINT (TYP)

6" CONC SLAB-ON-GRADE (TYP)

#4@14 EW, TOP

#4@12 EW, EF

GRANULAR FILL

6" LAYER

VAPOR BARRIER

AT CRAWL SPACE WALLS

CRUSHED ROCK BACK FILL

WELL-COMPACTED

EXCAVATION LIMITS

CRAWL SPACE

MECHANICAL DWGS

DRAINAGE, SEE

SUB-SURFACE

ROCK

1'-0" LAYER CRUSHED

ROUGHENED JOINT

#6@12 DOWEL, EF

#6@12 EW, EF

1'-0"

(SIM) SECTION.

NOTE:

ENGINEERED FILL

COMPACTED 1'-0"

3" STEEL DECK

FOR DECK REINF

SEE DWG SF111

TOC EL 0'-0"

FLOOR SLAB

ELEVATED

REINFORCING

ON DWG SF502, FOR PIER

SEE FOOTING SCHEDULE,

B

#4@14 EW, TOP

VAPOR BARRIER

GRANULAR FILL

6" LAYER

ENGINEERED FILL

COMPACTED

1'-6" (MIN) LAYER,

2-#4

#4@14

TOC EL 0'-0"

EXSTING SLAB

#4@14 EW, TOP

VAPOR BARRIER

GRANULAR FILL

6" LAYER

ENGINEERED FILL

COMPACTED

1'-6" (MIN) LAYER,

2-#4

#3 DOWEL @ 2'-0" OC

5 1/2"

GROUND FLOOR SLAB

TOC EL 0'-0"

6 1/2"

PIER BEYOND

FOOTING &

COL BEYOND

HSS6X6 WIND

EXCAVATION LIMITS

CRAWL SPACE

6" LAYER GRANULAR FILL (TYP)

E-SF500

#4 CONT

HAIRPIN

#4@12

SECTION

E-SF500

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

SF500

A.5 OR 11.5

6 1/2"

/2

/2

(T Y

P

(T Y

P

(T Y

P

HSS6X6 WIND COL

1" MIN GROUT

PL 1/2X6-1/2 X 1'-0" ON

(DOUBLE NUT)

W/ 1'-4" EMBEDMENT

(2) 3/4" DIA ANCHOR BOLTS

FOUNDATION WALL

1/2" EXP JOINT

SLAB-ON-GRADE

6" CONC

HSS6X6 & PL

HSS6X6 & PL

DETAIL & FOOTING SCHEDULE ON DWG SF502

ANCHOR BOLTS; SEE TYPICAL FOOTING

5/8" DIA MA @ 2'-0" OC

SECTION A-SF502

"TYPICAL BASE PLATE DETAIL"

BASE PLATE; SEE

BARRIER (TYP)

VAPOR

ROUGHENED JOINT

#4@14

6"

1 2

C A

D D D

-R

C

B

3 4 5

F

E

G

D

6 7 8 9

REV.

10 11

CHECKED

DESIGNED

APPROVED

APPROVED

DATE

DRAWN

SCALE:

NO.

A

DATENO. REVISIONS APVDCHKDDSGN

B

C

E

F

G

C STANLEY CONSULTANTS

www.stanleyconsultants.com

225 Iowa Avenue, Muscatine, Iowa 52761-3764

0 1 2 3

AT FULL SIZE

IN

cm0 1 2 3 4 5 6 7 8

USDA NATIONAL CENTERS FOR ANIMAL HEALTH

FOUNDATION DETAILS - SHEET 2

SF501 0

SECTION

A-SF501

SCALE:3/8"=1'-0"

SF101, SF111

18.5

5'-3" 15 T @ 11" = 13'-9"

R

/1

F-SF501

IN WALL (TYP)

@ 12 CENTERED

#4 HOOKED DOWEL

T/ FDN WALL EL +0'-0"

TOC EL -9'-5"

6"1'-6"

ABRASIVE NOSING (TYP)

CAST-IN-PLACE CAST IRON

NOSING 1/2" MIN

1 1/2" MAX (TYP)

NOSING WORKING LINE

WORK POINT

MATCH TOP REINF

#3 SPACED TO

TREAD

EFFECTIVE

R

IS

E R

WORK POINT

(TYP)

MATCH TOP REINF

#3 SPACED TO

NOSING WORKING LINE

#4@8

#4@12 (TYP)

#4 (TYP)

M

IN

DETAIL

F-SF501

SCALE: 1"=1'-0"

SF501

STAIR NOSING DETAIL

THIS DWG

NOSING, SEE DETAIL

NO SCALE

17 OR A.2 16 OR A.3

T/ FTG EL -4'-0"

T/ FTG EL -9'-5"

& EXST CONC WALL

HSS 4-1/2X4-1/217.1

1'-1"

TOC EXST WALL EL +6'-0"

6" 1'-6"

T/FDN WALL EL +0'-0"

T/FTG EL -4'-0"

B/ FTG EL -2'-9 1/2"

EXST WALKWAY FDN

SECTION

B-SF501

SCALE:3/8"=1'-0"

SF101, SF111

A.1 B

1'-4"

T/ FDN WALL

T/ FTG EL -4'-0"

6" 1'-6"

4"

1'-6"

CENTERED IN WALL

#4 DOWEL @ 12

EXST FDN WALL

SECTION

C-SF501

SCALE:3/8"=1'-0"

SF101, SF111

1'-0"

8'-0 1/2"

4'-0"

E-SF501

#4@12 EW, TOP

WALL (TYP)

CENTERED IN

#4 DOWEL @ 12

6"

6"

#6@12 EW, T&B#6@12 EW, T&B

WALL REINF

#4@12 EW, EF

DOWEL EF

#6@12 VERT

DETAIL

E-SF501

SCALE: 1"=1'-0"

SF501

N O

T C

H

N O

T C

H

N O

T C

H

T/ PAD EL -0'-6"

EL -0'-4"

T/ STAIRWELL WALL

SECTION

D-SF501

SCALE:3/4"=1'-0"

SF111

TOC EL 1'-6"

FIN FLR

18'-0" RAMP

TOC EL 0'-0"

SLOPE 1:12

SLAB REINF, SEE PLAN

EW, TOP

#6@14

ADDL 2-#4

ROUGHENED JOINT

PERIMETER SIDES)

#4@14 (TYP 3

5'-8 1/2" LANDING

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

HSS POST MOUNTING DETAILS

SECTION THRU EXISTING WALKWAY CONCRETE WALL ELEVATION @ EXISTING WALKWAY CONCRETE WALL

EL +0'-0"

8" 1'-0" 1'-0"

CONC WALL

POST & EXST POST & ANCHORS

HSS 4-1/2X4-1/2 POST

1/2" PL

(OFFSET FROM OPP SIDE)

3/4" DIA MA @ 1'-0" OC

(BEYOND)

@ 1'-0" OC

3/4" DIA MA

CONC WALL

EXST WALKWAY

HSS 4-1/2X4-1/2 POST

1/2" PL

(TYP FOR 5)

3/4" DIA MA

SECTION

G-SF501

SCALE:1"=1'-0"

SF501

G-SF501

G-SF501

/2

5 1/2"

1'-1"

D O

O R O

P E

N

IN

G

#6@12 EW, T&B

#4@12 EW, EF HAIRPIN

#4@12

JOINT

ROUGHENED

JOINT

ROUGHENED

#6@14 EW, TOP

8" (BEYOND)

1 2

C A

D D D

-R

C

B

3 4 5

F

E

G

D

6 7 8 9

REV.

10 11

CHECKED

DESIGNED

APPROVED

APPROVED

DATE

DRAWN

SCALE:

NO.

A

DATENO. REVISIONS APVDCHKDDSGN

B

C

E

F

G

C STANLEY CONSULTANTS

www.stanleyconsultants.com

225 Iowa Avenue, Muscatine, Iowa 52761-3764

USDA NATIONAL CENTERS FOR ANIMAL HEALTH

NEW SLAB

EXISTING OR

PADS FOR EQUIPMENT WHICH DOES NOT REQUIRE ANY ANCHORAGE.

DOWELS AROUND PERIMETER ARE NOT REQUIRED FOR HOUSEKEEPING

(ALTERNATE)

SLAB CONSTRUCTION

PERIMETER FOR NEW

#4@12 DOWEL AROUND

SLAB CONSTRUCTION)

(FOR NEW OR EXISTING

REINFORCING AROUND PERIMETER;

#4@12 ADHESIVE ANCHORED

ANCHOR BOLT/ROD SIZE AND LOCATION TO SUIT EQUIPMENT.

WHERE T < 8")

INTO SLAB 4" MIN

ANCHOR ROD (EXTEND

(ALTERNATE)

IN PAD WHERE T > 8"

ANCHOR BOLT CAST

(M

IN

(M

IN

2" MIN (TYP)

GROUT (1" MIN)

ROUGHENED SURFACE

NOTES:

1.

2.

EQUIPMENT BASE

EQUIPMENT PAD

#5@12 EW

5" MIN (TYP)

DYNAMIC/VIBRATING EQUIPMENT REQUIRES ANCHORAGE AND DOWELS.3.

LAP LENGTH

(TYP)

REINFORCEMENT

MATCH HORIZONTAL

CORNER BARS TO

STD HOOK

MATERIAL

COMPACTED GRANULAR

8"

SIZE VARIES

#4@12 TOP

EQUIPMENT

COORDINATE SIZE W/ OTHER TRADES

3"

#4@12

8"

#5@12 EW

FOUNDATION DETAILS - SHEET 3

SF502 0

A-SF502

TYPICAL FOOTING DETAIL

FTG L X W (SEE SCHEDULE)

TOC EL 0'-0"

NO SCALE

SECTION

A-SF502

NO SCALE

SF502

TYPICAL BASE PLATE DETAIL

T/ FOOTING EL

(SEE SCHEDULE)

PIER WIDTH

D

(S E

E S

C H

E D

U L E

FOOTING SCHEDULE

MARK

F1

F2

F3

F4

F5

F6

L W

ELEVATION

T/ FOOTING

5'-0"

8'-3"

4'-3"

7'-3"

14'-6"

3'-6"

5'-0"

8'-3"

4'-3"

7'-3"

5'-6"

3'-6"

D

1'-0"

1'-3"

1'-0"

1'-3"

1'-6"

1'-0"

REINFORCING

FOOTING

-4'-0"

-9'-5"

-4'-0"

-1'-9"

-1'-6"

-2'-0"

SEE SCHEDULE

FOOTING REINF,

(SEE PLAN)

REINFORCEMENT DETAIL

TYPICAL CONCRETE WALL CORNER

NO SCALE

10" EMBEDMENT

ANCHOR BOLTS W/

(4) 1" DIA F1554 (GR 36)

DOWELS

8-#6 VERTICAL

2"2"

NO SCALE

INTERIOR EQUIPMENT PAD DETAIL

NO SCALE

EXTERIOR EQUIPMENT PAD DETAIL

1/2" 1/2"

/2

/2

1/4

TOC EL

SINGLE NUT

(SEE SPEC SECTION 05 50 00)

ALL THREADED ROD

ADHESIVE ANCHOR (AA) DETAIL

(IF APPLICABLE)

THICKNESS PLUS GROUT

TO SUIT ATTACHMENT

B

E M

B E

D M

E N

T

D (DIAMETER)

D

M

IN

DRILL HOLE;

(SEE SPEC SECTION 05 50 00)

ADHESIVE

TOC EL

SINGLE NUT

SPEC SECTION 05 50 00)

EXPANSION ANCHOR (SEE

MECHANICAL ANCHOR (MA) DETAIL

(IF APPLICABLE)

THICKNESS PLUS GROUT

TO SUIT ATTACHMENT

B

D (DIAMETER)

D

M

IN

U N

O O

N D

R A

W

IN

G S

U S

E V

A L

U E I

N T

A B

M

B E

D M

E N

T

(E F F

E C

T

IV

E M

IN

EMBEDMENT (UNO)

MECHANICAL ANCHOR

D (IN) B (IN)

1/2"

5/8"

3/4"

2"

3 1/8"

3 3/4"

INSTRUCTION

MANUFACTURERS

DIAMETER PER

TOC EL

SINGLE HEAVY HEX NUT

WASHER

BURR LAST THREAD

HEAVY HEX NUT

BEARING PL

GROUT

THREADED ROD

ANCHOR BOLT (AB) DETAIL

INDICATED AS (DN)

DOUBLE NUT WHERE

TOP OF BOLT (TOB) EL

B

E M

B E

D M

E N

T

D /2

D (DIAMETER)

NO SCALE

NO SCALENO SCALE

2D + 1" FOR DOUBLE NUT

FOR SINGLE NUT;D +1"

5 1/2"

1" NON-SHRINK GROUT

8-#4 EW, T&B, HOOKED

10-#5 EW, T&B

7-#4 EW, T&B, HOOKED

9-#5 EW, T&B

6-#4 EW, T&B, HOOKED

9-#8 LONG BARS, T&B

12-#8 SHORT BARS, T&B, HOOKED;

1/2" PL

#4@6 STIRRUPS

(M

IN

JOINT

ROUGHENED

1 2

C A

D D D

-R

C

B

3 4 5

F

E

G

D

6 7 8 9

REV.

10 11

CHECKED

DESIGNED

APPROVED

APPROVED

DATE

DRAWN

SCALE:

NO.

A

DATENO. REVISIONS APVDCHKDDSGN

B

C

E

F

G

C STANLEY CONSULTANTS

www.stanleyconsultants.com

225 Iowa Avenue, Muscatine, Iowa 52761-3764

0 1 2 3

AT FULL SIZE

IN

cm0 1 2 3 4 5 6 7 8

USDA NATIONAL CENTERS FOR ANIMAL HEALTH

E X I S T I N G B U I L D I N G 2 1

LOW ROOF FRAMING PLAN

SS121 0

LOW ROOF FRAMING PLAN

A.5

A.4

DD

EE

A.3

A.2

FF

A.1

B

GG

B.6

HH

C

JJ

9'-0" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 9'-0" 1'-6"

BLDG 21

WALKWAY

D

ROOF SNOW LOAD.

FEET. SNOWDRIFT LOAD SHALL BE APPLIED IN ADDITION TO FLAT

PROJECTIONS = 46 PSF TRIANGULAR LOAD WITH DRIFT WIDTH OF 10.7

DESIGN SNOWDRIFT LOAD ON LOW ROOF AT PARAPETS AND 3.

DRAWINGS FOR CLOSURE DETAILS AT GUARDRAIL POST.

DETAILS. USE GUARDRAIL TYPE B MOUNTING. SEE ARCHITECTURAL

2) AT ROOF. SEE DRAWING SS507 FOR LADDER, GATE AND GUARDRAIL

THROUGH LADDER WITH SELF CLOSING GATE AND GUARDRAIL (TYPE 2.

ATTACHMENTS SHALL BE SPACED AT 1'-0" OC.

SELF DRILLING SCREWS AT 1'-0" OC. PARALLEL SUPPORT

SHALL BE 5/8" PUDDLE WELDS. SIDELAP FASTENERS SHALL BE #10

PATTERN AT PERPENDICULAR SUPPORTS. SUPPORT FASTENERS

ROOF DECK SHALL BE 3" DEPTH, 18 GAUGE, WITH 24/4 ATTACHMENT 1.

NOTES:

SPAN

DECK

ROOF

OPEN

O P

E N

(TYP FOR 10)

WIND COLUMN

HSS6X6X1/2

NORTH

1'-1"( )

COLUMN (TYP)

EXST WALKWAY

LOCATIONS)

VARIES (TYP 4

WT13.5X42; TOS EL

GIRDER WITH

W14 WALKWAY

STRENGTHEN EXST

COL (TYP)

EXST BLDG

(TYP FOR 20)

ROOF FRAMING

SUPPORTED BY LOW

CLERESTORY POST

HSS4X4X1/4

W16X36 W16X36 W16X36 W16X36 W16X36 W16X36 W16X36 W16X36

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W12X26

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W16X36 W16X36 W16X36 W16X36 W16X36 W16X36 W16X36 W16X36

W

X

W

X

W

X

W

X

W

X

W

X

W16X36

W16X36

W16X36

7'-7"5'-11 1/2"5'-11 1/2"

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W16X36 W16X36 W16X36 W16X36 W16X36 W16X36

W16X36W16X36 W16X36 W16X36 W16X36 W16X36 W16X36 W16X36 W16X36 W16X36 W16X36

WALL

WALKWAY CONC

ON TOP OF EXST

POST CENTERED

HSS4-1/2X4-1/2X1/4

WALL

WALKWAY CONC

ON TOP OF EXST

POST CENTERED

HSS4-1/2X4-1/2X1/4

W

X

W

X

W

X

W

X

W

X

W

X

W16X36

W16X36

W12X26

W

X

SPAN

DECK

ROOF

B-SS500

A-SS500

FRAMING DETAIL ON DWG SS510

SEE SUPPLEMENTARY ROOF

COORDINATE W/ MECH DWGS;

FAN PERIMETER;

PENETRATIONS; LOCATE UNDER

FRAMING FOR EXHAUST FAN

SUPPLEMENTARY ROOF

W12X26

W12X26

CONDITION)

3-SPAN

(2-SPAN OR

SPAN

DECK

ROOF

CONDITION)

3-SPAN

(2-SPAN OR

CONDITION)

(2-SPAN

B-SS500

(SIM)

E-SS501

F-SS501

C-SS501

1'-1"

TOS EL +15'-3", UNO

10'-8"

VARIES

ELEV AT WALKWAY

EXSTING STEEL

EXST W14; TOP OF

17.120

1'-0"9'-4"

MECH DWGS

COORDINATE W/

CHILLER RAILS;

LOCATE UNDER

SUPPORT -

FOR CHILLER

ROOF FRAMING

SUPPLEMENTARY

PENTHOUSE

STAIR UP TO

(SEE NOTE 2)

LADDER

UP

DN

STAIR STRINGERS)

C12X20.7 (TYP FOR 4;

TOS EL +12'-3 5/8"

SUPPORT BEAM @

W12X26 STAIR LANDING

SEE NOTE 1 (TYP)

3" ROOF DECK;

A-SS505

COLUMN SIZES (TYP)

SEE DWG SF111 FOR

1'-3"

W16X36

A-SS502

ON DWG SS510

SEE ROOF DRAIN FRAME DETAIL

LOCATIONS (TYP 6 PLACES);

DRAIN, SEE ARCH DWGS FOR

FRAMING FOR RD W/ OVERFLOW

SUPPLEMENTARY ROOF

E-SS505

0"0"

STAIR SUPPORT

ROOF FRAMING FOR

SUPPLEMENTARY

W12X26

2'-2"

5'-0"

FOR 2) (TOS EL +18'-1 1/2")

STRINGER ABOVE (TYP

C10X15.3 PLATFORM/STAIR

5'-5" 5'-4"

W

X

5'-5" 5'-4"

/4

2'-11" 3'-0"

(TOS EL +19'-0")

PLATFORM ABOVE

C10X15.3 CHILLER

C-SS502

/2

1'-6"

18.5

10'-6"

9'-0"

1 2

C A

D D D

-R

C

B

3 4 5

F

E

G

D

6 7 8 9

REV.

10 11

CHECKED

DESIGNED

APPROVED

APPROVED

DATE

DRAWN

SCALE:

NO.

A

DATENO. REVISIONS APVDCHKDDSGN

B

C

E

F

G

C STANLEY CONSULTANTS

www.stanleyconsultants.com

225 Iowa Avenue, Muscatine, Iowa 52761-3764

0 1 2 3

AT FULL SIZE

IN

cm0 1 2 3 4 5 6 7 8

USDA NATIONAL CENTERS FOR ANIMAL HEALTH

PENTHOUSE LEVEL

SLAB AND FRAMING PLAN

SS122 0

PENTHOUSE LEVEL SLAB AND FRAMING PLAN

A.5

A.4

DD

EE

A.3

A.2

FF

A.1

B

GG

NOTES:

NORTH

12.5 13 14 15 16 17 18 17.1 17.718.5

10'-6" 21'-0" 10'-6" 9'-0"21'-0" 21'-0" 21'-0"

W

X

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W24X68

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W

X

W24X68

W24X68

W24X68

W24X68

W

X

W

X

W

X

W

X

W

X

W

X

1'-9"

HSS4 1/2X4 1/2X1/4

POST CENTERED

ON TOP OF EXST

WALKWAY CONC WALL

F-SS501

D-SS501

C-SS501

B-SS500

A-SS500

SPAN

DECK

FLOOR

CONDITION)

(3-SPAN

B-SS501

11'-10"

1'-1"

D-SS501

1'-1"

TOS EL +17'-6"

10'-6" 10'-6"

(TYP, UNO) (TYP, UNO)

EQUIPMENT PAD DETAIL ON DRAWING SF502.

4" THICK CONCRETE EQUIPMENT PAD IN ACCORDANCE WITH INTERIOR

ISOLATORS PER SPEC SECTION 20 05 48 AND SHALL BE PLACED ON A

EQUIPMENT WITH DYNAMIC LOADS/VIBRATION SHALL HAVE 7.

EQUIPMENT THAT IS LESS THAN DESIGN FLOOR LIVE LOAD.

EQUIPMENT LOADS TO OBTAIN A UNIFORM LOAD FROM PAD AND

SF502); PAD SIZES SHALL BE LARGE ENOUGH TO SPREAD OUT HEAVY

DRAWINGS (SEE INTERIOR EQUIPMENT PAD DETAIL ON DRAWING

SLAB, COORDINATE LOCATIONS WITH MECHANICAL AND ELECTRICAL

DASHED BOX INDICATES CONCRETE EQUIPMENT PAD ON TOPPING 6.

EXISTING WALKWAY WALL. SEE SECTION C-SS501.

EDGE OF DOGHOUSE FLOOR SHALL BE COORDINATED WITH FACE OF 5.

SEE DRAWING SS507.

LADDER WITH SAFETY CAGE, ATTACH TO WALL FRAMING. FOR DETAILS 4.

STRUCTURAL FLOOR FRAMING MAY BE REQUIRED.

DESIGN FLOOR LIVE LOAD SHALL BE IDENTIFIED AND ADDITIONAL

FOOTPRINT OF THE EQUIPMENT. ANY EQUIPMENT EXCEEDING THE

FLOOR LIVE LOAD WHEN OPERATING WEIGHT IS DIVIDED BY THE

THAT WEIGHTS OF EQUIPMENT PROVIDED DO NOT EXCEED DESIGN

DESIGN FLOOR LIVE LOAD: 200 PSF. CONTRACTOR SHALL VERIFY 3.

ATTACHMENTS, SEE NOTE 1.

THICKNESS VARIES FROM 5" TO 1'-0 1/2". FOR REINFORCEMENT AND

TEMPORARY SUPPORTS CAN BE REMOVED. CONCRETE TOPPING

WET CONCRETE. ONCE CONCRETE CAN SUPPORT ITS OWN WEIGHT,

DOGHOUSE. EXISTING METAL DECK CANNOT SUPPORT WEIGHT OF

AT HALF SPAN DURING POUR AND CURING OF NEW TOPPING SLAB AT

PROVIDE TEMPORARY SUPPORT OF EXISTING WALKWAY METAL DECK 2.

ATTACHMENTS AT SIDE LAPS SHALL BE #10 SDS AT 1'-6" OC.

PARALLEL SUPPORTS SHALL BE 5/8" PUDDLE WELDS AT 1'-6" OC. DECK

PATTERN USING 5/8" PUDDLE WELDS. DECK ATTACHMENTS AT

ATTACHMENTS AT PERPENDICULAR SUPPORTS SHALL BE 36/4

REINFORCED WITH 4X4-W5.0XW5.0 WWF, DRAPED. DECK

AND CONCRETE = 9" THICKNESS). CONCRETE TOPPING SHALL BE

DECKING WITH 6" THICK CONCRETE TOPPING (TOTAL FLOOR DECK

FLOOR DECK SHALL BE 3" DEPTH, 18 GAUGE, NON-COMPOSITE 1.

(TYP)

10 3/4"(T Y

P

/4

(T Y

P

/4

1'-7" (+/-)

(TYP)

10 3/4"

EDGE OF FLOOR DECK

AND CONCRETE TOPPING

SLAB AT PERIMETER

HSS4X4X1/2

TUBE COLUMN ON

TOP OF EXST

WALKWAY GIRDER

HSS4X4X1/2

TUBE COLUMN ON

TOP OF EXST

WALKWAY GIRDERSEE NOTE 6 (TYP)

LOCATIONS WITH MECH DWGS;

TOPPING SLAB, COORDINATE

INDICATES CONC EQPT PAD ON

STAIR AND LANDING

INDICATES CONC EQPT PAD ON

TOPPING SLAB, COORDINATE

LOCATIONS WITH ELEC DWGS;

SEE NOTE 6 (TYP)

(SIM)

DN

NOTE 4

SEE

6" SLAB EDGE

AT DOGHOUSE

EXPANSION JOINT

AT STAIRWELL OPENING

AND CONC TOPPING SLAB

EDGE OF FLOOR DECK

(TYP, UNO)

SEE NOTE 1

SLAB/DECK;

9" FLOOR

TOC EL +18'-3"

TOPPING, SEE NOTE 2

W/ NEW CONCRETE

EXST METAL DECK

A-SS505

(TYP FOR 4)

WALKWAY COLUMN

ON TOP OF EXST

COLUMN CENTERED

HSS8X6X5/8 TUBE

W

X

W

X

W

X

GUARDRAIL

(SEE NOTE 5)

CO

FD

CO

FD

FD

FD

FD FD FD

FD

FD

DEPTH @ FLOOR DRAINS

2'-0" DIA DISH X 1/2"

D-SS502

(OPP HAND)

D-SS502

D-SS502

D-SS502 (OPP HAND)

10'-8"

HSS4 1/2X4 1/2X1/4

POST CENTERED

ON TOP OF EXST

WALKWAY CONC WALL

1 2

C A

D D D

-R

C

B

3 4 5

F

E

G

D

6 7 8 9

REV.

10 11

CHECKED

DESIGNED

APPROVED

APPROVED

DATE

DRAWN

SCALE:

NO.

A

DATENO. REVISIONS APVDCHKDDSGN

B

C

E

F

G

C STANLEY CONSULTANTS

www.stanleyconsultants.com

225 Iowa Avenue, Muscatine, Iowa 52761-3764

0 1 2 3

AT FULL SIZE

IN

cm0 1 2 3 4 5 6 7 8

USDA NATIONAL CENTERS FOR ANIMAL HEALTH

CLERESTORY FRAMING PLAN

SS131 0

CLERESTORY FRAMING PLAN

NORTH

12.5 13 14 15 16 17 17.1 17.718.5

A.4

EE

A.3

A.2

FF

A.1

10'-6" 21'-0" 21'-0" 21'-0" 21'-0" 11'-10" 10'-8"10'-6"

W16X36

7'-7"

9'-0"

W

X

W

X

W

X

W16X36 W16X36 W16X36 W16X36 W16X36

SPAN

DECK

ROOF

S P

A N

D E

C K

R O

O F

HSS4X4X1/4

CLERESTORY

FRAMING

(TYP, UNO)

B-SS500

TOS EL +22'-6 3/4"

A-SS500

NOTES:

ATTACHMENTS SHALL BE SPACED AT 1'-0" OC.

SELF DRILLING SCREWS AT 1'-0" OC. PARALLEL SUPPORT

SHALL BE 5/8" PUDDLE WELDS. SIDELAP FASTENERS SHALL BE #10

PATTERN AT PERPENDICULAR SUPPORTS. SUPPORT FASTENERS

ROOF DECK SHALL BE 3" DEPTH, 18 GAUGE, WITH 24/4 ATTACHMENT 1.

3" ROOF DECK;

SEE NOTE 1 (TYP)

SNOW LOAD.

SNOWDRIFT LOAD SHALL BE APPLIED IN ADDITION TO FLAT ROOF

DESIGN SNOWDRIFT LOAD ON CLERESTORY ROOF = 46 PSF. 2.

1 2

C A

D D D

-R

C

B

3 4 5

F

E

G

D

6 7 8 9

REV.

10 11

CHECKED

DESIGNED

APPROVED

APPROVED

DATE

DRAWN

SCALE:

NO.

A

DATENO. REVISIONS APVDCHKDDSGN

B

C

E

F

G

C STANLEY CONSULTANTS

www.stanleyconsultants.com

225 Iowa Avenue, Muscatine, Iowa 52761-3764

0 1 2 3

AT FULL SIZE

IN

cm0 1 2 3 4 5 6 7 8

USDA NATIONAL CENTERS FOR ANIMAL HEALTH

PENTHOUSE ROOF FRAMING PLAN

SS132 0

/4 P

E R F

O O

T /4 P

E R F

O O

T

PENTHOUSE ROOF FRAMING PLAN

1/4"

PER

FOOT

NORTH

12.5 13 14 15 16 17 17.1 17.718.5

A.4

EE

A.3

A.2

FF

A.1

10'-6" 21'-0" 21'-0" 21'-0" 21'-0" 11'-10" ( ) 10'-8"10'-6"

3 EQUAL SPACES 3 EQUAL SPACES 3 EQUAL SPACES 3 EQUAL SPACES2 EQUAL SPACES 2 EQUAL SPACES 2 EQUAL SPACES

W16X36

HSS4-1/2X4-1/2X1/4

VERT DIAG BRACING

K S

T E

E L J

O

IS

T

T Y

P

U N

O

NOTES:

9'-0"

W

X

W

X

W

X

W

X

W

X

W

X

K S

T E

E L J

O

IS

T

T Y

P

U N

O

W16X36 W16X36 W16X36 W16X36 W16X36 W16X36

W

X

H S

S -1 /2

X -1 /2

X /4

V E

R T D

IA

G B

R A

C

IN

G

H S

S -1 /2

X -1 /2

X /4

V E

R T D

IA

G B

R A

C

IN

G

H S

S -1 /2

X -1 /2

X /4

V E

R T D

IA

G B

R A

C

IN

G

H S

S -1 /2

X -1 /2

X /4

V E

R T D

IA

G B

R A

C

IN

G

W16X36W16X36

W16X36

W16X36W16X36 W16X36 W16X36 W16X36 W16X36 W16X36

W16X36 W16X36 W16X36 W16X36 W16X36 W16X36

W14X90 COLUMN (TYP)

HSS4-1/2X4-1/2X1/4

VERT DIAG BRACING

EAVE TOS EL 36'-4"

RIDGE - TOS EL 37'-2 1/2"

HSS8X6X5/8 TUBE COLUMN

CENTERED ON TOP OF EXST

WALKWAY COLUMN

HSS4X4X1/4 TUBE COLUMN CENTERED ON

TOP OF EXST WALKWAY ROOF GIRDER

HSS4X4X1/4 TUBE COLUMN CENTERED ON

TOP OF EXST WALKWAY ROOF GIRDER

W

X

W

X

W

X

W

X

W

X

W

X

W

X

B-SS500

A-SS500

A-SS501

C-SS500

SPAN

DECK

ROOF

CONDITION)

3-SPAN

(2-SPAN OR

W16X36

TOS EL VARIES; (+36'-4" AT - NORTH EAVE)

(+37'-2 1/2" AT RIDGE)

(+36'-9 1/4" AT SOUTH EAVE)

HSS8X6X5/8 TUBE COLUMN

CENTERED ON TOP OF EXST

WALKWAY COLUMN

EAVE TOS EL 36'-9 1/4"

ROOF SNOW LOAD.

FEET. SNOWDRIFT LOAD SHALL BE APPLIED IN ADDITION TO FLAT

PROJECTIONS = 12 PSF TRIANGULAR LOAD WITH DRIFT WIDTH OF 5.6

DESIGN SNOWDRIFT LOAD ON PENTHOUSE ROOF AT PARAPET AND 5.

ARCHITECTURAL DRAWINGS FOR ROOF HATCH DETAIL.

DRAWING SS510 FOR SUPPLEMENTARY ROOF FRAMING DETAIL AND

SUPPLEMENTARY FRAMING FOR ROOF HATCH AT LADDER. SEE 4.

DRAWING SS511.

JOIST REINFORCEMENT AT CONCENTRATED LOADS DETAIL ON

JOIST STRUT AT POINT OF CONCENTRATED LOADS. SEE TYPICAL

COORDINATE LOCATION WITH MECHANICAL DRAWINGS; PROVIDE

MECHANICAL EQUIPMENT BELOW (SUSPENDED FROM ROOF FRAMING), 3.

STEEL JOISTS SHALL BE DESIGNED FOR 5 PSF NET UPLIFT.2.

ATTACHMENTS SHALL BE SPACED AT 1'-0" OC.

SELF DRILLING SCREWS AT 1'-0" OC. PARALLEL SUPPORT

SHALL BE 5/8" PUDDLE WELDS. SIDELAP FASTENERS SHALL BE #10

PATTERN AT PERPENDICULAR SUPPORTS. SUPPORT FASTENERS

ROOF DECK SHALL BE 3" DEPTH, 18 GAUGE, WITH 24/4 ATTACHMENT 1.

SEE NOTE 1 (TYP)

3" ROOF DECK;

3 EQUAL SPACES

DETAIL ON DWG SS510

SUPPLEMENTARY ROOF FRAMING

COORDINATE W/ MECH DWGS; SEE

LOCATE UNDER FAN PERIMETER;

FOR EXHAUST FAN PENETRATIONS;

SUPPLEMENTARY ROOF FRAMING

ROOF DRAIN FRAME DETAIL ON DWG SS510

FOR LOCATIONS (TYP 4 PLACES); SEE

W/ OVERFLOW DRAIN, SEE ARCH DWGS

SUPPLEMENTARY ROOF FRAMING FOR RD

FRAMING DETAIL ON DWG SS510

SEE SUPPLEMENTARY ROOF

LOCATIONS WITH MECH DWGS;

PENTHOUSE, COORDINATE

FRAMING FOR MECH

SUPPLEMENTARY ROOF

NOTE 3

D-SS502

HSS6X6X1/4 GIRT (TOS EL +30'-6"(+/-)) SEE TYP

GIRT DETAIL AT PENTHOUSE ON DWG SS502

HSS6X6X1/4 GIRT (TOS EL +30'-6"(+/-)) SEE TYP

GIRT DETAIL AT PENTHOUSE ON DWG SS502

W16X67 OVER COILING

DOOR AND HOOD;

COORDINATE WITH ARCH

D-SS502

HAND)

(OPP

(OPP HAND)

D-SS502

D-SS502

BRIDGING

CROSS

HORIZ

BRIDGING

CROSS

HORIZ

BRIDGING

CROSS

HORIZ

NOTE 4

HAND)

(OPP

A-SS501

1 2

C A

D D D

-R

C

B

3 4 5

F

E

G

D

6 7 8 9

REV.

10 11

CHECKED

DESIGNED

APPROVED

APPROVED

DATE

DRAWN

SCALE:

NO.

A

DATENO. REVISIONS APVDCHKDDSGN

B

C

E

F

G

C STANLEY CONSULTANTS

www.stanleyconsultants.com

225 Iowa Avenue, Muscatine, Iowa 52761-3764

0 1 2 3

AT FULL SIZE

IN

cm0 1 2 3 4 5 6 7 8

USDA NATIONAL CENTERS FOR ANIMAL HEALTH

STRUCTURAL ELEVATIONS

SS200 0

SCALE:1/8"=1'-0"

12.5 13 14 15 16 17 17.1 17.718.5

PENTHOUSE FRAMING ELEVATION @ COLUMN ROW "A.1"

TOS EL 17'-6"

TOS EL 24'-4"

TOS EL 36'-9 1/4"

TOS EL 33'-0 1/4"

W24X68

W24X68 W24X68 W24X68 W24X68 W24X68 W24X68

W12X26 W12X26 W12X26 W12X26 W12X26 W12X26

W12X26

W16X36

W12X26

W16X36

W12X26

W16X36

W12X26

W16X36

W12X26

W16X36

W12X26

W16X36W16X36 W16X36

(TYP, UNO)

W14X90 COLUMN

HSS4X4X1/4 COL

ROW "FF")

(BEYOND @ COL

HSS8X6X5/8 COL

DWG SS511

WALL FRAMING DETAIL ON

OPENING; SEE SUPPLEMENTARY

REINFORCE WALL PANEL AT

PANEL FOR STACK (TYP);

CUT OPENING IN METAL WALL

WALL FRAMING DETAIL ON DWG SS511

PANEL AT OPENING; SEE SUPPLEMENTARY

LOUVER (TYP, UNO); REINFORCE WALL

OPENING IN METAL WALL PANEL FOR

H S S -1 /2

X -1 /2

X /4

WALL FRAMING DETAIL ON DWG SS511

OPENING; SEE SUPPLEMENTARY

DOOR; REINFORCE WALL PANEL AT

OPENING IN METAL WALL PANEL FOR

W12X26

(1

M A

X S

T U

D S

P A

N

A.1

FF

A.2

EE

A.4

SCALE:1/8"=1'-0"

PENTHOUSE FRAMING ELEVATION @ COLUMN ROW "17.7"

(LOOKING NORTH)

(LOOKING WEST)

TOS EL 36'-9 1/4"

TOS EL 33'-0 1/4"

EXST W14 (BEYOND) EXST W14 EXST W14 (BEYOND)

EXST TOS EL VARIES 17'-1" MIN; 17'-8 1/2" MAX

WT13.5

WT13.5

WT13.5

OVER COILING DOOR & HOOD

W16X67

HSS6X6X1/4

GIRT (BEYOND)

HSS6X6X1/4

GIRT (BEYOND)

(BEYOND @ COL ROW "17.1")

HSS4X4X1/4 COLUMN

HSS8X6X5/8 COLUMN

W16X67

@ SOUTH EAVE

W16X36W16X36

TOS EL 37'-2 1/2"

@ RIDGE (BEYOND)

TOS EL 36'-4"

@ NORTH EAVE

@ COL ROW "17.1")

COLUMN; (BEYOND

HSS4X4X1/4

DRAWIING SS511

SEE DETAIL ON

FOR 2 EACH STACK);

STACK COLLAR (TYP

MECH DRAWINGS)

(BEYOND) (SEE

MECH STACK

H S S -1 /2

X -1 /2

X /4H

S S 4-1/2X

4-1/2X 1/4

2 EACH STACK)

GUY WIRE (TYP FOR

FOR DOOR

COILING

WALL PANEL

IN METAL

OPENING

(BEYOND)

(B E

Y O

N D

(BEYOND)

HSS6X6X1/4 GIRT

(BEYOND) (BEYOND)

(BEYOND) (BEYOND)

(B E Y O

N D ) (B

E Y

O N

D

(1

M A

X S

T U

D S

P A

N

EXST WALKWAY COL

1 2

C A

D D D

-R

C

B

3 4 5

F

E

G

D

6 7 8 9

REV.

10 11

CHECKED

DESIGNED

APPROVED

APPROVED

DATE

DRAWN

SCALE:

NO.

A

DATENO. REVISIONS APVDCHKDDSGN

B

C

E

F

G

C STANLEY CONSULTANTS

www.stanleyconsultants.com

225 Iowa Avenue, Muscatine, Iowa 52761-3764

0 1 2 3

AT FULL SIZE

IN

cm0 1 2 3 4 5 6 7 8

USDA NATIONAL CENTERS FOR ANIMAL HEALTH

FRAMING DETAILS - SHEET 1

SS500 0

B A.1

10'-6"

TOS EL +36'-9 1/4" (LP - SOUTH)

TOS EL +17'-6"

(PENTHOUSE ROOF)

TOC EL +18'-3"

(PENTHOUSE FLOOR)

EXST W12 OR W16

TOS EL +15'-3"

(LOW ROOF)

TOS EL +22'-6 3/4"

(CLERESTORY ROOF)

TOS EL +36'-4" (LP - NORTH)

(PENTHOUSE ROOF)

7'-7"

A.2

SECTION

C-SS500

SS132

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

SECTION

NO SCALE

SECTION

A-SS500

NO SCALE

SS131,SS132

SS121,SS122

SS131,SS132

SS121,SS122

TOS EL…