Drawings-589-335 VOL 3 Structural- 17 Pages.pdf

GENERAL NOTES

DESIGN CRITERIA:

1. CODES AND STANDARDS:

2015 IBC

2. DESIGN GRAVITY LOADS:

DEAD LOADS:

FLOOR:

DEAD LOAD: 80 PSF

ROOF:

DEAD LOAD: 80 PSF

LIVE LOADS:

FLOOR:

LIVE LOAD: 40 PSF PATIENT ROOMS

100 PSF PUBLIC SPACES

100 PSF ROOF/FUTURE SECOND FLOOR

ROOF:

MINIMUM LIVE LOAD: 20 P.S.F. PLUS ALLOWANCE FOR DRIFTED SNOW

GROUND SNOW LOAD: Pg = 20 P.S.F.

SNOW EXPOSURE FACTOR: Ce = 0.9

SNOW LOAD IMPORTANCE FACTOR: 1.0

SNOW THERMAL FACTOR: Ct = 1.0

3. WIND LOAD:

BASIC WIND SPEED: 115 M.P.H.

RISK CATGEORY II

WIND LOAD IMPORTANCE FACTOR FOR WALLS 1.0

WIND EXPOSURE: B

BUILDING CATEGORY: ENCLOSED

WIND EXPOSURES:

COMPONENTS AND CLADDING WIND PRESSURES(PSF):

ZONE 1: +11, -27.0

ZONE 2: +10, -42

ZONE 3: +10, -63

ZONE 4: +14.5, -15.8

ZONE 5: +25, -36.0

FOR NORTH AND WEST WALLS. - ALL COMPONENTS TO BE DESIGNED FOR

+ 30.0 PSF MINIMUM WIND PRESSURE

INTERNAL PRESSURE COEFFICIENT: + 0.18

4. SEISMIC LOAD:

SPECTRAL ACCELERATIONS: Ss = 0.168

SPECTRAL ACCELERATIONS: S1 = 0.093

DESIGN SPECTRAL RESPONSE ACCELERATION: Sds = 0.134 DESIGN SPECTRAL RESPONSE ACCELERATION: Sd1 = 0.105

OCCUPANCY CATEGORY: III

SEISMIC DESIGN CATEGORY: B

SITE CLASS: C

SITE COEFFICIENTS:Fa = 1.22 Fv =1.7

5. COMPONENT IMPORTANCE FACTOR:

Ip = 1.5

6. BASIC STRUCTURAL SYSTEMS:

A.) FRAME SYSTEM.

7. SEISMIC - RESISTING SYSTEM:

A.) STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE.

R = 3 Cd = 3

B.) ANALYSIS PROCEDURE: EQUIVALANT LATERAL FORCE PROCEDURE

8. FUTURE EXPANSION:

PROVISIONS HAVE BEEN MADE FOR ONE ADDITIONAL FLOOR.

1. THE FOUNDATION HAS BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS

MADE ON THE GEOTECHNICAL EXPLORATION REPORT BY: MIDWEST TESTING

ENGINEERING CONSULTING SERVICES, LTD. DATED: JUNE 15, 2017.

2. BACKFILLING:

A. DO NOT BACKFILL PIT WALLS UNTIL ADEQUATE TEMPORARY BRACING IS INSTALLED.

B. BACKFILL UNDER FOUNDATION WITH CONCRETE OR AS APPROVED BY THE

COR AND SUCCESSFULLY REVIEWED BY SOILS ENGINEER.

3. SOIL MODULUS OF SUBGRADE REACTION ( Ks ) = 125 POUNDS PER CUBIC INCH. THE

SUBGRADE MUST BE IMPROVED PER ONE OF THE OPTIONS OUTLINED IN THE

GEOTECHNICAL REPORT.

1. FOOTINGS SHALL BEAR ON SOIL CAPABLE OF SUSTAINING A NET BEARING PRESSURE

UNDER FULL SERVICE LIVE AND DEAD LOAD AS FOLLOWS:

3000 PSF FOR CONTINUOUS STRIP FOOTINGS

3000 PSF FOR COLUMN SPREAD FOOTINGS

2. TOP OF FOOTING ( TOF ) ELEVATIONS ARE SHOWN ON THE PLANS.

3. FOOTINGS MAY BE EARTH FORMED.

4. ALL BEARING MATERIAL SHALL BE INSPECTED BY A QUALIFIED TECHNICIAN AND

APPROVED BY THE COR PRIOR TO CONCRETE PLACEMENT. A QUALIFIED

TECHNICIAN SHALL PROVIDE HIS/HER RECOMMENDATION AS TO THE SUITABILITY

OF THE BEARING MATERIAL THAT REQUIRES VA/COR'S APPROVAL. FOOTING

ELEVATIONS SHALL BE ADJUSTED AS REQUIRED.

5. BOTTOM OF EXTERIOR FOOTINGS SHALL BEAR A MINIMUM OF 2'-6" BELOW FINAL

GRADE.

6. FROST DEPTH = 2'-6"

7. SLIDING RESISTANCE ( VALUES INCLUDE A 1.50 SAFETY FACTOR )

8. PASSIVE EQUIVALENT FLUID PRESSURE = 175 PCF.

9. COEFFICIENT OF FRICTION = 0.25

DESIGN:

FOUNDATIONS:

SPREAD FOOTINGS:

1. CONCRETE SHALL HAVE A 28-DAY COMPRESSIVE STRENGTH AND DENSITY, IN ACCORDANCE

WITH THE FOLLOWING:

STRENGTH DENSITY WATER/ SACKS OF CEMENT

P.S.I. P.C.F. CEMENT RATIO PER YARD

FILL SLABS & STAIR PAN FILL 3000 45 0.50 5 1/2 MINIMUM

SLABS ON METAL DECK: 3500 145 0.50 5 3/4 MINIMUM

ALL OTHER CONCRETE U.N.O: 4000 145 0.45 TO 0.48 6 MINIMUM

2. SLAB ON GRADE TO 1 1/2" MAXIMUM AGGREGATE SIZE. FOR 6" AND 10" SLABS PER

MANUFACTURER SPECIFICATION TO BE VA/COR APPROVED AFTER SUCCESSFUL REVIEW BY

ENGINEER.

3. REINFORCING SHALL CONFORM TO A.S.T.M. A615, GR. 60, INCLUDING TIES AND STIRRUPS.

4. WELDED WIRE FABRIC SHALL CONFORM TO A.S.T.M. A185.

5. ALL REINFORCING SHALL BE DETAILED, FABRICATED AND PLACED, IN ACCORDANCE WITH

LATEST A.C.I. DETAILING MANUAL (SP-66).

6. ALL REINFORCING SHALL BE SUPPORTED IN FORMS, SPACED WITH NECESSARY

ACCESSORIES AND SHALL BE SECURELY WIRED TOGETHER, IN ACCORDANCE WITH LATEST

C.R.S.I. "MANUAL OF STANDARD PRACTICE". DO NOT STICK DOWELS INTO WET CONCRETE.

TIE IN PLACE PRIOR TO START OF CONCRETE PLACEMENT.

7. MINIMUM CONCRETE COVER, UNLESS NOTED OTHERWISE:

A.) UNFORMED SURFACE IN CONTACT WITH THE GROUND: 3 IN.

B.) FORMED SURFACES EXPOSED TO EARTH OR WEATHER: 1 1/2 IN. FOR #5 BAR OR

SMALLER 2 IN FOR #6 BAR OR LARGER

C.) FORMED SURFACES NOT EXPOSED TO EARTH OR WEATHER:

1. WALLS, SLABS: 3/4 IN.

2. BEAMS, GIRDERS AND COLUMNS (TO TIES OR STIRRUPS): 1 1/2 IN.

8. ALL CONSTRUCTION JOINTS SHOWN ON DRAWINGS SHALL BE INCORPORATED INTO THE

STRUCTURE, UNLESS THEIR ELIMINATION IS APPROVED BY THE VA/COR AND AS SUCCESSFULLY

REVIEWED BY THE ENGINEER. ADDITIONAL CONSTRUCTION JOINTS, REQUIRED TO FACILITATE

CONSTRUCTION, SHALL BE LOCATED AT POINTS OF MINIMUM SHEAR AND SHALL BE DETAILED ON

SHOP DRAWINGS. REINFORCEMENT SHALL PASS CONTINUOUSLY THROUGH THE JOINT. ALL

CONSTRUCTION JOINTS SHALL BE ROUGHENED TO A DEPTH OF 1/4". FOR VERTICAL

CONSTRUCTION JOINTS IN BEAMS, SLABS, WALLS, ETC. IT IS ACCEPTABLE TO USE "STAYFORM".

9. ALL ABUTTING CONCRETE MEMBERS SHALL BE DOWELED TOGETHER, UNLESS POURED

MONOLITHICALLY. DOWELS SHALL BE EQUAL IN SIZE AND SPACING TO THE REINFORCING

IN THE ADJACENT MEMBER.

10. PROVIDE CONTINUOUS REINFORCEMENT AROUND CORNERS AND AT INTERSECTIONS AND

THROUGH: CONSTRUCTION JOINTS, CONTROL JOINTS, CONTRACTION JOINTS, AND JOINTS

BETWEEN ALL ABUTTING MEMBERS.

11. UNLESS OTHERWISE SHOWN IN THE ARCHITECTURAL DRAWINGS, PROVIDE 3/4" CHAMFERS

AT ALL EDGES THAT ARE EXPOSED TO VIEW IN THE FINISHED STRUCTURE.

12. SEE ARCHITECTURAL DRAWINGS FOR DOOR AND WINDOW OPENINGS, DRIP SLOTS,

REGLETS, MASONRY ANCHORS, PRECAST BEARING LEDGES, BRICK LEDGE ELEVATIONS

AND FOR MISCELLANEOUS EMBEDDED PLATES, BOLTS, ANCHORS, ANGLES, ETC.

13. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISHES. WHERE FINISH IS NOT

SPECIFIED, CONFORM TO REQUIREMENTS OF A.C.I. 301.

14. MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS SHALL BE REFERRED TO FOR

DRAINS, SLEEVES, OUTLET BOXES, CONDUIT, ANCHORS, ETC. THE VARIOUS TRADES ARE

RESPONSIBLE FOR PLACING THEIR ITEMS.

15. LAP SPLICES SHALL BE IN ACCORDANCE WITH THE FOLLOWING TABLE, UNLESS NOTED

OTHERWISE. WHERE CLASSES ARE NOT CALLED OUT ON DRAWINGS, USE CLASS "B" SPLICES.

SPLICES f'c = 4000 P.S.I., fy = 60,000 P.S.I.

NOTES:

1. TABLES ARE BASED ON C.R.S.I. CATEGORIES 4 AND 6.

WHERE MIN. SPACING IS 6 BAR DIAMETERS CENTER

TO CENTER AND WHERE MIN. CONCRETE COVER IS

ONE BAR DIAMETER USE CATEGORY 6 FOR

LONGITUDINAL BARS IN BEAM, COLUMNS AND INNER

LAYER OF WALL OR SLABS; USE CATEGORY 4 FOR ALL

OTHER BARS.

2. ALL SPLICES TO BE CLASS "B" TENSION SPLICE UNLESS

OTHERWISE NOTED.

3. SPLICE PLAIN WELDED WIRE REINFORCEMENT BY

LAPPING ONE FULL MESH SPACE PLUS 2 INCHES.

4. FOR LIGHT WEIGHT CONCRETE, MULTIPLY LENGTHS IN

TABLE BY 1.3.

5. FOR EPOXY COATED REINFORCEMENT, MULTIPLY

LENGTHS IN TABLE BY 1.5.

16. REFER TO MECHANICAL DRAWINGS FOR HOUSEKEEPING PADS AND INERTIA BASES AT

MECHANICAL EQUIPMENT.

17. REFER TO MECHANICAL DRAWINGS FOR UNDERFLOOR AND PERIMETER FOUNDATION

DRAIN.

18. BASE PLATES, ANCHOR BOLTS, SUPPORT ANGLES, ETC., BELOW GRADE SHALL BE

COVERED WITH A MINIMUM OF 3" CONCRETE.

19. PROVIDE CONTINUOUS WATERSTOP AT HORIZONTAL AND VERTICAL JOINTS AT

ELEVATOR PIT

20. WHERE REINFORCING IS NOT INDICATED OR DEFINED, INCLUDE FOR BID PURPOSES

ONLY.

A.) WALLS: #5 EACH WAY EACH FACE. SPACING IN INCHES = 140/(WALL THICKNESS IN

INCHES BUT NOT OVER 18"o.c.

B.) BEAMS: 1-#9 CONTINUOUS TOP AND BOTTOM FOR EACH 100 SQUARE INCHES OF

BEAM CROSS SECTIONAL AREA AND #4 STIRRUPS SPACED AT 1/2 OF BEAM DEPTH,

FULL LENGTH OF BEAM.

C.) COLUMNS: 1-#9 VERTICAL PER 50 SQUARE INCHES OF CROSS SECTIONAL AREA

AND #3 TIES @ 9"o.c

D.) SLABS: #5 EACH WAY TOP AND BOTTOM. SPACING IN INCHES = 100/(SLAB THICKNESS

IN INCHES) BUT NOT OVER 18"o.c.

ON SHOP DRAWINGS, INDICATE ABOVE REINFORCING AS "PER GENERAL NOTES". SUCH

REINFORCING MAY BE REVISED OR RELOCATED BY THE VA/COR AND AS SUCCESSFULLY

REVIEWED BY STRUCTURAL ENGINEER DURING SHOP DRAWING REVIEW.

21. PROVIDE CONCRETE EQUIPMENT PADS, INERTIA BASES AND CURBS AS NOTED

ELSEWHERE IN CONTRACT DOCUMENTS. UNLESS NOTED, DOWEL PADS WITH #4 x 0'-6" PROJECTING 3" FROM CONCRETE BELOW AT 18"o.c. EACH WAY. REINFORCE PADS WITH

#4@18 EACH WAY TOP AND BOTTOM.

22. MASONRY DOWELS: PROVIDE, PLACE, AND SPACE TO MATCH MASONRY REINFORCING.

23. PROVIDE STANDARD HOOKS ON BARS TERMINATING AT A CONCRETE FACE UNLESS

NOTED (E.G.: EDGES OF OPENINGS, SLAB EDGES, EXPANSION JOINTS, ENDS OF BEAMS,

AND AT: TOP, BOTTOM AND ENDS OF WALLS, ETC...).

24. PROVIDE (2)-#5 (MIN.) @ EACH SIDE OF OPENING. EXTEND 2'-0 BEYOND OPENINGS.

25. SEE MISC. NOTES FOR EPOXY / ADHESIVE ANCHORS.

26. PROVIDE CONTROL JOINT IN FOUNDATION WALLS @ 30'-0" O.C. MAX.

TENSION LAP SPLICE FOR TOP BARS, * GRADE 60

CLASS A, B, LAP SPLICE LENGTH (INCHES)

f'c = 3,000 P.S.I.

CLASS

BAR SIZE

#3

#11 - 100

*"TOP BARS" ARE DEFINED AS ANY BAR WITH MORE THAN 12" OF

CONCRETE CAST BELOW THE BAR.

CATEGORY 6 4 6

A B A B

4 6 4 6

A B

4 6 4 6

21 14 18 13 16

28 19 24 17 22

35 23 30 21 27

42 28 36 25 33

38 4950 3333 4243 3930 39 38

43 5666 3744 4857 3339 4351

48 6383 4256 5572 3850 4965

#10 - 81 58 106 76 5070 6592 4563 5982

71 130 93 6286 80112 5577 72101

TENSION LAP SPLICE FOR ALL OTHER BARS, * GRADE 60

CLASS A, B, LAP SPLICE LENGTH (INCHES)

f'c=5,000P.S.I.

CLASS

4BAR SIZE

#3 - 13

#4 - 17

#5 - 21

#6 - 25

#7 - 30

#8 - 39

#9 - 49

#11 - 77

CATEGORY 6 4 6

A B A B

4 6 4 6

A B

4 6 4 6

16 12 16 12 16

22 15 19 13 17

27 18 23 16 21

32 22 28 19 25

29 3839 2526 3333 2323 30 29

33 4351 2934 3744 2630 3339

37 4864 3243 4256 2938 3850

#10 - 63 45 81 58 3954 5070 3549 4563

55 100 71 4867 6286 4360 5577

COMPRESSION LAP SCHD.

LAP LENGTH (INCHES)

f'c = 3,000 P.S.I. OR GREATER

BAR SIZE

#3 12

#4 15

#5 19

#6 23

#7 26

#8 30

#9 34

#11 42

30 db

#10 38

CONCRETE:

f'c=3,000P.S.I.

f'c = 4,000 P.S.I. f'c = 5,000 P.S.I.

f'c=4,000P.S.I.

- 16

#4 - 22

#5 - 27

#6 - 32

#7 - 39

#8 - 51

#9 - 64

CONCRETE CONT:

COMPRESSION DOWEL EMBEDMENT: 22 BAR DIAMETERS

STRUCTURAL STEEL:

1. STEEL SHALL CONFORM TO THE FOLLOWING GRADES:

ALL WF (U.N.O.): A992 GRADE 50 (FY=50)

ALL ANGLE, BASE PLATES, CONN. PLATES (U.N.O.): A36 (FY=36)

STRUCTURAL PIPE: A53 (FY=35)

STRUCTURAL TUBE: A500 GRADE B (FY=46)

HEADED STUDS AWS D1.1, TYPE B

THREADED ROD A36

ANCHOR ROD F1554,GR36 OR 55 PER DETAILS

BOLTS A325 / F1852

ELECTRODES MATCHING STRENGTH, 70KS: MIN.

2. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN

ACCORDANCE WITH THE A.I.S.C. CODE OF STANDARD PRACTICE (AISC 303-10),

EXCEPT AS MODIFIED IN THESE NOTES AND THE PROJECT SPECIFICATIONS.

3. CONNECTIONS MAY BE BOLTED OR WELDED. THE FABRICATOR IS RESPONSIBLE FOR

THE DESIGN, OF CONNECTIONS NOT DESIGNED ON THE DRAWINGS. GENERALLY,

CONNECTIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE SCHEMATIC AND ARE

ONLY INTENDED TO SHOW THE RELATIONSHIP OF MEMBERS CONNECTED. ANY

CONNECTION THAT IS NOT SHOWN OR IS NOT COMPLETELY DETAILED ON THE STRUCTURAL

DRAWINGS SHALL BE DESIGNED BY AN ENGINEER, REGISTERED IN THE STATE OF MISSOURI,

RETAINED BY THE FABRICATOR. COMPLETELY DETAILED MEANS THE FOLLOWING INFORMATION IS

SHOWN ON THE DETAIL:

A. ALL PLATE DIMENSIONS AND GRADES.

B. ALL WELD SIZES, LENGTHS, PITCHES, AND RETURNS.

C. ALL HOLE SIZES AND SPACINGS.

D. NUMBER AND TYPES OF BOLTS: WHERE BOLTS ARE SHOWN BUT NO NUMBER

IS GIVEN, THE CONNECTION HAS NOT BEEN COMPLETELY DETAILED.

E. WHERE PARTIAL INFORMATION IS GIVEN, IT SHALL BE THE MINIMUM

REQUIREMENT FOR THE CONNECTION.

DESIGN CALCULATIONS FOR TYPICAL BEAM CONNECTIONS AND ALL PRIMARY BRACING AND

HANGER CONNECTIONS SHALL BE SUBMITTED TO THE VA/COR FOR APPROVAL ALONG WITH THE

ENGINEER'S SUCCESSFUL REVIEW PRIOR TO FABRICATION.

4. CONNECTION DESIGN FORCES:

A. BEAMS, GREATER OF:

1. 55% OF TOTAL ALLOWABLE UNIFORM LOAD CAPACITY FROM A.I.S.C 9TH

EDITION TABLES FOR ALLOWABLE LOADS ON BEAMS, Wc/L

2. REACTIONS SHOWN ON DRAWINGS.

3. 10 KIPS.

B. MOMENT CONNECTIONS INDICATED ON THE DRAWINGS THUS:

DESIGN FOR MOMENT SHOWN OR, IF NOT SHOWN, DEVELOP MOMENT

CAPACITY OF MEMBER WITH fb = 0.66FY.

C. MAINTAIN TENSION CAPACITY OF COLUMNS, DIAGONALS AND MEMBERS

SUBJECT TO TENSION AT BOLT HOLES, NOTCHES, OR COPES.

D. CONNECTION FORCE NOTATION:

P = AXIAL FORCE IN KIPS: (+) TENSION, (-) COMPRESSION

V OR [ ] = SHEAR IN KIPS

M = MOMENT IN FOOT KIPS

T = TORSION IN FOOT KIPs

1. LOADS SHOWN INCLUDE COMPENSATION FOR CODE PERMITTED

STRESS INCREASES AND LOAD REDUCTIONS FOR CONNECTION DESIGN.

5. THE MINIMUM PLATE THICKNESS SHALL BE 3/8".

6. BOLTED CONNECTIONS:

A. MINIMUM BOLT DIAMETER = 3/4"

B. SLIP CRITICAL CONNECTIONS OF A325SC OR A490SC BOLTS SHALL BE USED

FOR ALL BOLTED CONNECTIONS OF BRACING MEMBERS, MOMENT

CONNECTIONS, CANTILEVERS, AND AS SHOWN ON THE DRAWINGS. OVERSIZED

AND LONG-SLOTTED HOLES ARE ALLOWED FOR FRICTION CONNECTIONS.

C. ALL OTHER BOLTED CONNECTIONS SHALL BE BEARING TYPE USING A325N OR

A490N BOLTS. OVERSIZED HOLES AND LONG-SLOTTED HOLES ARE NOT

ALLOWED UNLESS SHOWN ON THE DRAWINGS.

D. A307 BOLTS MAY BE USED WHERE INDICATED ON THE DRAWINGS.

E. PROTRUDING BOLT HEADS, SHAFTS OR NUTS SHALL NOT EXTEND INTO NOR

PROHIBIT THE APPLICATION OF ARCHITECTURAL FINISHES AND THEY SHALL

NOT EXTEND INTO NOR PROHIBIT THE PLACEMENT OF STEEL DECKING TO THE

CORRECT LINE AND ELEVATION.

F. THE FABRICATOR IS RESPONSIBLE FOR VERIFYING THE TENSION CAPACITY OF

AXIALLY LOADED MEMBERS AFTER A SECTION IS REDUCED FOR BOLT HEADS.

MEMBER SIZE MAY BE INCREASED OR CONNECTION PLATES ADDED AS

REQUIRED.

G. SHOP DRAWINGS SHALL INDICATE THE TYPE OF BOLT USED IN EACH

TYPES.

7. WELDED CONNECTIONS:

A. WELDS ARE CONTINUOUS UNLESS NOTED.

B. ALL FILLET WELDS: A.I.S.C. MINIMUM BUT NOT LESS THAN 1/8" UNLESS NOTED OTHERWISE.

C. ALL WELDING SHALL BE IN ACCORDANCE WITH THE "STRUCTURAL

WELDING CODE" (A.W.S. D1.1) PUBLISHED BY THE AMERICAN WELDING SOCIETY.

ELECTRODES FOR WELDING SHALL COMPLY WITH THE REQUIREMENTS

OF TABLE 3.1 OF (A.W.S. D1.1-10).

D. ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED OTHERWISE.

8. SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS, IS PROHIBITED

WITHOUT WRITTEN APPROVAL BY THE VA/COR AND AS SUCCESSFULLY REVIEWED BY

THE STRUCTURAL ENGINEER.

9. NO CHANGE IN SIZE OR POSITION OF THE STRUCTURAL ELEMENTS SHALL BE MADE OF

HOLES, SLOTS, CUTS, ETC., AND ARE NOT PERMITTED THROUGH ANY MEMBER UNLESS

THEY ARE DETAILED ON THE APPROVED SHOP DRAWINGS.

10. NO FINAL BOLTING OR WELDING SHALL BE MADE UNTIL AS MUCH OF THE STRUCTURE

HAS BEEN PROPERLY ALIGNED AND WILL THEREBY BE STIFFENED.

11. UNLESS NOTED OTHERWISE, BEAMS SHALL BEAR 8" MINIMUM ON CONCRETE OR

MASONRY. ANCHOR BEAMS TO MASONRY WITH A GOVERNMENT-TYPE ANCHOR.

12. FABRICATE ALL BEAMS WITH THE MILL CAMBER UP.

13. EXPANSION BOLTS:

UNLESS NOTED OTHERWISE, EXPANSION BOLTS SHALL HAVE THE FOLLOWING

MINIMUM ULTIMATE LOAD CAPACITIES WHEN DRILLED INTO CONCRETE WITH A

MINIMUM DESIGN STRENGTH OF 4000 P.S.I. ULTIMATE LOAD CAPACITIES SHALL

PROVIDE FOR A MINIMUM FACTOR OF SAFETY = 4.

DIAMETER SHEAR TENSION EFFECTIVE EMBEDMENT

1/2" 3570 LBS. 4040 LBS 3 1/4"

3/4" 7635 LBS 5075 LBS 3 3/4"

SEE SPECIFICATIONS

14. SHEAR STUDS: CONFORM TO A.W.S. D1.1-2010, SHOP WELD EXCEPT WHERE APPLIED

THROUGH METAL DECK.

15. TESTING OF EXPANSION BOLTS AND EPOXY ANCHORS.

A. EXPANSION BOLTS: THE CONTRACTOR SHALL TEST 25% OF ALL EXPANSION

BOLTS ACCORDING TO THE MANUFACTURER'S REQUIRED TORQUES.

B. EPOXY ANCHORS: THE CONTRACTOR SHALL TEST 25% OF ALL EPOXY ANCHORS

WITH PULL TEST EQUAL TO 150% TIMES THE ALLOWABLE BOLT TENSILE

CAPACITIES.

C. NOTE: THE EPOXY ANCHORS ARE TO BE STORED IN A COOL LOCATION

ACCORDING TO THE MANUFACTURES SPECIFICATIONS.

ADDITIONAL ADDL.

ALUMINUM ALUM.

ANCHOR BOLT A.B.

AND &

ANGLE L

ARCHITECTURAL ARCH.

AT @

BASEMENT BSMT.

BASE PLATE B. P.

BEAM BM.

BEARING BRG.

BETWEEN BETWN.

BLOCK BLK.

BOARD BD

BOTTOM BOT.

BOTTOM FACE B/FACE

BOTTOM OF METAL DECK BOD

BOTTOM OF FOOTING BOF

BOTTOM OF WALL BOW

BRICK BRK.

BRICK SHELF B/S

BRIDGING BRDG.

BUILDING BLDG.

CANTILEVER CANTL.

CAST IN PLACE C.I.P.

CEILING CLG.

CEMENT CEM.

CENTER LINE CL.

CENTER TO CENTER C/C

CENTERED CTR'D.

CLEAR CL. or CLR.

CONCRETE CONC

COLUMN COL.

CONNECTION CONN.

CONSTRUCTION CONST.

CONSTRUCTION JOINT C.J.

CONTINUOUS CONT.

CONTRACTOR CONTR.

CONTRACTING OFFICER CO

CONTRACTING OFFICER REPRESENTITIVE COR

DEAD LOAD D.L.

DECK DK.

DIAGONAL DIAG.

DIAMETER DIA.

DIMENSION DIM.

DOWELS DWLS.

DOWN DN.

DRAWINGS DWGS.

EACH EA.

EACH FACE E.F.

EACH WAY E.W.

ELECTRICAL ELECT.

ELEVATION EL.

ELEVATOR ELEV.

EMBEDDED EMBE'D.

EQUAL EQ

EQUIPMENT EQUIP.

EXISTING EXIST.

EXPANSION JOINT E.J.

EXTERIOR EXT.

FAR FACE F.F.

FINISH FIN.

FINISH FLOOR FIN. FLR.

FLOOR FL.

FOOTING FTG.

FOUNDATION FND.

FRAMING FRMG.

GALVANIZED GALV.

GAUGE GA.

GENERAL CONTRACTOR G.C.

GIRDER GIR.

GRADE GR.

GYPSUM GYP.

HEIGHT HT.

HIGH POINT H.P.

HORIZONTAL HORIZ.

INSIDE FACE I.F.

INTERIOR INT.

JOINT JT.or JNT.

JOIST JST.

STRUCTURAL ABBREVIATIONS:

KIP = 1000 lbs. K

KNOCKOUT KO

POUND lb.

LIGHT WEIGHT LT. WT.

LIVE LOAD L.L.

LONG LG.

LONGITUDINAL LONG.

LONG LEG HORIZONTAL L.L.H.

LONG LEG VERTICAL L.L.V.

LONG WAY L.W.

LOW POINT L.P.

MANUFACTURER MFG.

MARK MK.

MASONRY MAS.

MASONRY OPENING M.O.

MATERIAL MAT'L

MAXIMUM MAX.

MECHANICAL MECH

METAL MTL.

MINIMUM MIN.

MISCELLANEOUS MISC.

MOMENT CONNECTION M.C.

NEAR FACE N.F.

NOMINAL NOM.

NOT IN CONTRACT N.I.C.

NOT TO SCALE N.T.S.

ON CENTER O.C.

OPENING OPNG .

OPPOSITE HAND OPP.H.

OUTSIDE FACE O.F.

PANEL PNL.

PENTHOUSE P.H.

PLATE PL.

PLUMBING PLBG

PRECAST CONCRETE P.C.

PRE-ENGINEERED METAL BUILDING PEMB

POCKET PCK'T.

POST TENSION P.T.

RADIUS RAD.

RECTANGULAR RECT.

REFERENCE REF.

REFER TO RE:

REINFORCING REINF.

REQUIRED REQ'D

REVISION REV.

ROOF RF.

ROOM RM

SCHEDULE SCHD.

SECTION SECT.

SHORT WAY S.W.

SIMILAR SIM.

SLAB SL.

SLAB ON GRADE SOG

SPACE, SPACING, SPACES SPA.

SPECIFICATIONS SPECS

SQUARE SQ.

STANDARD STD.

STEEL STL.

STRUCTURE OR STRUCTURAL STRUC

SUPPORT SUPPT.

SYMMETRICAL SYMM.

THICKNESS THK.

TOP FACE T.FACE

TOP OF BRICK LEDGE T/BL

TOP OF FOOTING TOF

TOP OF CONCRETE TOC

TOP OF PIER TOP

TOP OF JOIST T/JST

TOP OF SLAB TSL

TOP OF STRUCTURAL STEEL TOS

TOP OF WALL TOW

TRUSS BEARING T/BRG.

TYPICAL TYP.

UNLESS NOTED OTHERWISE U.N.O.

VERTICAL VERT

VERIFY IN FIELD VIF

VERTICAL BRACE VB

WIND BRACE W.B.

WELDED WIRE FABRIC W.W.F.

WITH W/

1. METAL ROOF DECK SHALL COMPLY WITH THE REQUIREMENTS OF ANSI/SDI RD-2010

STANDARD FOR STEEL ROOF DECK.

2. PROJECT SPECIFICATIONS SEE PLANS FOR DECK TYPES AND GAUGES. METAL ROOF

DECK HAS BEEN DESIGNED TO FUNCTION AS A DIAPHRAGM FOR THE TRANSMISSION

OF LATERAL LOADS. CONNECTION OF DECK UNITS TO EACH OTHER AND TO

SUPPORTS SHALL BE DESIGNED BY THE DECK SUPPLIER CONSISTENT WITH THE

DECK PROPERTIES AND MANUFACTURER'S RECOMMENDATIONS.

3. LAP DECK 4" MINIMUM AT SPLICES CENTERED ON SUPPORT.

4. DO NOT SUSPEND POINT LOADS FROM DECK INCLUDING HANGERS FOR: CEILINGS,

PIPES, DUCTS, EQUIPMENT, ETC... CONTRACTOR INSTALLING SUCH POINT LOADS

SHALL PROVIDE SUB-FRAMING TO TRANSFER LOAD TO STRUCTURE SUPPORTING

DECK.

5. FABRICATE DECK UNITS IN LENGTHS TO SPAN THREE OR MORE SUPPORT SPACINGS.

6. MINIMUM YIELD STRENGTH = 33 K.S.I.

7. 1 1/2" DEEP (WIDE RIB DECK) AND ROLLED OF STEEL SHEETS CONFORMING TO

A.S.T.M. 7. A653 GRADE NO METAL ROOF DECK SHALL HAVE SECTION PROPERTIES

PER FOOT OF WIDTH LESS THAN THE FOLLOWING:

18 GAUGE I .292 INCH(4), S (POSITIVE) .318 INCH(3), S (NEGATIVE) .327 INCH(3)

20 GAUGE I .212 INCH(4), S (POSITIVE) .234 INCH(3), S (NEGATIVE) .247 INCH(3)

22 GAUGE I .169 INCH(4), S (POSITIVE) .186 INCH(3), S (NEGATIVE) .192 INCH(3)

8. DECKING MANUFACTURER SHALL COORDINATE SIZE AND LOCATION OF ROOF

OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.

METAL ROOF DECK:

1. THE CONTRACTOR SHALL PLACE CONCRETE FOR SLABS SO THAT THE FINISH SURFACE IS

SCREEDED LEVEL WITH AN ELEVATION WITHIN 1/4" OF THE TOP OF SLAB ELEVATION

SHOWN ON THE PLANS.

2. SLABS SHALL HAVE A TROWELED FINISH AND AS A MINIMUM BE TRUE PLANES WITHIN 1/2"

IN 10 FEET , AS DETERMINED BY A 10 FOOT STRAIGHTEDGE PLACED ANYWHERE ON THE

SLAB IN ANY DIRECTION.

3. CONSIDERATION SHALL BE GIVEN TO SEQUENCING OF CONCRETE PLACEMENT SO AS

TO CONTROL FINISH ELEVATIONS WITHIN THE SPECIFIED LIMITS. NO MORE THAN 1/2"

OF ADDITIONAL CONCRETE THICKNESS SHALL BE POURED TO MAINTAIN FLOOR

FLATNESS OR LEVELNESS. IF SUCH A SITUATION OCCURS G.C. SHALL STOP POUR,

LET DECK HARDEN AND FINISH WITH A TOPPING SLAB.

CONCRETE SLABS ON METAL DECK:

1. DEPTH OF DECK AND SLAB, TYPE OF DECK, STEEL GAUGES AND SLAB REINFORCING ARE

SHOWN ON THE PLANS.

2. UNLESS NOTED OTHERWISE, TEMPORARY SHORING OF COMPOSITE DECK IS NOT REQUIRED

FOR ANTICIPATED CONSTRUCTION LOAD (WET CONCRETE WEIGHT PLUS 20 P.S.F.

CONSTRUCTION LOAD). SEE SPECIFICATIONS FOR DEFLECTION LIMITATION.

3. CONTRACTOR SHALL FURNISH THE ADDITIONAL CONCRETE DUE TO WET CONCRETE

DEFLECTION OF THE COMPOSITE DECK AND BEAMS.

4. THE DECK ACTING COMPOSITELY WITH THE SLAB, SHALL BE CAPABLE OF SUPPORTING BOTH

THE FINAL DESIGN LIVE LOAD AND SUPERIMPOSED DEAD LOAD SPECIFIED ON THESE

DRAWINGS NO METAL FLOOR DECK USED IN THE BUILDING SHALL HAVE SECTION PROPERTIES

PER FOOT OF WIDTH LESS THAN THE FOLLOWING:

18 GAUGE I .557 INCH(4), S (POSITIVE) .495 INCH(3), S (NEGATIVE) .504 INCH(3

20 GAUGE I .409 INCH(4), S (POSITIVE) .341 INCH(3), S (NEGATIVE) .346 INCH(3)

6. CONTRACTOR SHALL COORDINATE SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS WITH

ARCHITECTURAL AND MECHANICAL DRAWINGS.

7. WELD STUDS THROUGH METAL DECK.

8. ELECTRICAL CONDUIT SHALL BE ROUTED BELOW METAL DECK. NO CONDUIT, PIPING, JUNCTION

BOXES, OR OTHER ITEMS SHALL BE ALLOWED TO BE EMBEDDED IN CONCRETE SLAB.

9. DECK SUPPLIER TO PROVIDE DECK CLOSURE WHERE REQUIRED FOR CONCRETE POUR.

10. COMPOSITE DECK SHALL COMPLY WITH ANSI/SDI C-2011 STANDARD FOR COMPOSITE STEEL

FLOOR DECK-SLABS.

COMPOSITE METAL DECK:

1. NOTES APPLY TO MASONRY SHOWN ON STRUCTURAL DRAWINGS AND SHALL BE THE

MINIMUM REQUIREMENTS FOR MASONRY SHOWN ON THE ARCHITECTURAL DRAWINGS.

2. CONCRETE MASONRY:

A. COMPRESSIVE STRENGTH OF MASONRY, PRISM STRENGTH F'm = 2000

P.S.I. (MINIMUM) COMPRESSIVE STRENGTH OF CMU=2800 PSI).

B. CONCRETE MASONRY UNITS: A.S.T.M. C90, GRADE N, TYPE 1 - 2 CELL UNITS

LIGHTWEIGHT UNITS FOR INTERIOR WALLS.

REGULAR WEIGHT UNITS FOR EXTERIOR WALLS.

C. GROUT: A.S.T.M. C476-02

STRENGTH AT 28 DAYS = 125% OF F'm, 2500 P.S.I. MINIMUM.

D. MORTAR: A.S.T.M. C270-03

TYPE - S, HYDRATED LIME REQUIRED

3. REINFORCED MASONRY REQUIRES CONTINUOUS SPECIAL INSPECTION - SEE

SHEET S-002

4. REINFORCING: BARS SHALL CONFORM TO A.S.T.M. A615, GRADE 60, UNLESS NOTED ON

DRAWINGS. WIRES SHALL CONFORM TO A.S.T.M. A82

5. DOWELS FROM C.I.P. CONCRETE SHALL MATCH THE VERTICAL REINFORCEMENT IN THE

WALL ABOVE UNLESS NOTED OTHERWISE AND LAPPED BOTH ENDS. SUCH DOWELS SHALL

BE FURNISHED BY THE CONCRETE CONTRACTOR.

6. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL BLOCK CORE, IT

SHALL NOT BE SLOPED MORE THAN ONE HORIZONTAL IN 6 VERTICAL. DOWELS MAY BE

GROUTED INTO A CELL IN VERTICAL ALIGNMENT, EVEN THOUGH IT IS IN AN ADJACENT

CELL TO THE VERTICAL WALL REINFORCING.

7. SPLICED REINFORCING SHALL BE LAPPED AS NOTED BELOW. SPLICED BARS SHALL BE

WIRED TOGETHER.

#5 BARS, USE 3'-0" LAP

#6 BARS, USE 4'-6" LAP

#7 BARS, USE 5'-3" LAP

8. VERTICAL BARS SHALL BE HELD IN POSITION AT TOP AND BOTTOM AND AT INTERVALS

NOT EXCEEDING 72 DIAMETERS OF THE REINFORCING.

9. VERTICAL REINFORCING BARS SHALL HAVE A MINIMUM CLEARANCE OF 3/4 OF AN INCH

FROM THE MASONRY OR ADJACENT BARS AND NOT LESS THAN ONE BAR DIAMETER

BETWEEN BARS NOT SPLICED.

10. VERTICAL GROUTING MAY BE EITHER "LOW LIFT" OR "HIGH LIFT" AT THE CONTRACTOR'S

OPTION.

11. VERTICAL CELLS THAT WILL BE GROUTED SHALL HAVE VERTICAL ALIGNMENT TO

MAINTAIN A CONTINUOUS UNOBSTRUCTED CELL AREA NOT LESS THAN 2" x 3".

12. GROUTING SHALL BE STOPPED 1/2" BELOW THE TOP OF A COURSE SO AS TO FORM A KEY

AT THE POUR JOINT.

13. GROUTING OF MASONRY BEAMS OVER OPENINGS SHALL BE DONE IN ONE CONTINUOUS

OPERATION.

14. ALL BOLTS, ANCHORS, ETC., INSERTED IN THE WALLS, SHALL BE GROUTED SOLID INTO

POSITION.

15. ALL HORIZONTAL REINFORCING (JOINT REINFORCING AND REBAR) SHALL STOP AT

CONTROL JOINTS.

16. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATIONS AND DETAILS OF DOOR AND

WINDOW OPENINGS FOR SPECIAL COURSING AND OTHER MASONRY DETAILS. THE

INFORMATION SHOWN ON THE STRUCTURAL DRAWINGS IS INTENDED TO DEFINE THE

STRUCTURAL REQUIREMENT ONLY.

17. MINIMUM WALL REINFORCING UNLESS NOTED OTHERWISE:

NOMINAL WALL VERTICAL HORIZONTAL JOINT BOND BEAM

THICKNESS REINFORCING WIRE REINFORCING REINFORCING

6" #5@32" OC 9 GA. E.F. @ 16 (2)-#5

8" #5@24" OC 9 GA. E.F. @ 16 (2)-#5

10" #6@24" OC 3/16 DIA. @ 16 (2)-#5

12" #5@16" OC 3/16 DIA. @ 16 (2)-#5

PROVIDE BOND BEAMS AT: BASE OF WALL, SILL LINES, BOTTOM EDGE OF OPENINGS

(EXTEND MINIMUM OF 2'-0" PAST OPENING), TOP OF WALLS, FLOOR LINES, ROOF LINES,

TOP OF PARAPETS, AND AT 10'-0"o.c. MAXIMUM BETWEEN BOND BEAMS. BOND BEAM

SHALL BE CONTINUOUS UNLESS NOTED OTHERWISE.

HORIZONTAL JOINT REINFORCING: WIRE LADDER TYPE.

18. PROVIDE VERTICAL WALL REINFORCING, SAME SIZE AS ADJACENT BAR, AT: CORNERS,

ENDS, JAMBS, EACH SIDE OF OPENING, AND EACH SIDE OF CONTROL AND EXPANSION

JOINTS.

19. CONTINUE VERTICAL REINFORCING FLOOR TO FLOOR (OR ROOF) AND EXTEND TO TOP OF

PARAPET.

20. CONTINUE REINFORCING THROUGH CONSTRUCTION JOINTS, AND AROUND CORNERS

UNLESS NOTED OTHERWISE.

21. PROVIDE STANDARD HOOKS ON BARS TERMINATING INTO MASONRY FACE: - IN WALLS AT

OPENINGS, HEADS, JAMBS, EXPANSION JOINTS, ENDS; - IN BEAMS AT TOP, BOTTOM, AND

ENDS.

22. SPLICE CONTINUOUS TOP BARS AT MID SPAN AND BOTTOM BARS OVER SUPPORT.

23. COORDINATE BLOCKOUTS, REVEALS, HOLES, OPENINGS, AND BUILT IN ITEMS WITH ALL

CONTRACT DOCUMENTS AND TRADES.

24. GROUT CELLS SOLID AT: REINFORCING, BOND BEAMS, INSERTS, ANCHORS, ELEVATOR

GUIDE RAILS, AND 24" BELOW BEARING POINT OF STEEL SECTIONS AND 12" TO EACH SIDE.

REINFORCED MASONRY:

1. ALL SIZING BASED ON STEEL STUD MANUFACTURERS ASSOCIATION (ICBO ER-4943P)

PRODUCT TECHNICAL INFORMATION.

2. AT NORTH AND WEST WALLS, STUD SPACING IS 16" MAX AND STUD THICKNESS IS 16 GA MIN

3 MATERIALS SHALL CONFORM TO THE FOLLOWING:

A. GALVANIZED MATERIAL:

1. ALL GALVANIZED STUDS 12, 14 AND 16 GAUGE (97, 68 AND 54 MIL) SHALL

BE FORMED FROM STEEL THAT CORRESPONDS TO THE MINIMUM REQUIREMENTS

OF ASTM A653 SS, GRADE 50, CLASS 1 OR 3 WITH A MINIMUM YIELD OF 50,000 PSI.

2. ALL GALVANIZED 18 AND 20 GAUGE (43 AND 33 MIL) STUDS; ALL GALVANIZED TRACK,

BRIDGING, END CLOSURES AND ACCESSORIES SHALL BE FORMED FROM STEEL THAT

CORRESPONDS TO THE REQUIREMENTS OF ASTM A653 SS, GRADE 33 WITH A

MINIMUM YIELD OF 33,000 PSI.

3. ALL GALVANIZED STUDS, TRACK, BRIDGING AND ACCESSORIES SHALL BE FORMED

FROM STEEL HAVING A GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM

A525.

B. PROPERTIES:

1. THE PHYSICAL AND STRUCTURAL PROPERTIES LISTED BY THE STEEL

STUD MANUFACTURER ASSOCIATION AND AISI DESIGN MANUAL SHALL

BE CONSIDERED THE MINIMUM PERMITTED FOR ALL FRAMING MEMBERS.

C. SUBSTITUTIONS:

1. ANY SUBSTITUTIONS MUST BE APPROVED IN WRITING PRIOR TO

DELIVERY, BY THE COR.

4. INSTALLATION OF STUDS SHALL BE AS PER ASTM C1007-00 "INSTALLATION OF LOAD

BEARING (TRANSVERSE AND AXIAL) STEEL STUDS AND ACCESSORIES", ASTM C955-00a

"SPECIFICATION FOR LOAD BEARING (TRANSVERSE AND AXIAL) STEEL STUDS, RUNNERS

TRACK), AND BRACING OR BRIDGING FOR SCREW APPLICATION OF GYPSUM BOARD AND

METAL PLASTER BASES", AND ASTM C754-00 "SPECIFICATION FOR INSTALLATION OF STEEL

FRAMING MEMBERS TO RECEIVE SCREW ATTACHED GYPSUM BOARD".

5. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO

PERPENDICULAR MEMBERS, OR AS REQUIRED FOR AN ANGULAR FIT AGAINST ABUTTING

MEMBERS. MEMBERS SHALL BE HELD POSITIVELY IN PLACE UNTIL PROPERLY FASTENED.

6. ALL TRACK BUTT JOINTS, ABUTTING PIECES OF TRACK SHALL BE SECURELY ANCHORED

TO A COMMON STRUCTURAL ELEMENT, OR THEY SHALL BE BUTT-WELDED OR SPLICED

TOGETHER.

7. ALL STUD BRIDGING SHALL BE ATTACHED IN A MANNER TO PREVENT STUD ROTATION.

BRIDGING ROWS SHALL BE SPACED ACCORDING TO MANUFACTURE'S

RECOMMENDATION.

8. TEMPORARY BRACING SHALL BE PROVIDED UNTIL ERECTION IS COMPLETED.

9. STUD ENDS MUST BE SQUARELY SEATED AGAINST THE TRACK WEB. BOTH STUD FLANGES

MUST BE ATTACHED TO TRACK MEMBERS AT TOP AND BOTTOM.

10. STUD BRIDGING SHALL BE PROVIDED BY 1-1/2" COLD ROLLED U-CHANNEL. THE U-

CHANNEL MUST BE ATTACHED TO EACH STUD BY WELDING OR ATTACHING WITH CLIP

ANGLES AND SCREWS. HORIZONTAL STRAPPING AND SOLID BRIDGING WITH TRACK

MEMBERS CAN ALSO BE USED FOR BRIDGING.

THE FOLLOWING MINIMUM COLD FORMED STEEL ATTACHMENTS SHALL BE PROVIDED

U.N.O.:

TRACK TO STUD-----------------(1) - #10 TEK SCREW EACH FLANGE, EACH STUD

TRACK TO STRUCTURAL STEEL-----(1) - .145" DIA. POWER DRIVEN FASTENER @ 2'-8" O.C.

TRACK TO CONCRETE-------------(1) - .145" DIA. POWER DRIVEN FASTENER @ 16" O.C.

TRACK TO METAL DECK----------(1) - #10 TEK SCREW @ 1'-4" O.C.

TRACK TO MASONRY------------(1) - .145" DIA. POWER DRIVEN FASTENER @ 2'-8" O.C.

STUD TO STRUCTURAL STEEL------(1) - L2x 2x - 14 GA. CLIP ANGLE CONNECTION W/ (3) - #10

TEK SCREWS INTO METAL STUD AND (3) - .145" DIA. POWER DRIVEN FASTENERS INTO

STRUCTURAL STEEL OR (3) 1/4" TEK SCREWS INTO STRUCTURAL STEEL.

600 S 162 54

COLD-FORMED STEEL:

MEMBER DEPTH:

(EXAMPLE: 6" =

600 x 1/100 INCHES)

ALL MEMBER DEPTHS

ARE TAKEN IN 1/100 INCHES.

STYLE:

S = STUD OR JOIST SECTION

T = TRACK SECTIONS

FLANGE WIDTH:

(EXAMPLE: 1 5/8" = 1.625" =

162 x 1/100 INCHES)

ALL FLANGE WIDTHS

ARE TAKEN IN 1/100 INCHES.

MATERIAL THICKNESS:

(EXAMPLE: 0.054" = 54 MILS.

1MIL = 1/1000 INCH)

Engineering, Inc.

18207 Edison Avenue

Chesterfield, Missouri 63005

Phone: 636.530.7770 Fax: 636.530.7877

Missouri Certificate of Authority #NC 001244

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

BANCROFT ARCHITECTS + ENGINEERS Bancroft AE No.

700 Nicholas Blvd. Suite 300 Elk Grove Village, IL 60007

T:847.952.9362 www.bancroft-ae.com Department of Veterans Affairs

VA CONTRACT NO.

Revisions: Date

KEY PLAN:

N

18207 Edison Avenue Chesterfield, MO 63005 T (636) 530-7770 F (636) 530-7877 MO. Certificate of Authority #NC 001244

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STRUCTURAL GENERAL NOTES

16-123

HARRY S. TRUMAN VAMC

RELOCATE CLC

800 HOSPITAL DRIVE COLUMBIA, MO

05/11/18 MVV JMH

589-335

S-001

BID DOCUMENTS

VA255-16-C-0234

BID DOCUMENTS 05/11/18

05-11-1805-11-18

SPECIAL INSPECTION:

1. PERIODIC INSPECTION OF STEEL FABRICATOR'S SHOP FOR QUALITY CONTROL AND

FABRICATION PROCESSES THAT COMPLY WITH AISC CODE OF STANDARD PRACTICE.

2. PERIODIC INSPECTION OF BOLTED AND WELDED STEEL CONNECTIONS IN THE FIELD PER

AISC 360-10 CHAPTER N.

3. CONTINUOUS INSPECTION OF BOLTED AND WELDED STEEL CONNECTIONS IN THE FIELD

PER AISC 360-10 CHAPTER N FOR ALL THAT IS PART OF THE SEISMIC RESISTING SYSTEM.

4. PERIODIC INSPECTION OF CONCRETE MATERIALS, REINFORCING AND PLACEMENT SHALL

BE INSPECTED PER TABLE 1705.3 OF THE 2015 INTERNATIONAL BUILDING CODE.

5. PERIODIC INSPECTION OF MASONRY MATERIALS, REINFORCING & PLACEMENT SHALL BE

INSPECTED PER TABLE 4 AND TABLE 5 OF THE TMS 602-11.

6. INSPECTION OF SITE SOILS, FILL PLACEMENT, AND BEARING CAPACITIES BY A LICENSED

GEOTECHNICAL ENGINEER AS FOLLOWS:

A. OBSERVATION OF PROOF ROLLING FOR THE SITE PRIOR TO FILL PLACEMENT.

COMPACTION TESTING OF STRUCTURAL FILL PLACEMENT. LIFTS SHALL NOT

EXCEED 8".

B. COMPACT STRUCTURAL FILL TO 95% DRY DENSITY AS MEASURED BY THE

STANDARD PROCTOR METHOD, ASTM D-698.

C. PROVIDE BEARING TESTS AT EACH FOOTING LOCATION TO CONFIRM BEARING

CAPACITY.

7. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ALL WELDING OPERATIONS OF

ELEMENTS OF THE SEISMIC-FORCE-RESISTING SYSTEM.

8. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY A CITY/COUNTY

INSPECTOR OR THE COR.

9. SPECIAL INSPECTED WORK WHICH IS INSTALLED OR COVERED WITHOUT APPROVAL OF

LOCAL AND SPECIAL INSPECTORS ALONG WITH THE COR IS SUBJECT TO REMOVAL OR

EXPOSURE.

10. CONTRACTOR IS RESPONSIBLE FOR HIRING ALL SPECIAL INSPECTORS.

11. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE VA/COR AND THE

SPECIAL INSPECTOR OR INSPECTION AGENCY AT LEAST ONE WORKING DAY PRIOR TO

PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION. ANY WORK

PERFORMED WITHOUT REQUIRED SPECIAL INSPECTION IS SUBJECT TO REMOVAL.

12. SUBMIT WRITTEN REPORTS WITHIN TWO DAYS OF TESTING TO THE COR AND THE

ENGINEER OF RECORD.

13. DECK SHALL COMPLY WITH ANSI/SDI QA/QC STANDARD FOR QUALITY CONTROL AND

QUALITY ASSURANCE FOR INSTALLATION OF STEEL DECK.

TYPE

CONTINUOUS

SPECIAL

INSPECTION

PERIODIC

SPECIAL

INSPECTION

REFERENCED STANDARD IBC REFERENCE

1. INSPECTION REINFORCEMENT, AND VERIFYING PLACEMENT.

ASTM C 172

ASTM C 31

ACI 318: 26.4.5, 26.12

1908.10

ACI 318: 26.4.5

REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

ACI 318 Ch. 20, 25.2, 25.3 26.5.1-26.5.3

1908.4

2. REINFORCING BAR WELDING:

a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN

ASTM A706;

b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16"; AND

c. INSPECT ALL OTHER WELDS.

AWS D1.4

ACI 318: 26.5.4

TABLE 1705.3

3. INSPECT ANCHORS CAST IN CONCRETE.

5. VERIFYING USE OF REQUIRED DESIGN MIX. ACI 318: Ch. 19, 26.4.3, 26.4.4

1904.1, 1904.2, 1908.2, 1908.3

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR

STRENGTH TEST, PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE.

7. INSPECT CONCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES.

1908.6, 1908.7, 1908.8

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND

TECHNIQUES.

ACI 318:

26.4.7-26.4.9

1908.9

ACI 318: 26.10.1 (b)

9. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF

THE CONCRETE MEMBER BEING FORMED.

TABLE NOTES:

A. THE CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE CALLED INSPECTIONS REQUIRED BY IBC, AS AMENDED.

B. CONTINUOUS INSPECTION IS ALWAYS REQUIRED DURING THE PERFORMANCE OF THE WORK UNLESS OTHERWISE SPECIFIED.

C. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE VA/COR AND THE SPECIAL INSPECTOR OR INSPECTION AGENCY AT LEAST ONE WORKING DAY PRIOR TO PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION. ANY WORK PERFORMED WITHOUT REQUIRED SPECIAL INSPECTION IS SUBJECT TO REMOVAL.

D. SUBMIT WRITTEN REPORTS WITHIN TWO DAYS OF TESTING TO THE VA/COR AS WELL AS TO THE ENGINEER OF RECORD.

ACI 318: 17.8.2

4. 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 4.a.

ACI 318: 17.8.2.4

ACI 318: 17.8.2

TYPE PERIODIC SPECIAL INSPECTION

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO

ACHIEVE THE DESIGN BEARING CAPACITY.

REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS

TABLE 1705.6

CONTINUOUS SPECIAL INSPECTION

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.

Engineering, Inc.

18207 Edison Avenue

Chesterfield, Missouri 63005

Phone: 636.530.7770 Fax: 636.530.7877

Missouri Certificate of Authority #NC 001244

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

BANCROFT ARCHITECTS + ENGINEERS Bancroft AE No.

700 Nicholas Blvd. Suite 300 Elk Grove Village, IL 60007

T:847.952.9362 www.bancroft-ae.com Department of Veterans Affairs

VA CONTRACT NO.

Revisions: Date

KEY PLAN:

N

18207 Edison Avenue Chesterfield, MO 63005 T (636) 530-7770 F (636) 530-7877 MO. Certificate of Authority #NC 001244

C :\U se r s

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STRUCTURAL SPECIAL INSPECTIONS

16-123

HARRY S. TRUMAN VAMC

RELOCATE CLC

800 HOSPITAL DRIVE COLUMBIA, MO

05/11/18 MVV JMH

589-335

S-002

BID DOCUMENTS

VA255-16-C-0234

05-11-18

NOTES:

1. FILL JOINT WITH SEALANT.

2. SPACE CONTROL JOINTS EQUALLY OVER LONG SPANS. PLACE AT

EDGE OF DOOR OR WINDOW OPENINGS. DONT PLACE CONTROL

JOINTS IN THE MIDDLE OF WINDOW OR DOOR OPENINGS.

3. COORDINATE CONCRETE FINISH WITH ARCHITECTURAL DRAWINGS.

4. LIMIT CONTROL JOINT SPACING TO 30'-0" MAX.

5. CONTROL JOINTS IN CONCRETE WALL SHOULD COINCIDE WITH

MASONRY VENEER CONTROL JOINTS WHERE APPLICABLE.

CONCRETE WALLS DO NOT NEED A CONTROL JOINT AT EVERY

MASONRY WALL CONTROL JOINT.

TYPICAL CONTROL JOINT

3/4" MIN. CLEARANCE

3/4" MIN. CLEARANCE

OUTSIDE FACE

PANEL "B"

PANEL "A"

SEALANT / FILLER

PER ARCH

3/4" CHAMFER

PANEL "B"PANEL "A"

OUTSIDE FACE

SEALANT / FILLER

PER ARCH

SEALANT

1/2" C.J.

W A

L L E

A S

ID

E

/8

D E

P T

H O

F

1/4" 1/4"

ISOLATION JOINT

TOF= PER PLAN

COLUMN

PER PLAN

FINISH FLOOR

ELEVATION

PER PLAN

FTG PER PLAN

C L R

P E

R P

L A

N

P L A

N

P E

R

G R

O U

T

FTG REINF PER

FTG SCHEDULE

EXTEND CONT HORZ REINF

INTO SECOND POUR & LAP

t/ 3 t

POUR #1 POUR #2

CLASS B LAP TYP

WALL REINFORCMENT

1 1/2"

EXTEND CONT HORZ REINF

INTO SECOND POUR & LAP

t/ 3 t

POUR #1 POUR #2

WALL REINFORCMENT

1 1/2"

STEEL BASE PLATE

COLUMN - PER SCHEDULE

1/2" ISOLATION JOINT

(T

YP.)

3" C

LR

. M

IN

C.J. C.J.

C .J

C

.J

M

IN

NO PIPE SHALL PASS

THRU THE FOOTING PAD

POUR JOINT

FOOTING SHALL BE STEPPED SO THAT

THIS DIM. DOES NOT EXCEED 3'-0"

IN ANY CASE

1'-6" MIN

LOCATE PIPE

TRENCHES SO

THAT FOOTINGS

WILL NOT BE

UNDERMINED

BACK FILL AS

PER SPECS.

NO EXCAVATION

BELOW

THIS LINE

PLACE CONC. FILL AROUND SLEEVES

BEFORE POURING FOOTING PADS.

FILL SHALL BE SAME WIDTH AS FOOTING

AND FULL WIDTH OF PIPE TRENCH

PROVIDE MTL.

SLEEVES W/

I.D. 2" GREATER

THAN THE O.D.

OF THE PIPE

M

IN

M

IN

F

T G

FND

WALL

M A

X

CAST CONCRETE WALL

TYPICAL VERTICAL WALL

REINFORCING. PROVIDE 90 DEGREE

HOOKS @ BOTTOM OF OPENING

TYPICAL HORIZONTAL WALL

REINFORCING

CONT. HORIZ. BARS @ OPENING

REINFORCING

#3 CLOSED LOOP TIES @ VERT.

BAR SPACING

EACH SIDE EXTEND MIN 2'-0" PAST OPENING

1 1/2" COVER TYPICAL

HEAD OPENING

w w

TYP

8"

(4)-VERT BARS AT

WALL OPENING

WALL

OPENING

#3 TIES TYPICAL

AT HORIZONTAL BAR

SPACING

TYPICAL HORIZONTAL

WALL REINFORCING

TYPICAL VERTICAL WALL

REINFORCING

CAST CONCRETE WALL

T Y

P

IC

A L

/2

C O

V E

R

5" 1' - 3"

2" 3" 7" 6" 2"

COL. CL.

C O

L C

L

14"x20"x1 1/2" BASE PL.

w/ (6)-1 1/4"Ø F1554 (GRADE 105) ASTM

A325 ANCHOR RODS (15" EMBED)

1' - 8"

5/16 5/16

TYP

PL WASHER 1/2"x3"x3"

TYP EA ANCHOR ROD

(2) CONT. #4

CAST PL. 3/8" x 8" x 0'-8" w/ 1/2" DIA. x 6" LONG ANCHOR

BOLTS INTO CONCRETE

@ EACH STRINGER

STEEL STRINGER

1' - 4"

NOTE:

SEE ARCH DWGS.

FOR LOCATION AND TREAD-

RISER DIMENSIONS

6"

1" TYP.

1 1/2" SEAT

BREAK BOND

(ASPHALT PAPER

OR EQUAL)

#4 @ 12"O.C.

(1) -#4 TOP & BOTTOM

T Y

P T

O P

B

O T

T O

M

I N

T E

R

IO

R S

T A

IR

E

X T

E R

IO

R

S T

A

IR

.#4 @ 12" O.C.

EA. WAY (BOTTOM)

" M

IN

" C

O V

E R

E Q

U A

L

P L A

N

P E

R P

E R

P L A

N

EQUAL Z-BAR TO MATCH

FOOTING REINF.

P L A

N

P E

R

FOOTING STEP DIM.

TO HERE ON PLAN

FTG. REINF.

TOP OF FTG.

(2)-#4x4'-0" @ 45 DEG.

1' - 5 219/256"SPLICE ALL HORIZ. BARS AS

CLASS "B" LAP OR 2'-0" MIN.

STRAGGER SPLICES WHERE POSSIBLE

VERT. CONT. IN WALL

TOP OF FTG.

DOWELS, TYP.

S E

E P

L A

N F

O O

T

IN

G T

H

IC

K N

E S

S t"

S E

E P

L A

N

EQ. TO FTG. "t" DIM. TO HERE ON PLAN

E Q

E Q

EQ EQ

/2

/2

1 1/2"1 1/2"

12"x12"x1"

"b"

"a

5/16

BASE PLATE SIZE

"a" x "b" x "t"

"t " T

Y P

/2

G R

O U

T

S E

E S

C H

E D

M

IN

E M

B E

D

COL - PER SCHED

BP-1 (4)-3/4"Ø 2"x2"x1/4"

BASE PLATE

TYPE

ANCHOR RODS

(QUANTITY x DIA)

PLATE

WASHERS

BASE PLATE SCHEDULE

9"

MIN

EMBED

14"x14"x1 1/2"BP-2 (4)-3/4"Ø 2"x2"x1/4"

13"x13"x1 1/2"BP-3 (4)-3/4"Ø 2"x2"x1/4"

12x12x3/4"BP-4 (4)-3/4"Ø 2"x2"x1/4"

11"x6"x3/4"BP-5 (4)-3/4"Ø 2"x2"x1/4"

10"x10"x3/4"BP-6 (4)-3/4"Ø 2"x2"x1/4"

9"

9"

9"

9"

9"

A

PLATE

DETAIL

A

A

B

B

A

TYPE A

E Q

E Q

EQ EQ

/2

/2

1 1/2"1 1/2"

"b"

"a

5/16

COL - SEE SCHED

TYPE B

PLATE WASHER

PER SCHED

ANCHOR ROD

PER SCHED

WELD NUT TO

ANCH ROD - TYP

TYP ELEVATION VIEW

UNO ALL ANCHOR RODS TO BE F1554 (GR 36)

12"x12"x1 1/4"BP-7 (4)-3/4"Ø 2"x2"x1/4" 9" A

16"x16"x1 1/2"BP-8 (4)-3/4"Ø 2"x2"x1/4" 9" A

PLATE WASHER

PER SCHED

14"x14"x1"BP-9 (4)-3/4"Ø 2"x2"x1/4" 12" A

CONTROL

JOINT

CONTROL

JOINT

CONTROL

JOINT

CONTROL

JOINT

TYPICAL SLAB CONTROL

AND CONSTRUCTION JOINT DETAIL

TYPICAL CONSTRUCTION JOINT

DETAIL FOR SLAB ON GRADE

SEE PLAN

S E

E P

L A

N

SEE ARCH. DWGS. FOR

JOINT PATTERN

3/4" DIA. SMOOTH BAR x 18" LG.

SPACED 12"O.C. GREASE ONE

END TO PREVENT BOND

S E

E P

L A

N

TYPICAL CONTROL JOINT

DETAIL FOR SLAB ON GRADE

D

S E

E P

L A

N

JOINT MAY BE SAWN OR

FORMED WITH PLASTIC STIP

D /4

NOTES:

1. CONSTRUCTION AND/OR CONTROL. JOINTS ARE

INTERCHANGEABLE AT THE CONTRACTORS OPTION. SEE

PLANS FOR JOINT LOCATIONS.

2. SAW CUTTING OF JOINTS SHALL BE DONE AS SOON AS THE

CONCRETE SETS SUFFICIENTLY TO PERMIT CUTTING WITHOUT

CHIPPING, SPALLING OR TEARING, BETWEEN 2 AND 12 HOURS

AFTER COMPLETION OF FINISHING. THE SHORTER TIME IS

REQUIRED DURING HOTTER TEMPERATURES. SEE ACI 302.1R-15.

3. ACI RECOMMENDATION: PLACE SLABS IN LONG RECTANGULAR

STRIPS IN ALTERNATE PANELS. WIDTH OF STRIPS TO BE

12'-0" TO 15'-0".

SEE PLAN FOR

FOUNDATION INFO

PLACE SLAB ON 6 MIL.

VAPOR RETARDER, OVER

MINIMUM 1” DIAMETER ROCK

DEVOID OF FINES (FROST

DEPTH PER PLAN NOTES)

8" PAST DOOR SWING MIN.

ENTRY DOOR

CONSTRUCTION OR

CONTROL JOINT

SIDEWALK

P E

R C

IV

IL

M

IN

1'-4" 5"

1'-4" SLAB ON

GRADE

w/ WWF-

SEE PLAN#4 @

24"O.C.

6x6-W2.1xW2.1 W.W.F.

CONTRACTOR TO VERIFY

MECHANICAL

"t

"t

Engineering, Inc.

18207 Edison Avenue

Chesterfield, Missouri 63005

Phone: 636.530.7770 Fax: 636.530.7877

Missouri Certificate of Authority #NC 001244

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

BANCROFT ARCHITECTS + ENGINEERS Bancroft AE No.

700 Nicholas Blvd. Suite 300 Elk Grove Village, IL 60007

T:847.952.9362 www.bancroft-ae.com Department of Veterans Affairs

VA CONTRACT NO.

Revisions: Date

KEY PLAN:

N

18207 Edison Avenue Chesterfield, MO 63005 T (636) 530-7770 F (636) 530-7877 MO. Certificate of Authority #NC 001244

C :\U se r s

\jh of fm an n\ D oc um en ts

\2

3 7

_V A

C -C

LC

_R

1 5 _S

T R

U C

_j ho f fm an nU C

JP

Q

.r v t

5/ 7/

1 8

:3

5:

P M

STRUCTURAL TYPICAL FOUNDATION

DETAILS

16-123

HARRY S. TRUMAN VAMC

RELOCATE CLC

800 HOSPITAL DRIVE COLUMBIA, MO

05/11/18 MVV JMH

589-335

S-003

BID DOCUMENTS

VA255-16-C-0234

NOT TO SCALE3

TYP FOUNDATION WALL CONTROL JOINT

NOT TO SCALE6

TYPICAL EXPANSION JOINT DETAIL

NOT TO SCALE5

TYPICAL DETAIL OF INTERIOR HSS COLUMN AT

SPREAD FOOTING

NOT TO SCALE7

TYPICAL VERTICAL CONSTRUCTION JOINT IN

CONCRETE WALL

NOT TO SCALE18

TYPICAL ISOLATION JOINT DETAIL @ HSS

NOT TO SCALE9

TYPICAL PIPE TRENCH FOOTING DETAIL

NOT TO SCALE4

TYPICAL HEAD SECTION @ WALL OPENING

NOT TO SCALE8

TYPICAL JAMB REINFORCING @ WALL OPENING

NOT TO SCALE22

BASE PLATE DETAIL @ BRACE FRAME COLUMN UNO

NOT TO SCALE14

TYPICAL STL. STRINGER ON SLAB ON GRADE

NOT TO SCALE16

TYPICAL INTERIOR OR EXTERIOR CONCRETE SLAB ON GRADE STAIR

NOT TO SCALE13

TYPICAL STEP FOOTING DETAIL

NOT TO SCALE21

TYPICAL STEP WALL & FOOTING DETAIL AT CONT. STRIP FOOTING

NOT TO SCALE23

TYPICAL BASE PLATE DETAILS

NOT TO SCALE1

TYPICAL SLAB ON GRADE DETAILS

NOT TO SCALE11

TYPICAL ENTRY DETAIL FOR SLAB FROST HEAVE

PREVENTION

NOT TO SCALE15

TYPICAL DETAIL @ HOUSEKEEPING PAD FOR

MECHANICAL UNIT

(2)-#4 CONT

BRACE TOP OF WALL PER

STRUCTURAL DETAIL - 2/S-004

(2)-#4 CONT.

#5 VERT. BARS & DWLS.

@ 32" O.C. LAP 2'-0" @ SPLICES

(TYP. U.N.O.)

MASONRY WALL

PER PLAN

1' - 6" t t t

BEAMS PARALLEL TO PARTITIONS

8" CMU WALL

REINF. PER PLAN

L4x4x1/4 (6" LONG) @ 4'-0"O.C.

W/ 3/4" DIA EXP. BOLT

x 2 3/4" EMBED EA. SIDE

CAULK

PER ARCH

M

IN

/1

L4x4x1/4 (6" LONG) @ 4'-0"O.C.

EA. SIDE

8" CMU WALL

REINF. PER PLAN

8" CMU BOND BEAM W/

(2)-#5 CONT

BEAMS PERPENDICULAR TO PARTITIONS

TYPICAL BRACING FOR CMU

PARTITIONS @ BEAMS

1/4 2"

MASONRY

CONTROL JOINT

HORIZONTAL BOND BEAM

REINFORCING AT TOP OF WALL

HORIZONTAL BOND

BEAM REINFORCING

OPEN

OPEN

OPEN

TOP OF WALL

ROOF/FLOOR LINE

HORIZ. JOINT

REINF. @ 16"O.C.

TYP.

FLOOR LINE

CORNER/END

OF WALL

STEM WALL TOP

REINFORCING

FOOTING DOWELS TYP. DOOR OPENING

TO 16" WIDE

OPENING

OVER 16" WIDE

1 2 15

2 1

SEE 6/S-004

REINFORCING PER 5/S-004

(1)-#6 SILL BAR. EXTEND

2'-0" PAST OPENING.

(1)-#4 EACH SIDE OF OPENING

U.N.O. EXTEND 2'-0" PAST

OPENING.

WHEN "W" IS LESS THAN 2'-0"

AT 8" CMU WALL AND 3'-0" AT

12" CMU WALLS, ADD 1/4"

CLOSED TIE SETS AT 8"O.C.

NOTES:

16" MAX "W"

GREATER

16" OR

SEE PLAN FOR LOCATION, TYP.

2'-0" MIN FROM OPENING

8" CMU LINTEL W/(2)-#5

EXTEND BARS 2'-0" PAST

OPENING EXCEPT @ C.J.

LOCATIONS

MASONRY OPENING

PROVIDE

#2 TIES @

8" O.C. @

LOCATIONS

W/C.J.

C.J. WHERE

REQ'D

(2)-#5 FULL HEIGHT VERT

BARS TYPICAL

NOTE: @ LOCATIONS WITHOUT CONTROL JOINTS PROVIDE ADDITIONAL

JOINT REINF. @ FIRST 2 COURSES ABOVE LINTEL. EXTEND A

MINIMUM OF 2'-0" BEYOND OPENING

NOTE:

IF STRUCTURAL PLAN DRAWING REQUIRES

MORE REINFORCING THAN TYPICAL DETAIL,

PLAN DRAWING CONTROLS.

CMU WALL

(SEE PLAN)

FULL HEIGHT WALL REINFORCING

(MATCH PLAN OR WALL SECTION

FOR REQUIREMENT) PROVIDE

MATCHING DOWELS IN FOUNDATION

CMU WALL

(SEE PLAN)

AND DOOR MFR

COORDINATE OPENING

WIDTH WITH ARCH

WALL REINFORCEMENT

EXTEND TO UNDERSIDE

OF LINTEL

WALL REINFORCEMENT

EXTEND TO UNDERSIDE

OF LINTEL

NOTE: 1. FOR LOCATION AND CONSTRUCTION OF CONTROL

JOINTS, SEE ARCHITECTURAL DRAWINGS.

2. PROVIDE TOP BOND BEAM CONTINUOUS ACROSS,

CONTROL JOINT

CAULKING PER

ARCH

BACKER PER

ARCH

FULL HEIGHT WALL REINFORCING

MATCH PLAN OR WALL SECTION FOR

REINFORCING SIZE. PROVIDE

MATCHING DOWEL IN FOUNDATION

CMU WALL

PER PLAN

CONTROL JOINT MATERIAL

PER ARCH

#5 VERTS

ALTERNATE

CROSSING @

INTERSECTION

MASONRY STRAP ANCHORS

(1)-1/4"x 10 GAUGE, 30" LONG

W/3" RIGHT ANGLE BENDS @ EA.

END, @ 16" O.C. VERTICALLY

EMBED BENT ENDS IN CORES

FILLED W/MORTAR OR CONCRETE

ALTERNATE

CROSSING

INTERSECTION

CONTROL JOINT RAKE

OUT & CAULK

(2)-#5

VERT

SPAN

3'-8" TO 6'-0"

UP TO 3'-8"

BRICK VENEER LOOSE LINTEL SCHEDULE

L6x5x5/16 (LLH)

SIZE

L6x4x5/16 (LLH)

REMARKS

6'-0" TO 8'-0"L6x6x5/16

NOTE :

1. PROVIDE 8" BEARING AT EACH END.

2. PROVIDE GALVANIZED FINISH.

3. SEE ARCH. DRAWINGS FOR OPENING LOCATIONS.

(T Y

P

M A

X

INTERIOR WALL

PER ARCH DWGS

L3x3x1/4 CLIP w/ 3/4"Ø HILTI KWIK BOLT III

(4 3/4" EMBED)

5/16 3

3/16

L2x2x1/4

1/8" MOLDED SAFETY CAPS

TYP

CHANNEL SIDE RAIL BY

FABRICATOR - TYP

G R

O U

T S

O L

ID

F U

L L

H T

#5 FULL HT @ 8" OC (3 CELLS MIN)

TYP CENTERED @ GUIDE RAIL

SUPPORT LOCATIONS

DWLS INTO FND TO MATCH

CL GUIDE RAIL SUPPORT

BRACKETS PER ELEVATOR

MFR

C L R

T

Y P

SEE ARCH DWGS

FOR SIZE & LOCATION

SEE ELEVATOR PIT

SECTION FOR SLAB

THICKNESS & REINF.

#5 @ 12"O.C.

#5 BARS

#5 @ 12"O.C.

1' - 0"

CONDUIT HOLE CENTERED

IN REBAR SPACING

STACK MULTIPLE

HOLES

VERTICALY. LIMIT

THREE.

M

IN

C

L R

HORZ WALL REINF

PER WALL DETAIL

VERT WALL REINF

PER WALL DETAIL #5 x 4'-0" DIAGONALLY ALL

FOUR SIDES OF OPENING

OR GROUP OF OPENING

BENT PLATE OPTION

bf. "L" SEE PLAN

CONTINUOUS 3/8"

BENT PLATE AS

POUR STOP

FLOOR

THICKNESS, SEE

PLAN

1/2"Ø x 6" HD STUDS

@ 16" OC

SEE PLAN

TSL=

NOTE:

WHEN "L">bf/2 + 12", USE DECK SUPPORT EXTENSION

1/4

@ CORNERS

3/16 2-12

TYP

COMPOSITE STUDS ON

BM PER PLAN

Engineering, Inc.

18207 Edison Avenue

Chesterfield, Missouri 63005

Phone: 636.530.7770 Fax: 636.530.7877

Missouri Certificate of Authority #NC 001244

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

CONSULTANTS: ARCHITECT/ENGINEERS: Office of Construction and Facilities Management o n e e ig h th in c h o n e fo o t 1

B

A

C

D

E

F th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

BANCROFT ARCHITECTS + ENGINEERS Bancroft AE No.

700 Nicholas Blvd. Suite 300 Elk Grove Village, IL 60007

T:847.952.9362 www.bancroft-ae.com Department of Veterans Affairs

VA CONTRACT NO.

Revisions: Date

KEY PLAN:

N

18207 Edison Avenue Chesterfield, MO 63005 T (636) 530-7770 F (636) 530-7877 MO. Certificate of Authority #NC 001244

C :\U se r s

\jh of fm an n\ D oc um en ts

\2

3 7

_V A

C -C

LC

_R

1 5 _S

T R

U C

_j ho f fm an nU C

JP

Q

.r v t

5/ 7/

1 8

:3

5:

P M

STRUCTURAL TYPICAL DETAILS

16-123

HARRY S. TRUMAN VAMC

RELOCATE CLC

800 HOSPITAL DRIVE COLUMBIA, MO

05/11/18 MVV JMH

589-335

S-004

BID DOCUMENTS

VA255-16-C-0234

NOT TO SCALE1

TYPICAL SLAB DETAIL @ NON-BEARING CMU WALL

& WALL REINFORCING

NOT TO SCALE2

TYPICAL BRACING OF CMU WALLS

NOT TO SCALE8

TYPICAL CMU WALL REINFORCING @ OPENINGS

NOT TO SCALE5

TYPICAL CMU BOND BEAM LINTEL

NOT TO SCALE6

TYPICAL REINFORCEMENT FOR OPENING IN CMU

WALL

NOT TO SCALE7

TYPICAL MASONRY CONTROL JOINT

NOT TO SCALE9

TYPICAL CMU WALL CORNER AND INTERSECTION

DETAIL

NOT TO SCALE10

BRICK VENEER LOOSE LINTEL SCHEDULE

NOT TO SCALE11

TYPICAL FIXED LADDER DETAIL

BID DOCUMENTS 05/11/18

NOT TO SCALE13

TYPICAL CMU REINF @ ELEVATOR GUIDE RAIL

SUPPORT

NOT TO SCALE14

TYPICAL SUMP DETAIL

SCALE: 1/2" = 1'-0"15

TYPICAL CONDUIT SLEEVE THRU CONC WALL

NOT TO SCALE16

POUR STOP @ TYPICAL INTERIOR SLAB CLOSURE

PLATE

NOTES:

1. ADAPTED FROM TABLE 10-9a, AISC STEEL CONTRUCTION MANUAL, THIRTEENTH EDITION.

2. ONLY A SINGLE VERTICAL ROW OF BOLTS IS PERMITTED.

3. THE DISTANCE FROM THE BOLT LINE TO THE WELD LINE, MUST BE

EQUAL TO OR LESS THAN 3 1/2".

4. STD OR SSL HOLES ARE PERMITTED TO BE USED. USE STD HOLES

ONLY @ FULL DEPTH SHEAR PLATES.

5. THE HORIZONTAL EDGE DISTANCE MUST BE EQUAL TO OR GREATER

THAN 1 1/2" FOR BOTH THE PLATE AND THE BEAM WEB.

6. THE VERTICAL EDGE DISTANCES MUST SATISFY AISC SPECIFICATION

TABLE J3.4 REQUIREMENTS FOR BOTH THE PLATE AND THE BEAM

WEB.

7. EDGE DISTANCES ARE MEASURED TO THE CENTER OF THE BOLT OR

SLOT.

8. BOLT SPACING SHALL BE 3".

9. BOLTS SHALL BE ASTM A325-N or X.

10. BEAMS WITH REACTIONS GREATER THAN THE ALLOWABLE LOADS IN

THE TABLE ARE TO BE DESIGNED BY THE CONNECTION ENGINEER.

W12, 10, 8 5 1/2" 2

W16, 14, 12 8 1/2" 3

W21, 18, 16 4

W24, 21, 18 5

W30, 27, 24 6

W33, 30, 27 7

W36, 33, 30 8

STEEL COLUMN

PER PLAN

11 1/2"

14 1/2"

17 1/2"

20 1/2"

23 1/2"

BEAM

SIZE

5/16" STEEL PLATE

LENGTH, L (IN.)

NUMBER OF

3/4" DIA. BOLTS

20.4

31.8

42.4

53.0

ALLOWABLE SHEAR

CAPACITY, KIPS (ASD)

63.6

74.2

84.7

STEEL BEAM

PER PLAN

SINGLE-PLATE

SHEAR CONNECTION

PER TABLE

1/4

TYP.

1 1/2"

STEEL BEAM

PER PLAN

(4) 3/4" Ø

A325-N BOLTS

1/2" THICK PLATE,

MIN. OR MATCH

BEAM FLANGE

THICKNESS

STEEL COLUMN

PER PLAN

WEB STIFFENERS

BOTH SIDES, MATCH

BEAM WEB

THICKNESS OR 3/8"

THICK MIN.

1/4

1/4

TYP.

1/4

TYP.

SEE PLAN

FOR SIZE

SINGLE PLATE

SHEAR CONN.

CL VARIES

WF STEEL BEAM

SEE PLAN

TOP BACKING BAR

TO REMAIN

BOTTOM BACKER BAR

TO BE REMOVED

AFTER WELDING.

VARIES

/4

M

IN

tbf OR 1/2"

LARGER OF

3 tbf tbf OR 1/2"

LARGER OF

3 tbf

/4

M

IN

NOTE: GRIND

SMOOTH & ADD

FILLET WELD

ONCE BACKER

BAR IS

REMOVED

CJP

TYP

F

IN

IS

H

C O

L U

M N

CL.

BEAM CONNECTION NOT

SHOWN FOR CLARITY

STIFF. PLATE 3/8" EACH

SIDE WEB, MATCH BEAM WIDTH

BEARING PLATE 3/4" WITH

(4)-3/4"Ø A325 BOLTS OR

PER…