36C26319B0002-0001002.pdf

GENERAL STRUCTURAL NOTESABBREVIATIONSLEGEND

UNDISTURBED SOIL OR FILL

OR BACKFILL

CONCRETE (CAST IN PLACE)

EXISTING STRUCTURE

STEEL

CMU WALL (PLAN)

CMU WALL (SECTION)

CHANGE IN ELEVATION

EXISTING STRUCTURE

INTERFACE

KEYED NOTES ON EACH DWG

DENOTES MOMENT CONNECTION

TO INTERSECTING BEAM

OR COLUMN

BEAM SPLICE CONNECTION

ADDL

AB

ARCH

B B2

BBM

BM

BMS

BRG

BOT

BLDG

C

CC

CJ

CJNT

COL

CONC

CONN

CONST

CONT

CONTR

DL

DBA

DET

DIAG

DIA

DIM

DWLS

DWGS

EA

EF

EW

EL

ELEV

EOS

EQ

EQUIP

EXIST

EXP JT

EXT

FIN

FF

FL

FTG

FDN

GALV

GA

HCA

HEF

HORIZ

INT

JST

JT

K L

LB

LL

LLH

LLV

LSL

MC

MO

MATL

MAX

MECH

MIN

MISC

MTL

NOM

NS-NM

NTS

OC

OPNG

OPP

OF

PAF

PT

REF

REINF

REQD

SCHED

SECT

SC

SW

SHT

SIM

SOG

SPA

SPECS

SQ

SSL

STD

STL

STRUC

THK

T T2

TOS

TS

TYP

UNO

VEF

VERT

W

WF

WP

WWF

W/ W/O

WT

AND

AT

DIMENSION MUST BE VERIFIED

PRIOR TO FABRICATION OR CONSTRUCTION

DIMENSION TO BE FURNISHED LATER OR

SEE NOTE THIS SECTION OR SCHEDULE

ADDITIONAL

ANCHOR BOLT

ARCHITECTURAL

BOTTOM OR BOTTOM MOST

BOTTOM SECOND

(SECOND LAYER FROM BOTTOM)

BOND BEAM

BEAM

BEAMS

BEARING

BOTTOM

BUILDING

CHANNE;

CENTER TO CENTER

CONTROL JOINT

CONSTRUCTION JOINT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUOUS

CONTRACTOR

DEAD LOAD

DEFORMED BAR ANCHOR

DETAIL

DIAGONAL

DIAMETER

DIMENSION

DOWEL

DRAWINGS

EACH

EACH FACE

EACH WAY

ELEVATION

ELEVATOR

EDGE OF SLAB

EQUAL

EQUIPMENT

EXISTING

EXPANSION JOINT

EXTERIOR

FINISH

FINISH FLOOR

FLOOR

FOOTING

FOUNDATION

GALVANIZED

GAUGE

HEADED CONCRETE ANCHOR

HORIZONTAL EACH FACE

HORIZONTAL

INTERIOR

JOIST

JOINT

KIP = 1000 LBS.

ANGLE

POUND

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONG - SLOTTED HOLES

MOMENT CONNECTION

MASONRY OPENING

MATERIAL

MAXIMUM

MECHANICAL

MINIMUM

MISCELLANEOUS

METAL

NOMINAL

NON-SHRINK, NON-METALLIC

NOT TO SCALE

ON CENTER

OPENING

OPPOSITE

OUTSIDE FACE

POWDER ACTUATED FASTENER

PRESSURE TREATED

REFERENCE

REINFORCING

REQUIRED

SCHEDULE

SECTION

SHEAR CONNECTORS

SHORT WAY

SHEET

SIMILAR

SLAB ON GRADE

SPACE, SPACING, SPACES

SPECIFICATIONS

SQUARE

SHORT-SLOTTED HOLES

STANDARD

STEEL

STRUCTURE OR STRUCTURAL

THICKNESS

TOP OR TOP MOST

TOP SECOND (SECOND LAYER FROM TOP)

TOP OF STEEL

TUBE STEEL (STRUCTURAL TUBE)

TYPICAL

UNLESS NOTED OTHERWISE

VERTICAL EACH FACE

VERTICA;

WIDE FLANGE

WALL FOOTING

WORKING POINT

WELDED WIRE FABRIC

WITH

WITHOUT

WEIGHT

1. LOAD AND DESIGN/CONSTRUCTION CRITERIA

A) DESIGN/CONSTRUCTION CRITERIA

(1) INTERNATIONAL BUILDING CODE, 2012 EDITION

(2) MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, AMERICAN

SOCIETY OF CIVIL ENGINEERS, ASCE 7-10.

(3) SEISMIC DESIGN REQUIREMENTS, DEPARTMENT OF VETERANS AFFAIRS, H-18-8.

(4) BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, AMERICAN

CONCRETE INSTITUTE ACI 318.

(5) STEEL CONSTRUCTION MANUAL, AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), 13TH ADDITION.

(6) ALLOWABLE STRESS DESIGN SPECIFICATION FOR COLD-FORMED STEEL STRUCTURAL

MEMBERS, AMERICAN IRON AND STEEL INSTITUTE (AISC).

(7) STRUCTURAL WELDING CODE - STEEL, AMERICAN WELDING SOCIETY (AWS), ANSI/AWS D1.1.

B) LOAD CRITERIA

(1) WIND LOADS:

(a) EXPOSURE CATEGORY = B

(b) ULTIMATE WIND SPEED = 115 MPH

(c) INTERNAL PRESSURE COEFFICIENTS = +0.18 -0.18

(2) SEISMIC LOADS:

(a) SEISMIC DESIGN CATEGORY: A

(b) SITE CLASS: C

(c) IMPORTANCE FACTOR: 1.0

(d) SPECTRAL RESPONSE COFFICIENTS: Sds = 0.067, Sd1 =0.062

(e) RESPONSE MODIFICATION COEFFICIENT: 3.5

(e) ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

(f) SEISMIC FORCE RESISTING SYSTEMS: ORDINARY STEEL MOMENT FRAME

(3) SNOW LOADS:

(a) IMPORTANCE FACTOR = 1.0

(b) GROUND SNOW LOAD Pg = 25 PSF

(c) ROOF SNOW Pf = 19 PSF

(d) SNOW EXPOSURE Ce = 0.9

(e) THERMAL FACTOR Ct = 1.0

(f) FLAT ROOF SNOW LOAD = 20 PSF

(4) LIVE LOADS AND SUPERIMPOSED DEAD LOADS:

(a) ROOF LIVE LOADS: 20 PSF

(b) FLOOR LIVE LOADS: SEE SHEET 1-S2

(c) SUPERIMPOSED DEAD LOADS:

PARTITIONS 20 PSF

MECH/ELEC/PLUMB 5 PSF

ARCHITECTURAL FINISHES 5 PSF

MISCELLANEOUS 2 PSF

(d) SPECIAL LOADING AREAS:

(1) PARTITIONS: MINIMUM 5 PSF HORIZONTAL LOAD APPLIED UNIFORMLY

TO FACE OF PARTITIONS.

C) DEFLECTION CRITERIA:

(1) ROOFS:

(a) SPAN OF MEMBER DIVIDED BY 240

(2) WALLS:

(a) SPAN OF MEMBER DIVIDED BY 240

(3) MEMBERS SUPPORTING BRICK:

(a) SPAN OF MEMBER DIVIDED BY 600

D) FOUNDATIONS:

(1) FOUNDATION DESIGN IS BASED ON "GEOTECHNICAL ENGINEERING REPORT, PROPOSED

VA IOWA CITY SPECIALTY CLINIC", PREPARED BY TERRACON

CONSULTANTS, INC., PROJECT NO. 06145639.01, DATED DECEMBER 30, 2014.

4. EXTERIOR NON-LOAD BEARING CURTAIN WALL STUD

A) 6" METAL STUD AT 16" OC (UNO)

B) A MINIMUM OF 10 INCHES OF UN-PUNCHED STUD IS REQUIRED TOP AND BOTTOM

OF STUDS, BELOW HEADERS, AND EACH END OF HEADERS.

C) BUTT WELD OR SPLICE TRACK JOINTS NOT SECURELY ANCHORED TO A DOUBLE

STUD.

D) TOUCH UP WELDS WITH ZINC RICH PAINT.

E) CUT FRAMING COMPONENTS SQUARE FOR FULL BEARING IN TRACK OR FOR

ATTACHMENT TO OTHER ELEMENTS. NO SHOP SPLICES OR FIELD CUTS IN LOAD-

BEARING STUDS ARE PERMITTED.

F) IN DOUBLE STUDS (JAMBS AND HEADERS) NOT ACCESSIBLE TO INSULATION,

CONTRACTOR SHALL INSTALL INSULATION EQUAL TO THE SPECIFIED INSULATION

BEFORE CLOSING STUD GROUPS.

G) LATERAL BRACING

(1) 1 1/2" MIN COLD-ROLLED CHANNEL BRIDGING LOCATED AT APPROX. 1/3 POINTS

(3'-8" MAX SPACING) OF WALL STUDS THROUGH STUD PUNCHOUTS.

(2) WELD CHANNNEL BRIDGING SECURELY TO WALL STUDS TO PREVENT TWISTING.

5. EXTERIOR ENCLOSURE:

A) CURTAINWALL

(1) CURTAINWALL IS TO SPAN VERTICALLY.

(2) LOCATE AND INSTALL EMBEDMENTS FOR CONNECTION OF CURTAINWALL

ELEMENTS TO BUILDING STRUCTURE FROM EMBEDMENT LOCATION PLANS

AS SUBMITTED BY THE CURTAINWALL CONTRACTOR.

(3) DESIGN OF THE CONNECTION BETWEEN CURTAINWALL AND STRUCTURE IS

BY THE CURTAINWALL CONTRACTOR.

B) STOREFRONT AND PUNCHED WINDOWS

(1) FRAMES FOR STOREFRONT AND PUNCHED WINDOWS ARE TO SPAN VERTICALLY

TO THE STRUCTURE ABOVE OR BELOW THE FRAME.

(2) DESIGN OF THE CONNECTION BETWEEN THE STOREFRONT AND PUNCHED

WINDOW FRAMES AND THE STRUCTURE IS BY THE STOREFRONT/PUCHED

WINDOW CONTRACTOR.

6. MISCELLANEOUS

A) ELEVATIONS:

(1) ELEVATIONS ARE LEVEL 1 SLAB ELEVATION = 0'-0" (UNO).

(2) CIVIL DATUM ELEVATION = 710.84' FOR LEVEL 1.

B) COORDINATE SLOPES TO FLOOR DRAINS WITH PLUMBING AND ARCHITECTURAL

REQUIREMENTS. REQUIRED SLOPES TO FLOOR DRAINS ARE NOT SHOWN ON THE

STRUCTURAL DRAWINGS.

C) OPENINGS

(1) OPENINGS LESS THAN OR EQUAL TO 14" IN THE LARGEST DIMENSION ARE

TYPICALLY NOT SHOWN ON THE DRAWINGS.

(a) FOR LOCATION, SIZE AND TYPE OF OPENINGS OR SLEEVES REQUIRED TO

PENETRATE SLABS AND DECKS REFER TO THE REMAINDER OF THE CONTRACT

DOCUMENTS.

(2) OPENINGS NOT INTERRUPTING MAJOR STRUCTURAL ELEMENTS ARE SHOWN FOR

THE CONTRACTOR'S CONVENIENCE.

(a) COORDINATE FINAL SIZE AND LOCATION WITH EQUIPMENT SUPPLIED, SUB-CONTRACTOR REQUIREMENTS, AND WITH FIELD CONDITIONS.

(b) OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS OR DEVIATING IN

SIZE OR LOCATION MORE THAN 4 INCHES ARE TO BE SPECIFICALLY NOTED

ON THE APPLICABLE STRUCTURAL SHOP DRAWINGS AND SUBMITTED FOR

APPROVAL BY THE ARCHITECT.

(3) NO OPENINGS ARE PERMITTED THROUGH BEAMS OR COLUMNS UNLESS DETAILED

ON THE STRUCTURAL DRAWINGS.

D) ELEVATOR REQUIREMENTS

(1) COORDINATE ELEVATOR PIT, SHAFT AND PENTHOUSE DIMENSIONS WITH APPROVED

SHOP DRAWINGS PRIOR TO BEGINNING CONSTRUCTION IN AFFECTED AREAS.

1. ANY REFERENCE TO A CODE OR STANDARD SHALL BE UNDERSTOOD TO REFER TO THAT CODE

OR STANDARD AND DATE LISTED IN THE REFERENCE STANDARDS.

2. ALL CONSTRUCTION AND DESIGN SHALL CONFORM TO THE REQUIREMENTS OF THE FOLLOWING:

2012 INTERNATIONAL BUILDING CODE, ASCE7-10.

3. UNLESS OTHERWISE SHOWN ON PLANS, THE LOCATION OF CONSTRUCTION JOINTS ARE SUBJECT

TO PRIOR APPROVAL BY THE DESIGN PROFESSIONAL.

4. WHERE A SECTION OR DETAIL IS REFERENCED FOR ONE CONDITION, IT SHALL APPLY TO ALL LIKE OR SIMILAR CONDITIONS EVEN THOUGH NOT SPECIFICALLY REFERENCED AT THOSE CONDITIONS.

5. CONTRACTOR SHALL COORDINATE THE LOCATION OF DEPRESSED SLABS, FLOOR DRAIN SLOPES

AND EQUIPMENT PADS PRIOR TO PLACING CONCRETE.

6. CONTRACTOR SHALL COORDINATE THE LOCATION OF MECHANICAL UNITS, ELECTRICAL FIXTURES, MECHANICAL DUCTS, DRAINS, PLUMBING EQUIPMENT AND PIPING, ETC. WITH ALL TRADES AFFECTED AND EQUIPMENT PURCHASED PRIOR TO PROCEEDING WITH STRUCTURAL WORK. MODIFICATIONS OR CHANGES AS A RESULT OF THIS COORDINATION SHALL BE CLEARLY DETAILED, NOTED AND SUBMITTED

WITH SHOP DRAWINGS FOR REVIEW BY THE DESIGN PROFESSIONAL.

7. CONTRACTOR SHALL VERIFY THE TYPE, SIZE, LOCATION AND NUMBER OF OPENINGS, SLEEVES, CONDUITS, EMBEDDED ITEMS, UTILITY PIPES, ETC. PRIOR TO PLACING CONCRETE OR STARTING

WALL CONSTRUCTION.

8. INDICATES SPAN OF STEEL DECK AND/OR CONCRETE SLABS.

9. NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED, OR OTHERWISE ALTERED UNLESS APPROVED IN WRITING BY THE DESIGN PROFESSIONAL. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL COSTS INCURRED BY THEDESIGN PROFESSIONAL FOR REVIEW OF ANY SUCH DEVIATIONS.

10. DO NOT SCALE DRAWINGS.

11. THE STRUCTURE IS NOT DESIGNED TO BE SELF-SUPPORTING AND STABLE UNTIL AFTER THE BUILDING STRUCTURE IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING CONSTRUCTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY

BRACING, GUYS OR TIE-DOWNS.

12. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE, AND DO NOT INDICATE THE METHOD OR MEANS OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBILE FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES, SEQUENCE AND SAFETY. THE DESIGN PROFESSIONAL DOES NOT HAVE CONTROL OR CHARGE OF, AND SHALL NOT BE RESPONSIBLE FOR, CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES, FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK, FOR THE ACTS OR OMISSION OF THE CONTRACTOR, SUBCONTRACTOR OR ANY OTHER PERSONS PERFORMING ANY OF THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS.

13. THE DESIGN PROFESSIONAL'S OBLIGATIONS TO REVIEW SHOP DRAWINGS AND OTHER SUBMITTALS AND TO RETURN THEM IN A TIMELY MANNER ARE CONDITIONED UPON THE PRIOR REVIEW AND APPROVAL OF THE SHOP DRAWINGS OR SUBMITTALS BY THE CONTRACTOR AS REQUIRED IN THE CONSTRUCTION CONTRACT AND THE CONTRACTOR'S SUBMITTAL OF THE SHOP DRAWINGS AND OTHER SUBMITTALS IN ACCORDANCE WITH A WRITTEN SCHEDULE DISTRIBUTED IN ADVANCE TO THE DESIGN PROFESSIONAL IDENTIFYING THE DATES FOR THE SUBMITTAL OF THE VARIOUS SHOP DRAWINGS AND SUBMITTALS.

14. THE DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR THE DESIGN OF STEEL STAIRS, HANDRAILS, CURTAIN WALL / WINDOW WALL SYSTEMS, COLD-FORMED METAL FRAMING, OR OTHER SYSTEMS NOT SHOWN IN THE STRUCTURAL DOCUMENTS. SUCH SYSTEMS SHALL BE DESIGNED, FURNISHED, AND

INSTALLED AS REQUIRED BY OTHER PORTIONS OF THE CONTRACT DOCUMENTS.

15. SEE PLANS FOR FLOOR ELEVATIONS.

STEEL NOTES:

1. ALL STRUCTURAL STEEL CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE

SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS DESIGN OF THE

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), 13TH EDITION.

2. UNLESS SHOWN OTHERWISE, ALL BEAM OR GIRDER CONNECTIONS SHALL BE FRAMED OR SEATED

CONNECTIONS AS SHOWN IN THE AISC "MANUAL OF STEEL CONSTRUCTION". THE DESIGN OF

CONNECTIONS FOR ANY PART OF THE STRUCTURE NOT INDICATED ON THE DESIGN DRAWINGS SHALL BE COMPLETED BY THE FABRICATOR. UNLESS REACTIONS ARE INDICATED ON THE DESIGN DRAWINGS, THE CONNECTION AT EACH END OF THE MEMBERS SHALL DEVELOP AT LEAST 80% FOR COMPOSITE MEMBERS AND 50% FOR NON-COMPOSITE MEMBER OF THE TOTAL UNIFORM LOAD CAPACITY OF THE MEMBER OR A MINIMUM REACTION OF 6 KIPS, WHICHEVER IS GREATER. IN NO CASE SHALL THE LENGTH OF FRAMED CONNECTIONS BE LESS THAN ONE-HALF OF THE "T" DISTANCE OF THE MEMBER WEB. ALL STRUCTURAL STEEL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE

OF IOWA TO RESIST FORCES SPECIFIED.

3. ALL CONTRACTOR FURNISHED DESIGN, DETAILING, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH OSHA CONSTRUCTION SAFETY AND HEALTH STANDARDS, 29 CFR PART 1926, SUBPART

R, STEEL ERECTION EFFECTIVE JANUARY 18, 2002.

4. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A992, GRADE 50, (FY= 50 KSI, U.N.O.) EXCEPT

PLATES AND MISC.STEEL.

5. HOIST BEAMS (PROVIDE W8x15 MIN, U.N.O.) ARE DESIGNED FOR A SINGLE CONCENTRATED LOAD OF 5000 LBS.

6. ALL STRUCTURAL TUBE SECTIONS SHALL CONFORM TO ASTM A500 GRADE B (Fy= 46 KSI )

ALL STRUCTURAL PIPE SECTIONS SHALL CONFORM TO ASTM A53, TYPE E OR S , GRADE B.

7. ALL BOLTS FOR STRUCTURAL CONNECTIONS SHALL BE SLIP-CRITICAL, CLASS B, HIGH STRENGTH ASTM A325, UNLESS NOTED OTHERWISE. PROVIDE LOAD INDICATOR WASHERS AND HARDENED WASHERS AT ALL CONNECTIONS.

8. ANCHOR RODS FOR COLUMNS SHALL BE ASTM F1554 (GR.36), UNLESS NOTED OTHERWISE.

9. MATERIAL FOR NUTS AND WASHERS SHALL BE COMPATIBLE FOR BOLTS.

10. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE STRUCTURAL WELDING CODE - STEEL

OF THE AMERICAN WELDING SOCIETY, AWS D1.1.

11. WHERE FILLET WELDS ARE SHOWN BUT NOT SIZED, MINIMUM SIZE OF FILLET WELDS CONFORMING TO THE

AISC SPECIFICATIONS SHALL BE USED.

12. ALL BEAMS SHALL HAVE NATURAL CAMBER UPWARD, UNLESS NOTED OTHERWISE (C=1") - INDICATES

1" OF POSITIVE CAMBER.

13. THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADES

WITHOUT PRIOR APPROVAL OF THE DESIGN PROFESSIONAL.

14. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING OF STRUCTURE (IN BOTH DIRECTIONS) UNTIL VERTICAL BRACING, MOMENT CONNECTIONS, FLOOR DECK AND ROOF DECK HAVE BEEN COMPLETELY INSTALLED AND ALL MEMBERS HAVE RECEIVED FINAL BOLTING AND OR WELDING AND THESE ELEMENTS HAVE PASSED

INSPECTION.

15. EXCEPT AS SHOWN OTHERWISE STRUCTURAL DESIGN OF STEEL STAIRS SHALL BE PERFORMED BY THE

STAIR FABRICATOR. DESIGN LIVE LOAD = 100 PSF.

16. ALL MECHANICAL OPENINGS AND CURB SIZES SHALL BE COORDINATED WITH SELECTED EQUIPMENT

MANUFACTURERS PRIOR TO ERECTION.

17. PROVIDE MINIMUM 2 BOLTS IN EACH BEAM CONNECTION.

18. DESIGN X-BRACING CONNECTIONS TO DEVELOP THE REACTIONS SHOWN. IF NOT SHOWN, DESIGN

CONNECTIONS TO DEVELOP FULL TENSION CAPACITY OF X-BRACING MEMBER.

19. UNLESS NOTED OTHERWISE, MINIMUM PLATE THICKNESS TO BE 3/8", MINIMUM BOLT DIAMETER TO BE 3/4", MINIMUM FILLET WELD TO BE 3/16", MINIMUM DESIGN LOAD FOR BEAM CONNECTIONS TO BE 15 KIPS.

20. ALL STRUCTURAL STEEL EXPOSED TO EXTERIOR CONDITIONS, INCLUDING LINTEL ANGLES AND OTHER MISCELLANEOUS STEEL SUPPORTING THE FASCIA ELEMENTS, SHALL BE HOT DIPPED GALVANIZED PER ASTM A123 AND ALL FASTENERS AND HARDWARE SHALL BE HOT DIPPED GALVANIZED PER ASTM A153.

21. COMPOSITE FLOOR MEMBERS ARE DESIGNED TO BE UNSHORED UNLESS OTHERWISE NOTED. THE WEIGHT OF THE WET CONCRETE WILL RESULT IN DEFLECTIONS OF THE SUPPORTING STEEL DECKS, BEAMS, AND GIRDERS. ALL OVERRUNS OF CONCRETE QUANTITIES ARE TO BE ANTICIPATED AND

INCLUDED IN THE CONTRACTOR'S BID. THE CONTRACTOR SHALL COORDINATE EMBEDDED ITEMS

REQUIRED FOR ARCHITECTURAL, STRUCTURAL, AND MECHANICAL ELEMENTS. CONCRETE FLOORS

UTILIZING UNSHORED CONSTRUCTION SHALL BE SCREEDED LEVEL.

22. THE CAMBER OF STEEL MEMBERS SHALL BE VERIFIED IN THE SHOP AND THE FIELD PER THE

SPECIFICATIONS.

23. IT IS THE INTENTION OF THESE DESIGN DOCUMENTS TO DELEGATE THE DESIGN OF ALL STRUCTURAL STEEL CONNECTIONS TO A QUALIFIED SPECIALTY PROFESSIONAL ENGINEER, REGISTERED IN THE STATE OF IOWA. THIS REQUIREMENT EXTENDS TO ALL CONNECTIONS, WITH THE EXCEPTION OF

SPECIFICALLY FULLY DESIGNED IN THE DESIGN DOCUMENTS OR STANDARD BEAM CONNECTIONS

AVAILABLE IN THE AISC STEEL CONSTRUCTION MANUAL. IT IS ANTICIPATED THAT PROSPECTIVE STRUCTURAL STEEL FABRICATORS WILL PERFORM NECESSARY INVESTIGATION TO DETERMINE THE FULL IMPACT OF CONNECTION CLEARANCE REQUIREMENTS, AS WELL AS THE POTENTIAL NECESSARY

INTRODUCTION OF DOUBLER PLATES, CONTINUNITY PLATES, AND/ OR WEB FLANGE OR OTHER

STIFFENERS PRIOR TO SUBMITTING ANY BID FOR THIS WORK.

24. PROVIDE SIGNED AND SEALED CALCULATIONS FOR ALL STRUCTURAL STEEL CONNECTION DESIGN PREPARED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF IOWA. CALCULATIONS

ARE TO BE SUBMITTED PRIOR TO FABRICATION, SIMULTANEOUSLY WITH SHOP DRAWINGS.

25. CONTRACTOR SHALL REVIEW ARCHITECTURAL DRAWINGS TO ENSURE ALL MISCELLANEOUS STEEL

NOT SHOWN ON THE STRUCTURAL DRAWINGS IS INCLUDED IN THE STEEL SUPPLIERS SCOPE.

26. WELDS SHOWN ON STRUCTURAL DRAWINGS ARE MINIMUM DESIGN REQUIREMENTS. THE FABRICATOR'S

SHOP DRAWINGS SHALL REFLECT WELDS IN ACCORDANCE WITH AWS REQUIREMENTS.

27. ALL WELDS SHALL BE VISUALLY INSPECTED. 100% OF FULL PENETRATION GROOVE WELDS SHALL BE

INSPECTED BY ULTRASONIC TESTING. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

28. UNLESS NOTED OTHERWISE ON THE DRAWINGS, GROOVE WELDS SHALL BE FULL PENETRATION.

29. PROVIDE FILLET WELDS AT CONTACT POINTS BETWEEN STEEL MEMBERS SUFFICIENT TO DEVELOP THE ALLOWABLE TENSILE STRENGTH OF THE SMALLER MEMBER AT THE JOINT UNLESS DETAILED OTHERWISE

ON THE DRAWINGS.

30. ALL REACTIONS AND FORCES PROVIDED ARE UNFACTORED, SERVICE LEVEL FORCES.

31. AT CONTRACTORS OPTION, STEEL COLUMNS CAN BE GROUPED TO USE FEWER SIZES BY INCREASING SMALLER SIZE COLUMNS TO A LARGER SIZE WITHIN THAT GROUP. APPROVAL OF GROUPING MUST BE RECEIVED

PRIOR TO SHOP DRAWING SUBMITTAL.

32. CONTRACTOR TO PROVIDE AN EDGE ANGLE L6x6x1/4 OR 1/4" BENT PLATE AROUND ALL SLAB EDGES AND

OPENINGS, U.N.O.

33. CONTRACTOR TO PROVIDE ADDITIONAL FRAMING OF MIN. HSS6x4x3/8 VERTICALS TO BRACE ELEVATOR RAILS WHERE REQUIRED BY THE ELEVATOR MANUFACTURER. FRAMING TO BE PROVIDED WITH A SLIP CONNECTION

AT EACH FLOOR.

34. STEEL FABRICATOR TO REVIEW ARCHITECTURAL, INTERIOR, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS TO ENSURE ALL EDGE OF SLAB DIMENSIONS, MISCELLANEOUS STEEL REQUIREMENTS AND OTHER CONDITIONS INDICATED ON THE NON-STRUCTURAL DRAWINGS HAVE BEEN CONSIDERED AND INCLUDED IN THE PROJECT.

A) DIMENSIONS (UNLESS NOTED OTHERWISE):

(1) TO CENTERLINE OF COLUMNS AND BEAMS.

(2) TOP SURFACES OF TOP FLANGES OF BEAMS.

(3) BACK OF CHANNEL AND ANGLES.

(4) ELEVATIONS: REFER TO TOP SURFACE OF FLANGE OF MEMBER AND TOP OF BEARING

PLATES.

B) CONNECTIONS

(1) BEAM TO BEAM OR BEAM TO COLUMN CONNECTIONS

(a) CONFORM TO FRAMED BEAM CONNECTIONS IN PART 4 OF THE AISC MANUAL OF

STEEL CONSTRUCTION FOR CONNECTIONS NOT DETAILED ON THE DRAWINGS

STEEL DECK NOTES:

1. DESIGN FABRICATION AND INSTALLMENT OF ALL STEEL DECK SHALL BE IN ACCORDANCE WITH STEEL DECK INSTITUTE (S.D.I.) "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOF DECKS".

2. BASIS OF DESIGN IS TYPE B DECK FOR ROOF DECK AND VULCRAFT 3VLI DECK FOR COMPOSITE

FLOOR DECK. SEE SPECIFICATIONS FOR ALTERNATE SUPPLIERS.

3. STUDS FOR COMPOSITE FLOOR SYSTEM SHALL BE 3/4" DIAMETER WITH AN AFTER WELD LENGTH OF 4"

(6" LONG AT DETAIL 4/SF5.08) AND SHALL CONFORM

TO ASTM A108.

4. MINIMUM SPACING OF STUDS IS AS FOLLOWS:

4 1/2" - PARALLEL TO BEAM

3" - TRANSVERSE TO BEAM

5. THE MAXIMUM CENTER-TO-CENTER SPACING OF SHEAR STUDS SHALL NOT EXCEED 2'-0"O.C.

6. CONSTRUCTION JOINTS SHALL NOT BE PLACED ON BEAM CENTERLINES. CONSTRUCTION JOINTS SHALL BE PLACED IN THE MIDDLE THIRD OF THE SPAN OF THE COMPOSITE DECK, UNLESS NOTED OTHERWISE, OR APPROVED BY THE DESIGN PROFESSIONAL.

7. SEE DETAILS FOR OPENINGS IN METAL DECK.

8. CONTRACTOR SHALL PROVIDE ADDITIONAL PERMANENT SUPPORT AT EDGE OF METAL DECK FOR CUTS

AROUND COLUMNS, BRACINGS AND OTHER PENETRATIONS.

9. COMPOSITE FLOOR SLABS SHALL BE PLACED AND FINISHED TO PROVIDE A FLOOR WITHIN SPECIFIED FINISHING TOLERANCES. THE SPECIFIED CONCRETE SLAB THICKNESS SHALL BE MAINTAINED AT COLUMN LOCATIONS. SLAB THICKNESS AWAY FROM THE COLUMNS MAY VARY DUE TO BEAM AND DECK DEFLECTIONS.

UNCAMBERED BEAMS AND DECK WILL DEFLECT DURING CONCRETE PLACEMENT. THE CONTRACTOR SHALL BE FAMILAR WITH THE CONDITIONS OF THE PROJECT AND FURNISH THE MATERIALS REQUIRED TO CREATE

THE SPECIFIED FLOOR ELEVATION WITHIN SPECIFIED TOLERANCES.

10. CONTRACTOR SHALL MINIMIZE THE AMOUNT OF CONDUIT IN THE COMPOSITE FLOOR SLAB. CONDUIT THAT

IS PLACED IN THE COMPOSITE FLOOR SLAB SHALL MEET THE FOLLOWING REQUIREMENTS:

a. MAXIMUM SIZE OF CONDUIT SHALL BE 1" OUTSIDE DIAMETER.

b. MINIMUM SPACING OF CONDUIT SHALL BE 12".

c. WHERE TWO CONDUITS OVERLAP EACH OTHER, RUN ONE OF THE CONDUITS INSIDE THE DECK

FLUTES OF THE METAL DECK, BUT NOT WHEN THAT VALLEY CONTAINS COMPOSITE STUDS.

CROSSING OF CONDUIT CANNOT OCCUR ABOVE DECK FLUTES.

11. BEAMS AND GIRDERS: (XX) DENOTES TOTAL NUMBER OF STUDS PER BEAM.

STUDS SHALL BE PLACED DIRECTLY OVER BEAM WEB, WHERE ONLY ONE ROW OF STUDS IS REQUIRED.

STUDS TO BE PLACED EQUALLY FROM EACH END TOWARDS CENTER. WHERE MORE THAN ONE STUD PER RIB IS REQUIRED, INSTALL ONE STUD IN EVERY RIB AND PLACE REMAINDER OF STUDS IN RIBS

STARTING AT EACH END OF BEAM. ALSO SEE 8 AND 12/50-S22.

12. COMPOSITE STEEL DECK SHALL BE GALVANIZED (G90, CORRUGATED STEEL DECK OF GAGE AND DEPTH INDICATED ON DRAWINGS, CONFORMING TO STEEL DECK INSTITUTE SPECIFICATION FOR COMPOSITE

FLOOR DECK. SEE SPECIFICATIONS FOR DECK BASIS OF DESIGN.

13. STEEL ROOF DECK SHALL BE GALVANIZED (G90), DECK OF GAGE AND DEPTH INDICATED ON DRAWINGS, CONFORMING TO STEEL DECK INSTITUTE SPECIFICATION FOR ROOF DECK.

14. DECK SHALL HAVE DEFORMATIONS TO PROVIDE ADEQUATE MECHANICAL INTERLOCKING BETWEEN DECK

AND CONCRETE FOR COMPOSITE ACTION.

15. DECK CENTERING SHALL BE PLACED IN CONFORMANCE WITH MANUFACTURER'S RECOMMENDATIONS AND

SHALL BE CONTINUOUS OVER AT LEAST 3 SPANS.

16. SUBMIT COMPOSITE STEEL DECK SHOP DRAWINGS PRIOR TO FABRICATION.

17. SHOP DRAWINGS SHALL INCLUDE AS A MINIMUM LAYOUT AND ERECTION DRAWINGS, COMPONENT DESIGNATIONS, INTENDED FASTENING PATTERNS, THE CAPACITY OF EACH PATTERN IN DIAPHRAGM

ACTION AND ALL PERTINENT SECTIONS AND DETAILS.

18. SEE 6/50-S22 FOR COMPOSITE DECK ATTACHMENT TO SUPPORT FRAMING.

19. SEE 7/5--S22 FOR 1-1/2" ROOF DECK ATTACHMENT TO SUPPORT FRAMING.

20. PROVIDE ALL NECESSARY CLOSURE STRIPS, EDGE POUR ANGLES AND OTHER ACCESSORIES OF THE SAME

GAGE AS THE MAIN DECK.

21. CLOSURE OR FILLER STRIPS BETWEEN DECKING AND STEEL FRAMING MEMBERS PARALLEL TO DECK SPAN

ARE PERMITTED ON ONE SIDE ONLY OF STRUCTURAL STEEL FRAMING MEMBERS.

STEEL STAIR NOTES:

1. ENGINEERED STEEL STAIR SYSTEM, SHOP DRAWINGS, CALCULATIONS AND CONNECTION OF

SAME

TO THIS STRUCTURE SHALL BE DESIGNED, SIGNED AND SEALED BY A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE OF IOWA.

2. THE CONFIGURATION OF THE STEEL STAIR SYSTEM SHALL BE AS SHOWN ON THE

ARCHITECTURAL

DRAWINGS.

3. STEEL STAIR SYSTEM AND CONNECTIONS SHALL BE DESIGNED FOR APPLICABLE LOADS AS

INDICATED ON THE DRAWINGS AND IN THE BUILDING CODE.

4. THE LOADS SHALL BE CLEARLY INDICATED ON SHOP DRAWINGS AND SHALL COMPLY WITH ALL

APPLICABLE CODES.

5. SHOP DRAWINGS SHALL SHOW AND SPECIFY CONNECTIONS UTILIZED WITHIN THE RAILING

SYSTEM

AS WELL AS CONNECTIONS TO AND LOADS IMPOSED UPON THE STRUCTURAL SYSTEM SHOWN

ON

THESE DRAWINGS.

QUALITY / CONTROL, TESTING & INSPECTION:

1. QUALITY CONTROL SUBMITTALS SHALL BE PROVIDED IN ACCORDANCE WITH THE SPECIFICATIONS.

2. LABORATORIES FOR MATERIAL TESTING AND/OR AGENCIES FOR TESTING SERVICES SHALL BE

SELECTED BY, ENGAGED BY, AND RESPONSIBLE TO THE OWNERL.

SHEAR STUD CONNECTOR NOTES:

1. SHEAR STUD CONNECTIONS SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH

AWS D1.1 "STRUCTURAL WELDING CODE", SECTION 7 - STUD WELDING.

2. ATTACHMENT OF STUDS AND DEFORMED BAR ANCHORS (DBA's) SHALL BE BY ARC STUD

WELDING GUN AND SHALL BE SUFFICIENT TO DEVELOP THE FULLY CAPACITY OF EACH

INDIVIDUAL STUD.

3. STUDS SHALL BE TYPE 'B', HEADED STUDS HAVING A MINIMUM TENSILE STRENGTH OF

60,000 PSI AND SHALL BE OF LENGTH AND DIAMETER SHOWN ON STRUCTURAL DRAWINGS.

GENERAL NOTES:

CONCRETE NOTES:

1. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE AMERICAN

CONCRETE

INSTITUTE (ACI) STANDARDS 301 AND 318.

2. CONCRETE REINFORCEMENT BARS SHALL CONFORM TO ASTM A615, GRADE 60, REINFORCING BARS

SHALL

NOT BE TACK WELDED , HEATED OR CUT,UNLESS INDICATED ON THE CONTRACT DOCUMENTS.

3. ALL WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185, EXCEPT AS PROVIDED IN ACI 318, UNLESS

NOTED OTHERWISE. PROVIDE ALL WWF IN FLAT SHEETS.

4. REINFORCEMENT LARGER THAN A #4 BAR SHALL NOT BE FIELD BENT WITHOUT PRIOR APPROVAL OF

THE

DESIGN PROFESSIONAL.

5. SPLICES OF REINFORCEMENT SHALL BE MADE ONLY AS REQUIRED OR PERMITTED ON THE

STRUCTURAL

DRAWINGS OR AS AUTHORIZED BY THE DESIGN PROFESSIONAL. ALL SPLICES SHALL BE CLASS "B" AS

DEFINED BY ACI 318, UNLESS NOTED OTHERWISE.

6. REINFORCING BAR HOOKS INDICATED ON THE STRUCTURAL DRAWINGS SHALL BE STANDARD HOOKS

AS

DEFINED BY ACI 318, UNLESS NOTED OTHERWISE.

7. REINFORCEMENT MAY BE SHIFTED TO ALLOW FOR PLACEMENT OF INSERTS OR PENETRATIONS LESS

THAN

OR EQUAL TO SIX INCHES (6") IN SIZE PROVIDED THAT MINIMUM CONRETE COVER IS MAINTAINED.

8. NO PENETRATION LARGER THAN SIX INCHES (6") IN SIZE SHALL BE MADE IN CONCRETE UNLESS

INDICATED

ON THE STRUCTURAL DRAWINGS OR WITHOUT PRIOR APPROVAL OF THE DESIGN PROFESSIONAL.

9. TOLERANCES FOR FORMED SURFACES SHALL BE GOVERNED BY ACI 117.

10. ALL EXPOSED CONCRETE EDGES TO HAVE 3/4" CHAMFER.

11. PROVIDE A VAPOR RETARDER BELOW ALL INTERIOR SLABS CAST ON GRADE (THICKNESS = 15 MIL).

12. CURING COMPOUND TO BE COMPATIBLE FLOOR FINISH, SUCH AS TERRAZO, STONHARD, ETC. IF NOT

COMPATIBLE , CONCRETE SHALL BE WET CURED.

13. PROVIDE ADDITIONAL 2 #4x3'-0" REINFORCING BARS IN SLAB-ON-GRADE AT ALL RE-ENTRANT

CORNERS.

PLACE BARS AT MID-DEPTH OF SLAB WITH A CLEARANCE OF 2" FROM CORNER, U.N.O.

14. BEFORE CONCRETE OPERATIONS BEGIN, REINFORCEMENT WHICH USES A MECHANICAL SPLICING

DEVICE

SHALL BE INSPECTED BY THE TESTING LABORATORY.

15. MECHANICAL SPLICING DEVICES SHALL DEVELOP 125% OF SPECIFIED YIELD STRENGTH (Fy) OF THE

BAR.

16. CONCRETE TYPE AND USES:

TYPE

A

B

C

28-DAY MINIMUM

COMPRESSIVE

STRENGTH

4000 PSI

4000 PSI

4000 PSI

SLUMP

RANGE

4" + 1"

6" + 1"

6" + 1"

MAX. WATER/

CEMENT RATIO

0.45

0.50

0.45

MAXIMUM

WEIGHT

150 PCF

150 PCF

150 PCF

USE

INTERIOR SLAB-ON-GRADE,

CONCRETE WALLS, COLUMNS,

PILASTERS AND CONCRETE ON

METAL DECK

SPREAD FOOTINGS

DRILLED PIERS AND CAPS

AIR

CONTENT

+/- 1%

3 1/2%

3 1/2%

3-1/2%

NOTE: REDUCE AIR CONTENT TO 2% +/- 1% AT HARD TROWELLED SURFACES.

17. WATER / CEMENT RATIO FOR CONCRETE AT EXTERIOR BALCONY SHALL NOT EXCEED 0.40 BY WEIGHT.

18. ALL COLUMNS AND BEAMS INTEGRATED IN CMU WALLS ARE 8" AND 12" NOMINAL AND 7 5/8" AND 11 5/8"

ACTUAL DIMENSIONS.

19. WHEN WATER-BASED FLOORING ADHESIVES ARE BEING USED, CONTRACTOR SHALL VERIFY THAT THE

WATER

CONTENT OF THE SLABS IS WITHIN THE ALLOWABLE RANGE FOR INSTALLATION USING SUCH

ADHESIVES.

20. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE AND

RUST

AND PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF ACI

STANDARDS AND SPECIFICATIONS.

21. ALL REINFORCING STEEL THAT WILL BE WELDED SHALL MEET THE REQUIREMENTS OF ASTM A706

GRADE

60 DEFORMED BARS.

22. PROVIDE CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS, UNLESS OTHERWISE NOTED:

BEAMS 1 1/2"

COLUMNS AND WALLS 1 1/2"

FOOTINGS AND DRILLED PIERS 3"

CONCRETE EXPOSED TO EARTH OR WEATHER 2" - #6 BARS OR LARGER

1 1/2" - 5 BARS OR SMALLER

23. PROVIDE STANDARD HOOKS AT DISCONTINUOUS ENDS OF ALL TOP BARS.

24. WHERE REINFORCING IS SHOWN CONTINUOUS, SPLICE BOTTOM BARS OVER SUPPORTS AND TOP BARS

AT

CENTER OF SPAN. ALL OTHER LAP SPLICES SHALL BE IN ACCORDANCE WITH SPLICE TABLES AND

DETAILS

SHOWN ON DRAWINGS.

25. PROVIDE DOWELS INTO FOOTINGS, SUPPORT BEAMS, ETC. TO MATCH VERTICAL BARS WITH LAPS AS

NOTED

BELOW U.N.O.

26. REINFORCEMENT LAP SPLICES OR EMBEDMENT LENGTHS TO BE AS FOLLOWS, U.N.O.

CONCRETE REINFORCEMENT - CLASS B TENSION LAP SPLICE

27. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185, FREE FROM OIL, SCALE AND RUST AND PLACED

IN

ACCORDANCE WITH THE TYPICAL PLACING DETAILS OF ACI STANDARDS AND SPECIFICATIONS.

28. WELDED WIRE FABRIC MINIMUM LAP SPLICE SHALL BE ONE SPACE PLUS TWO INCHES.

29. USE OF FLAT MANUFACTURED WELDED WIRE FABRIC SHEETS IS REQUIRED (NO ROLLS).

30. WELDED WIRE FABRIC SHALL BE PLACED 1" FROM THE TOP OF ALL SLABS AND FULLY SUPPORTED ON

CHAIRS

OR BOLSTERS PRIOR TO CONCRETE POUR UNLESS NOTED OTHERWISE.

31. NO STRUCTURAL CONCRETE SHALL BE STRIPPED UNTIL IT HAS REACHED AT LEAST TWO-THIRDS OF

THE

28-DAY DESIGN STRENGTH.

32. DESIGN, ERECTION AND REMOVAL OF ALL FORMWORK, SHORES AND RESHORES SHALL MEET THE

REQUIREMENTS SET FORTH IN ACI STANDARDS 347 AND 301.

33. BOTTOM REINFORCEMENT IN WALL FOOTING TO BE CONTINUOUS THROUGH COLUMN FOOTINGS.

34. PROVIDE CONTRACTION/CONSTRUCTION JOINTS IN CONCRETE WALLS AT MAXIMUM 25 FT. O.C. AND

MAX. 10 FT. FROM CORNERS PER ACI 224-3R.

35. CONCRETE AND REBAR SUB-CONTRACTORS TO REVIEW ARCHITECTURAL, INTERIOR, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS TO ENSURE ALL EDGE OF SLAB DIMENSIONS, MISCELLANEOUS OTHER REQUIREMENTS AND CONDITIONS INDICATED ON THE NON-STRUCTURAL DRAWINGS HAVE BEEN

CONSIDERED AND INCLUDED IN THE PROJECT.

NOTES:

CASE 1

BEAMS AND SLABS:

CONCRETE COVER >/= TO BAR DIAMETER, C-C BAR SPACING >/= TO

2X BAR DIAMETER AND WITH STIRRUPS OR TIES THROUGHOUT

TENSION LAP SPLICE LENGTH NOT LESS THAN THE CODE MINIMUM.

OTHER MEMBERS:

CONCRETE COVER >/= TO THE BAR DIAMETER AND

C-C BAR SPACING >/= TO 3X BAR DIAMETER.

CASE 2

BEAMS AND SLABS:

CONCRETE COVER < BAR DIAMETER AND

C-C BAR SPACING < TO 2X BAR DIAMETER.

OTHER MEMBERS:

CONCRETE COVER < THE BAR DIAMETER OR

C-C BAR SPACING < TO 3X BAR DIAMETER.

PRODUCT SCHEDULE

TYPE ACCEPTABLE PRODUCT

EXPANSION BOLT 1. "KWIK BOLT 3", HILTI, INC.

2. "STRONG BOLT 2", SIMPSON STRONG-TIE

COMPANY, INC

3. "POWER STUD + SD1", POWERS FASTENERS

ADHESIVE ANCHOR

OR REBAR

ADHESIVE

1. "HIT-HY 200", HILTI, INC.

2. "AT-XP", SIMPSON STRONG-TIE COMPANY, INC.

3. "AC100 + GOLD", POWERS FASTENERS.

VERTICAL SLIP CLIP

( MATCH STUD DEPTH )

1. "VERTICLIP SLB", THE STEEL NETWORK, INC.

2. "FAST CLIP SLIDE CLIP", DIETRICH METAL

FRAMING

3. "MSCB BYPASS FRAMING SLIDE-CLIP",

SIMPSON STRONG-TIE COMPANY, INC.

A N

C H

O R

S M

E T

A L S

T U

D C

O N

N E

C T

IO

N

S

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

CBRE Heery International, Inc.

125 South Dubuque Street, Suite 500, Iowa City, IA 52240-4003

319.354.4700 AE PROJECT NO. : 14980

CONSTRUCTION DOCUMENTS

- 100% CD ISSUE

FULLY SPRINKLERED

EXPAND SPECIALTY CARE

ADDITION

VA# 636-803

BLDG 50

10/05/2018

IOWA CITY, IA

PROJECT NO.: HII-1810200

Dwg. of 118

C

H

II

P

R J \S

-H

II

-1

-V A

-S p e c C lin ic

-P h a s e

P e te r.

M c d e rm o tt c b re

.c o m

.r v t

/2 /2

:5

:5

A

M

50-S1

GENERAL NOTES

CGT NDS 9Revisions: Date: 11/28/2018

5'-6"(TYP)

D E

S

IG

N W

IN

D

P R

E S

S U

R E

S

IN

l b /f t²

P

S F

EFF WIND

AREA

ZONE 1

20ft²

50ft²

100ft²

NA

NA

NA

-39.0

-37.3

-35.7

ZONE 2

-61.1

-58.6

-56.0

ZONE 3

-83.3

-79.8

-76.4

ZONE 4

26.6

25.5

24.4

-26.6

-25.5

-24.4

ZONE 5

26.1

24.4

22.7

-47.8

-42.7

-39.7

NA

NA

NA

NA

NA

NA

NOTE: PRESSURES BASED ON ULTIMATE WIND SPEED. LOAD COMBINATION

FACTORS NOT INCLUDED.

MARK

SUPERIMPOSED

DEAD LOAD

( PSF )

DESIGN LOAD SCHEDULE

PARTITION

LOAD

( PSF )

DESCRIPTION

12 20

TYPICAL FLOOR

2 12 0 MECHANICAL ROOMS

3 12 0 ROOF

4 0 0 STAIRS

5 12

LEVEL 1 SLAB-ON-GRADE

FUTURE FLOORS

LIVE LOAD

( PSF )

100 0

6 0 SNOW25 0

1 8

A

F

1 8

A

F

1 8

A

F

1 8

A

F

1 8

A

F

1 8

A

F

1 6 8

A

F

A

F

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

CBRE Heery International, Inc.

125 South Dubuque Street, Suite 500, Iowa City, IA 52240-4003

319.354.4700 AE PROJECT NO. : 14980

CONSTRUCTION DOCUMENTS

- 100% CD ISSUE

FULLY SPRINKLERED

EXPAND SPECIALTY CARE

ADDITION

VA# 636-803

BLDG 50

10/05/2018

IOWA CITY, IA

PROJECT NO.: HII-1810200

Dwg. of 118

C

H

II

P

R J \S

-H

II

-1

-V A

-S p e c C lin ic

-P h a s e

P e te r.

M c d e rm o tt c b re

.c o m

.r v t

/2 /2

:5

:5

A

M

50-S2

DESIGN LOAD DATA

CGT NDS 10

NOT TO SCALE11

BUILDING WIND ZONES

NOT TO SCALE

BUILDING WIND ZONE LOADS

NOT TO SCALE

DESIGN LOAD SCHEDULE

NOT TO SCALE2

LEVEL 1

NOT TO SCALE3

LEVEL 2

NOT TO SCALE4

ROOF/FUTURE LEVEL 3

NOT TO SCALE

FUTURE LEVEL 4

NOT TO SCALE

FUTURE LEVEL 5 MECHANICAL PENTHOUSE/

ROOF

NOT TO SCALE

ROOF SNOW LOAD DIAGRAM

NOT TO SCALE1

LOWER LEVEL

1/16" = 1'-0"

FUTURE MECHANICAL PENTHOUSE ROOF

(DOES NOT INCLUDE SNOW DEFINITION LOADS)

Revisions: Date: 11/28/2018

C

D.7

F

A

1 2.8 4.5 6 7.92 3 4 5 6.2 7

B

D

E

81.1

E.9

W

X

[2 k W

X

[1 c k

W27X94 [22]

60k W24X55 [30] c = 3/4" 71k W24X55 [27] W24X55 [29] 83k W24X62 [28] c = 3/4" 62k

57kW24X55 [26] c = 3/4"62kW24X55 [27]W24X55 [29]44kW21X50 [26] c = 3/4"

42k

W27X94 [22]

W27X94 [22]37kW24X68 [20]30k

W

X k W

X c

/4 k k W

X

[8 c

/4 k k W

X c

/4 k

W

X

[3 c

/4

W

X

W

X k W

X c k

W

X

W

X k W

X c k k W

X c

/4 k k

W

X c k k W

X c k k

W

X c k k W

X c k k W

X c k k W

X c k k W

X c k k W

X c k k W

X c k

HSS12X6X1/4

W12X14 [6]

W

X

[6

H S

S

X

X

/4 k W

X c

/4 k k W

X c k k

W

X c k k W

X c k k W

X c k k W

X c k k W

X c k k W

X c

/4 k k W

X c

/4 k

W16X26

W12X14 [8] k W

X

[8 c

/4 k k W

X c

/4 k k W

X c

/4 k k W

X c

/4 k k W

X c

/4 k k

W

X c

/4 k k W

X c

/4 k

H S

S

X

X

/4

HSS12X6X1/4

W12X14 [6]

W

X

[8 k

W12X14 [6]

W27X94 [22] 50k W24X55 [20] c = 3/4" 50k k

W

X k

W12X19 [6]

W

X

W

X

W

X

W18X40

2' - 5" 6' - 8 5/8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 5"

4' - 3 7/8" 6' - 3 1/4"

4' - 3 7/8" 6' - 3 1/4" 9' - 5 3/4" 9' - 5 3/4"

7' - 6" 7' - 7" 7' - 7" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8"

8' - 10" 8' - 10" 8' - 10" 8' - 10" 8' - 10" 8' - 10" 9' - 0" 7' - 3 3/4" 7' - 3 3/4"

/8

6' - 3"

HSS 6x6x1/4

HSS 6x6x1/4

DECK

SPAN

6' - 0" 6' - 0"

E O

S

E O

S

/4

EOS

6"

EOS

7 3/4"

E O

S

/8

EOS

6 3/8"

8"

M O

M E

N T

F R

A M

E

M O

M E

N T

F R

A M

E

M O

M E

N T

F R

A M

E M O

M E

N T

F R

A M

E

MOMENT FRAME

MOMENT FRAME

MOMENT FRAME MOMENT FRAME

W8X10 [5]

11 3/4"8' - 11"HSS 6X6X1/4

HSS 6X6X1/4

DECK

SPAN

1' - 9"

10' - 0 5/8" 19' - 6" 3' - 2" 12' - 0" 11' - 4" 11' - 4" 12' - 0" 3' - 2" 19' - 3" 11' - 3 1/4"

9 3/8"

/8

/8

/8

/8

115' - 7 1/4"

W X

/8

11 3/8"

9' - 0"

/8

/4

14' - 4 7/8"

1' - 6 5/8"

/2

/2

1' - 5 3/4" 12' - 11 1/8"

/2

14' - 4 7/8"

/8

/8

/4

7' - 6"

SEE NOTE 5

SEE

NOTE 5

SEE

NOTE 5

SEE NOTE 5

W10X19

W

X

[4

6' - 3"

/2

W

X

W12X19 [6]

/8

W12X14W12X14 W12X14

W

X

3' - 0 1/4"

3' - 6"

L3x3 DIAGONAL - SEE

10/50-S18 ( TYP )

E O

S

50-S10

8" EOS

E O

S

W12X22

W

X

W12X22

W X

0 W8X10

50-S12

/8

/4

4 1/8"

W8X10

W

X

1" GRATE TO

SUPPORT 50PSF LL

WELDED OR

BOLTED TO

SUPPORT BEAMS

L6x6x3/8" LOUVER

SUPPORT ANGLE

& HSS6x6x3/8" AT

LVL1, LVL2, &

ROOF

HSS6x4x3/8" WITH

SLIP CONNECTION

AT FLOOR BELOW

50-S9

TYP

NOTE #6

D.7

F

1 2

D

E

1.1

E.9

1' - 9" 10' - 0 5/8"

/8

/8

HSS 6x6x1/4 TYP

W18X40

W18X40

W

X

W

X

2 1/2"

/4

/4

W

X

EXISTING COLUMN TO REMAIN

000 4' 8' 16'

SCALE:

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

BLDG. 1

BLDG. 7

BLDG. 50

NEW

ADDITION

W

KEY PLAN

S

NORTH

E

CBRE Heery International, Inc.

125 South Dubuque Street, Suite 500, Iowa City, IA 52240-4003

319.354.4700 AE PROJECT NO. : 14980

CONSTRUCTION DOCUMENTS

- 100% CD ISSUE

FULLY SPRINKLERED

EXPAND SPECIALTY CARE

ADDITION

VA# 636-803

BLDG 50

10/05/2018

IOWA CITY, IA

1/8" = 1'-0"

PROJECT NO.: HII-1810200

Dwg. of 118

C

H

II

P

R J \S

-H

II

-1

-V A

-S p e c C lin ic

-P h a s e

P e te r.

M c d e rm o tt c b re

.c o m

.r v t

/2 /2

:5

:5

A

M

50-S3

LEVEL 2 FRAMING PLAN

Checker Author 11

1/8" = 1'-0"1

EXISTING LEVEL 2 FRAMING PLAN

1/8" = 1'-0"2

EXISTING STAIR ROOF FRAMING DEMOLITION

PLAN

SHEET NOTES:

1. SEE SHEET 50-S1 FOR STRUCTURAL GENERAL NOTES.

2. TOP OF CONCRETE EL = 14'-0" UNO.

3. 5 1/2" COMPOSITE SLAB - 2", 18 GA COMPOSITE METAL

DECK ( GALV ) +3 1/2" NORMAL WEIGHT CONCRETE w/ 6x6-W2.9xW2.9 WWF ( FLAT SHEETS ) SEE COMPOSITE

BEAM CRITERIA ON 50-S9 FOR ADDITIONAL REINFORCING

OVER BEAMS.

4. TOP OF STEEL EL = 13'-6 1/2" UNO.

5. 1 1/2" SLAB RECESS - SEE DETAIL 13/50-S9.

6. DEMOLISH ROOF DECK TO CREATE OPENING AS SHOWN. BEAM TO REMAIN.

SHEET NOTES:

1. SEE SHEET 50-S1 FOR STRUCTURAL GENERAL NOTES.

2. TOP OF STEEL EL = 23'-4 1/2" UNO.

3. 1 1/2" x 18 GA TYPE "B" ROOF DECK ( GALV )

ATTACH DECK TO SUPPORTS WITH 5/8" DIA PUDDLE

WELDS WITH 36/7 PATTERN. FASTEN SIDELAPS WITH

WITH #10 TEK SCREWS @ 12" OC.

4. DASHED LINES INDICATE DEMOLITION. REMOVE EXISTING

STEEL ABOVE LEVEL 2 (UNO) IN PREPARATION FOR NEW

CONSTRUCTION.

ALL EXISTING CONDITIONS MUST BE FIELD VERIFIED PRIOR TO FABRICATION.

D.7

F

1 2

D

E

1.1

E.9

1' - 9" 10' - 0 5/8"

/8

/8

2 1/2"

/4

/4

W18X40

W

X

W

X

W

X

W18X40

HSS 6x6x1/4 TYP

3/8" BENT PLATE

HSS 6x6x1/4 TYP

SHEET NOTES :

1. SEE SHEET 50-S1 FOR STRUCTURAL GENERAL NOTES.

2. TOP OF CONCRETE EL = 28'-0", UNO.

3. 5 1/2" COMPOSITE SLAB - 2", 18 GA COMPOSITE METAL

DECK ( GALV ) + 3 1/2" NORMAL WEIGHT CONCRETE

w/ 6x6 - W2.9xW2.9 WWF ( FLAT SHEETS )

SEE COMPOSITE COMPOSITE BEAM CRITERIA ON 50-S9

FOR ADDITIONAL REINFORCING OVER BEAMS.

4. TOP OF STEEL EL = 27'-6 1/2", UNO.

5. 1½" SLAB RECESS. SEE DETAIL 13/50-S9.

SHEET NOTES :

1. SEE SHEET 50-S1 FOR STRUCTURAL GENERAL NOTES.

2. TOP OF STEEL EL = 37'-4 1/2".

3. 1 1/2" x 18 GA TYPE "B" ROOF DECK ( GALV ) ATTACH

DECK TO SUPPORTS WITH 5/8" PUDDLE WELDS WITH A

36/7 PATTERN. FASTEN SIDELAPS WITH #10 TEK

SCREWS @ 12" OC.

C

D.7

F

A

1 2.8 4.5 6 7.92 3 4 5 6.2 7

B

D

E

1' - 9"

10' - 0 5/8" 19' - 6" 3' - 2" 12' - 0" 11' - 4" 11' - 4" 12' - 0" 3' - 2" 19' - 3" 11' - 3 1/4"

9 3/8"

/8

/8

/8

/8

115' - 7 1/4"

81.1

E.9

HSS 6x6x1/4

HSS 6x6x1/4

DECK

SPAN

W

X k

W

X c k

W24X76 [22]

60k

W24X55 [25] c = 3/4"

71k

W24X55 [27] W24X55 [29]

51k

W24X55 [24] c = 3/4"

62k

W24X55 [27]W24X55 [29]44kW21X44 [26] c = 3/4"

W24X76 [22]

W24X76 [22]37kW27X94 [20]

30k

W

X k

W

X c

/4 k k

W

X c

/4 k k

W

X c

/4 k

W

X c

/4

W

X

W

X k

W

X c k

W

X

W

X k

W

X c k k W

X c

/4 k k W

X c

/4 k k

W

X c k k

W

X c k k

W

X c k k

W

X c k k

W

X c k k

W

X c k k

W

X c k k W

X c k

W12X14 [6]

W

X k W

X c

/4 k k

W

X c

/4 k k W

X c k k

W

X c k k

W

X c k k

W

X c k k W

X c

/4 k k

W

X c

/4 k k

W

X c

/4 k

W14X22

W12X14 [8] k

W

X c

/4 k k

W

X c

/4 k k

W

X c

/4 k k

W

X c

/4 k k

W

X c

/4 k k

W

X k k

W

X c

/4 k

H S

S

X

X

/4

HSS12X6X1/4

W12X14 [6]

W

X

W12X14 [6]

W12X14 [2]

W24X76 [22]

50k

W24X55 [20] c = 3/4"

50k

W8X10 [5] k W

X k 83k

W24X55 [24] c = 3/4"

62k

/8

9' - 5 3/4" 9' - 5 3/4"

50-S10

6"x6" CONC

CURB @

PENTHOUSE

EXT WALL

M O

M E

N T

F R

A M

E

M O

M E

N T

F R

A M

E

M O

M E

N T

F R

A M

E

M O

M E

N T

F R

A M

E

MOMENT FRAME MOMENT FRAME

MOMENT FRAME MOMENT FRAME

50-S8

50-S8

50-S8

9 3/8"

/4

6"

1/2"

[4

W

X

11 3/8"

9' - 0"

/8

/4

14' - 4 7/8" 1' - 6 5/8"

/2

/2

1' - 5 3/4" 12' - 11 1/8"

/2

14' - 4 7/8"

/8

/8

/4

7' - 6"

SEE NOTE 5

SEE

NOTE 5

SEE

NOTE 5

SEE NOTE 5

W10X19

W12X19 [6]

W

X

W12X19 [6]

W

X

E O

S

/8

HSS12X6X1/4

6' - 3"

/2

H S

S

X

X

/4

2' - 5" 6' - 8 5/8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 5"

7' - 6" 7' - 7" 7' - 7" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8" 8' - 8"

8' - 10" 8' - 10" 8' - 10" 8' - 10" 8' - 10" 8' - 10" 7' - 10 1/2" 7' - 10 1/2" 7' - 10 1/2"

W X

W X

/8

5' - 7 3/4"

TOP OF STEEL

EL = 27'-3 1/2"

W12X14

W

X

3' - 1"

L3x3 DIAGONAL - SEE

10/50-S18 ( TYP )

E O

S

EOS

8"

E O

S

AT

BRICK

W12X22

W12X22

W

X

W X

L6x6x3/8" LOUVER

SUPPORT ANGLE

& HSS6x6x3/8" AT

LVL1, LVL2, &

ROOF

HSS6x4x3/8" WITH

SLIP CONNECTION

AT FLOOR BELOW

50-S12

TYP

000 4' 8' 16'

SCALE:

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

BLDG. 1

BLDG. 7

BLDG. 50

NEW

ADDITION

W

KEY PLAN

S

NORTH

E

CBRE Heery International, Inc.

125 South Dubuque Street, Suite 500, Iowa City, IA 52240-4003

319.354.4700 AE PROJECT NO. : 14980

CONSTRUCTION DOCUMENTS

- 100% CD ISSUE

FULLY SPRINKLERED

EXPAND SPECIALTY CARE

ADDITION

VA# 636-803

BLDG 50

10/05/2018

IOWA CITY, IA

1/8" = 1'-0"

PROJECT NO.: HII-1810200

Dwg. of 118

C

H

II

P

R J \S

-H

II

-1

-V A

-S p e c C lin ic

-P h a s e

P e te r.

M c d e rm o tt c b re

.c o m

.r v t

/2 /2

:5

:5

A

M

50-S4

LEVEL 3 ROOF FRAMING PLAN &

STAIR ROOF FRAMING PLAN

CGT NDS 12

1/8" = 1'-0"2

STAIR ROOF FRAMING PLAN

1/8" = 1'-0"1

LEVEL 3 ROOF FRAMING PLAN

Level 1 0' - 0"

C

Level 3 28' - 0"

Level 2 14' - 0"

E

W24X84

W24X84

W24X84 W

X

W

X

34' - 5"

LOWER LEVEL

-16'-0"

TOP OF CAP

-18'-0"

V = 71 K

M = 274 K-FT

V = 72 K

M = 320 K-FT

V = 67 K

M = 248 K-FT

V = 71 K

M = 274 K-FT

V = 72 K

M = 320 K-FT

V = 67 K

M = 248 K-FT

W X

W X

50-S12

Level 1 0' - 0"

C D.7

Level 3 28' - 0"

Level 2 14' - 0"

W24X84

W24X84

W

X

W

X

W24X94

V = 35 K

M = 276 K-FT

V = 39 K

M = 361 K-FT

V = 34 K

M = 232 K-FT

V = 35 K

M = 276 K-FT

V = 39 K

M = 361 K-FT

V = 34 K

M = 232 K-FT

LOWER LEVEL

-16'-0"

TOP OF CAP

-18'-0"

32' - 6"

W X

W X

Level 1 0' - 0"

C D.7

Level 3 28' - 0"

Level 2 14' - 0"

W24X84

W24X94

W

X

W

X

32' - 6"

V = 34 K

M = 270 K-FT

V = 39 K

M = 309 K-FT

V = 34 K

M = 270 K-FT

V = 39 K

M = 309 K-FT

TOP OF PIER

-3'-6"

Level 1 0' - 0"

Level 3 28' - 0"

Level 2 14' - 0"

B D

W24X84

W27X114

W

X

W

X

34' - 8"

V = 69 K

M = 385 K-FT

V = 163 K

V = 69 K

M = 385 K-FT

V = 163 K

TOP OF CAP

EL = -2'-0"

TYP

8' - 0"

W 12X45

C = 71 K

W 12X45

C = 71 K

T Y

P

Level 1 0' - 0"

Level 3 28' - 0"

Level 2 14' - 0"

3 51.1

W

X

W24X76

W

X

W27X94

W24X76

W

X

32' - 8 5/8" 34' - 8"

W27X94

V = 56 K

M = 392 K-FT

V = 56 K

M = 392 K-FT

V = 46 K

M = 218 K-FT

V = 46 K

M = 218 K-FT

TOP OF PIER

EL = -3'-6"

V = 138 K V = 153 K

W 12X45

C = 106 K

W 12X45

C = 111 K

W 12X45

C = 152 K W

12X45

C = 148 K

V = 138 K V = 153 K

T Y

P

TYP

8' - 0"

Level 1 0' - 0"

Level 3 28' - 0"

Level 2 14' - 0"

4 8

W24X76 W24X76

W27X94W27X94

W

X

W

X

W

X

34' - 8" 34' - 5 5/8"

V = 42 K

M = 323 K-FT

V = 42 K

M = 323 K-FT

V = 43 K

M = 336 K-FT

V = 43 K

M = 336 K-FT

TOP OF CAP

EL = -2'-0"

V = 126 K V = 126 K

W 12X45

C = 98 K

W 12X45

C = 110 K

V = 120 K V = 120 K

W 12X45

C = 94 K

W 12X45

C = 112 K T Y

P

TYP

8' - 0"

000 4' 8' 16'

SCALE:

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

BLDG. 1

BLDG. 7

BLDG. 50

NEW

ADDITION

W

KEY PLAN

S

NORTH

E

CBRE Heery International, Inc.

125 South Dubuque Street, Suite 500, Iowa City, IA 52240-4003

319.354.4700 AE PROJECT NO. : 14980

CONSTRUCTION DOCUMENTS

- 100% CD ISSUE

FULLY SPRINKLERED

EXPAND SPECIALTY CARE

ADDITION

VA# 636-803

BLDG 50

10/05/2018

IOWA CITY, IA

1/8" = 1'-0"

PROJECT NO.: HII-1810200

Dwg. of 118

C

H

II

P

R J \S

-H

II

-1

-V A

-S p e c C lin ic

-P h a s e

P e te r.

M c d e rm o tt c b re

.c o m

.r v t

/2 /2

:5

:5

A

M

50-S5

LATERAL FRAME ELEVATIONS

CGT NDS 13

1/8" = 1'-0"1

ELEVATION ALONG GRID 1.1

1/8" = 1'-0"2

ELEVATION ALONG GRID 2.8

1/8" = 1'-0"3

ELEVATION ALONG GRID 6.2

1/8" = 1'-0"4

ELEVATION ALONG GRID LINE 8

1/8" = 1'-0"

ELEVATION ALONG GRID A

1/8" = 1'-0"

ELEVATION ALONG GRID F

NOTES:

1. SEE 6/50-S9 FOR TOP OF COLUMN DETAIL TYPICAL.

LOCATION

LEVEL

STEEL COLUMN SCHEDULE

EL BOT OF BASE PLATE

BASE PLATE SIZE

ANCHOR BOLT TYPE

STAIR ROOF

LEVEL 2

LEVEL 1

LOWER LEVEL

A-7

28'-0"

0'-0"

14'-0"

A-7.9 C-4.5 D.7-4.5 E.9-1.1 F-2

W x

H S

S x x /4

W x

W x

H S

S x x /4

W x

H S

S x x /4

-1'-10 1/2"

18"x18"x3/4"

( 4 ) 3/4" DIA

-1'-10 1/2"

12"x12"x3/4"

( 4 ) 3/4" DIA

-17'-10 1/2"

18"x18"x1 1/4"

( 4 ) 3/4" DIA

-17'-10 1/2"

18"x18"x1"

( 4 ) 3/4" DIA

-17'-10 1/2"

12"x12"x3/4"

( 4 ) 3/4" DIA

-1'-10 1/2"

18"x18"x3/4"

( 4 ) 3/4" DIA

T Y

P

NOTE: SEE DETAIL 6/50-S18 FOR TOP OF COLUMN DETAIL.

W x

H S

S x x /4

W x

W x

H S

S x x /4

W x

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

CBRE Heery International, Inc.

125 South Dubuque Street, Suite 500, Iowa City, IA 52240-4003

319.354.4700 AE PROJECT NO. : 14980

CONSTRUCTION DOCUMENTS

- 100% CD ISSUE

FULLY SPRINKLERED

EXPAND SPECIALTY CARE

ADDITION

VA# 636-803

BLDG 50

10/05/2018

IOWA CITY, IA

PROJECT NO.: HII-1810200

Dwg. of 118

C

H

II

P

R J \S

-H

II

-1

-V A

-S p e c C lin ic

-P h a s e

P e te r.

M c d e rm o tt c b re

.c o m

.r v t

/2 /2

:5

:5

A

M

50-S6

SCHEDULES

CGT NDS 14Revisions: Date: 11/28/2018

ADDITIONAL REINF NOT

REQ'D IF "CJNT" FORMED

CONTROL JOINT OCCURS

AT CORNER FOR

SLAB-ON-GRADE

SLAB-ON-GRADE

OR

ELEVATED SLAB

ON METAL DECK

3-#4 x 6'-0"

@ 4" OC

3"

THE NUMBER OF REINFORCING BARS

INTERRUPTED BY THE OPENING SHALL

BE PLACED IN EQUAL PROPORTION

AT EACH SIDE OF OPENING. MINIMUM

REINFORCEMENT SHALL BE 1-#4

x 4'-0" LONG EACH FACE

1-#3 DIAGONAL PLACED

AT CENTER OF ELEMENT

THICKNESS x 4'-0" LONG

PLACED AS SHOWN

RECTANGULAR OR

ROUND OPENING

NOTE :

OPENINGS LESS THAN 5" IN LARGEST

DIMENSION

THAT DO NOT INTERRUPT REINFORCING DO

NOT REQUIRE ADDITIONAL REINFORCEMENT.

L E

N G

T H

T

Y P

T E

N S

IO

N

L A

P S

P L

IC

E

NOTE : WHERE CLEAR DISTANCE BETWEEN SLEEVES IS IMPOSSIBLE ,

THIS AREA SHALL BE TREATED AS A SLAB OPENING PER

TYPICAL DETAIL 2/50-S7.

MAX D = T/3 OR 2"

WHICHEVER IS

SMALLER

CENTERLINE OF

SLAB OR WALL

PIPING THROUGH SLAB OR WALL CONDUIT IN SLAB OR WALL

D 3D3D OR 4" MIND

T

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

CBRE Heery International, Inc.

125 South Dubuque Street, Suite 500, Iowa City, IA 52240-4003

319.354.4700 AE PROJECT NO. : 14980

CONSTRUCTION DOCUMENTS

- 100% CD ISSUE

FULLY SPRINKLERED

EXPAND SPECIALTY CARE

ADDITION

VA# 636-803

BLDG 50

10/05/2018

IOWA CITY, IA

PROJECT NO.: HII-1810200

Dwg. of 118

C

H

II

P

R J \S

-H

II

-1

-V A

-S p e c C lin ic

-P h a s e

P e te r.

M c d e rm o tt c b re

.c o m

.r v t

/2 /2

:5

:5

A

M

50-S7

FOUNDATION DETAILS

CGT NDS 15

NOT TO SCALE

TYP ADDITIONAL SLAB REINF AT RE-ENTRANT

CORNER

NOT TO SCALE

TYP REINFORCING AT SLAB OPENING

NOT TO SCALE

TYP MULTIPLE PIPING CONDUIT

PENETRATION THROUGH SLAB OR WALL

Level 1 0' - 0"

Level 3 28' - 0"

Level 2 14' - 0"

6", 18 GA MIN

STUDS @ 16" OC MAX

1' - 6 3/8"

/2

8"

BRICK -

SEE ARCH

SEE DETAIL 1 OR

2/50-S10

Level 1 0' - 0"

Level 3 28' - 0"

Level 2 14' - 0"

6", 18 GA MIN

STUDS @ 16" OC MAX

/2

8"

1' - 6 3/8"

SEE DETAIL 1 OR 2/50-S10

Level 1 0' - 0"

Level 3 28' - 0"

Level 2 14' - 0"

/2

BRICK - SEE

ARCH DWGS

8"

1' - 6 3/8"

5 1/4"

SEE DETAIL 1 OR 2/50-S10

SEE DETAIL 5/50-S10

Level 1 0' - 0"

1 1.1

T.O. CONC

EL = -12'-4"

LOWER LEVEL

EL = -16'-0" UNO

T.O. GRADE BEAM

EL = -18'-0"

Level 1 0' - 0"

Level 3 28' - 0"

Level 2 14' - 0"

/2

BRICK - SEE

ARCH DWGS

8"

1' - 6 3/8"

8"

SEE DETAIL 1 OR 2/50-S10

w

A R

C H

D W

G S

/2

R

O

V E

R

IF

Y

A R

C H

D W

G S

V E

R

IF

Y w

WINDOW

EIFS - SEE

ARCH DWGS

DOUBLE STUD

EA SIDE OF

WINDOW

BOX BEAM

ABOVE AND

BELOW WINDOW

000 1' 2' 4'

SCALE:

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

Office of Construction and Facilities Management

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

CBRE Heery International, Inc.

125 South Dubuque Street, Suite 500, Iowa City, IA 52240-4003

319.354.4700 AE PROJECT NO. : 14980

CONSTRUCTION DOCUMENTS

- 100% CD ISSUE

FULLY SPRINKLERED

EXPAND SPECIALTY CARE

ADDITION

VA# 636-803

BLDG 50

10/05/2018

IOWA CITY, IA

1/2" = 1'-0"

PROJECT NO.: HII-1810200

Dwg. of 118

C

H

II

P

R J \S

-H

II

-1

-V A

-S p e c C lin ic

-P h a s e

P e te r.

M c d e rm o tt c b re

.c o m

.r v t

/2 /2

:5

:0

A

M

50-S8

WALL SECTIONS

CGT NDS 16

1/2" = 1'-0"2

SECTION AT EIFS

1/2" = 1'-0"1

SECTION AT BRICK

1/2" = 1'-0"3

SECTION AT CURTAIN WALL

1/2" = 1'-0"4

SECTION AT LOWER LEVEL @ MECH ROOM

1/2" = 1'-0"

SECTION @ WINDOWS - DEDUCT ALTERNATE

#4

COMPOSITE BEAM CRITERIA

SHEAR STUD PLACEMENT NOTES :

1. ALL SHEAR STUDS : 3/4" DIA x 4 1/2", UNLESS OTHERWISE NOTED.

2. THE NUMBER OF STUDS IS INDICATED THUS [XX] ON THE PLAN. WHEN

MORE THAN ONE QUANTITY OF STUDS ARE INDICATED ON GIRDER/BEAM

( EX.: [XX-XX] ), PLACE STUDS IN CORRESPONDING GROUPS BETWEEN

INTERSECTING MEMBERS, SUPPORTING MEMBERS, OR LOADING POINTS.

3. MINIMUM CENTER TO CENTER SPACING OF STUDS ALONG THE

LONGITUDINAL AXIS OF THE COMPOSITE GIRDER/BEAM : 4 1/2", WITH

THE MAXIMUM CENTER TO CENTER SPACING OF STUDS ALONG

THE TRAVERSE AXIS, THE CENTER TO CENTER SPACING : 3".

4. WHERE BEAM FLANGE THICKNESS IS LESS THAN 5/16" ONLY A SINGLE ROW

OF STUDS CENTERED OVER THE WEB IS TO BE USED.

5. FOR BEAMS SUPPORTING COMPOSITE DECK WITHOUT STUD NOTATION,

PROVIDE STUDS AT MAXIMUM CENTER TO CENTER SPACING.

6. ADD ADDITIONAL STUD OR 3/4" DIA PUDDLE WELD SO THAT THE SPACE

BETWEEN DECK ATTACHMENTS TO BEAM ( WELDS OR STUDS ) DOES NOT

EXCEED 16"

7. WHERE DECK IS PERPENDICULAR TO THE COMPOSITE BEAM,

PLACE STUDS AS FOLLOWS:

CASE 1 ( MORE DECK FLUTES THAN STUDS ) :

PLACE ONE STUD IN EVERY OTHER DECK FLUTE. THEN STARTING

AT EACH END OF THE BEAM ( OR BEAM SEGMENT ), PLACE REMAINING STUDS

IN UNUSED DECK FLUTES. THE NUMBER OF STUDS ON EACH HALF OF THE

BEAM ( OR BEAM SEGMENT ) SHOULD BE EQUAL. SEE NOTE 3 FOR SPACING

LIMITATIONS.

CASE 2 ( MORE STUDS THAN DECK FLUTES ) :

PLACE ONE STUD IN EVERY DECK FLUTE. THEN STARTING AT EACH

END OF THE BEAM ( OR BEAM SEGMENT ), DOUBLE STUDS EVERY DECK FLUTE

UNTIL REMAINING STUDS ARE USED. THE NUMBER OF STUDS ON EACH HALF

OF THE BEAM ( OR BEAM SEGMENT ) SHOULD BE EQUAL. SEE NOTE 3 FOR

SPACING LIMITATIONS.

8. WHERE DECK IS PARALLEL TO THE COMPOSITE GIRDER, SPACE THE STUDS

UNIFORMLY IN A SINGLE ROW FOR THE ENTIRE LENGTH OF THE GIRDER ( OR

GIRDER SEGMENT ). IF THE STUDS CANNOT BE SPACED AT 4 1/2"

CENTER TO CENTER OR GREATER IN A SINGLE ROW, SPACE THE STUDS

UNIFORMLY IN A DOUBLE ROW.

9. COMPOSITE BEAM NOTATION :

GIRDER / BEAM SIZE SERVICE LOAD

REACTION IN KIPS

( MIN REACTION 10k

IS NOT SHOWN )

CAMBERNUMBER OF

SHEAR STUDS

16K W18X35 16K

[30] c=1 1/2" x x x x x x xx xx S

E E

P L A

N

COMP SLAB

SEE PLAN

SHEAR STUDS

SEE PLAN

#4 x 4'-0" @ 18" OC

( 3/4" COVER TO TOP

OF SLAB - MAINTAIN

POSITION OF BARS

WITH CHAIRS )

BM - SEE PLAN

TYP COMPOSITE BEAM

( DECK RIBS PERPENDICULAR TO BM )

x x x x x xx xx

COMP SLAB

SEE PLAN

SHEAR STUDS

SEE PLAN

#4 x 8'-0" @ 12" OC

( 3/4" COVER TO TOP

OF SLAB - MAINTAIN

POSITION OF BARS

WITH CHAIRS )

GIRDER - SEE PLAN

TYP COMPOSITE GIRDER

( DECK RIBS PERPENDICULAR TO BM )

TOP OF SLAB

EL = SEE PLAN

TOP OF SLAB

EL = SEE PLAN

M A

X

M A

X

NOTE:

1. CONNECTION SHOWN IS SCHEMATIC.

2. DESIGN OF CONNECTION TO BE PREFORMED BY STEEL FABRICATORS

ENGINEER, PER SPECIFICATION SECTION 05120.

3. DESIGN CONNECTION FOR REACTIONS NOTED ON THE FRAMING PLAN.

IF NO REACTION NOTED THEN DESIGN FOR 10 KIP MIN REACTION.

3/4" DIA A325

BOLTS @ 3" OC

TOP OF STEEL

EL = SEE PLAN

SEE PLAN FOR

COL ORIENTATION

1/4

TYP ( MIN )

PL 5/16"

( MIN )

16 GA CLOSURE PL

3" MAX

C BOLTSL

NOTE:

1. CONNECTION SHOWN IS SCHEMATIC.

2. DESIGN OF CONNECTION TO BE PREFORMED BY STEEL FABRICATORS

ENGINEER, PER SPECIFICATION SECTION 05120.

3. DESIGN CONNECTION FOR MOMENTS ANDREACTIONS NOTED ON THE FRAMING PLAN.

IF NO REACTION NOTED THEN DESIGN FOR 10 KIP MIN REACTION.

IF NO MOMENT NOTED THEN DESIGN FOR 10 KIP-ft MIN.

STIFFNER PL

( BOTH SIDES )

SAME AS FLG

THICKNESS

TYP

BACKING BAR

TYP

TYP

M

CONN PL

NOTE:

1. CONNECTION SHOWN IS SCHEMATIC.

2. DESIGN OF CONNECTION TO BE PREFORMED BY STEEL FABRICATORS

ENGINEER, PER SPECIFICATION SECTION 05120.

3. DESIGN CONNECTION FOR REACTIONS NOTED ON THE FRAMING PLAN.

IF NO REACTION NOTED THEN DESIGN FOR 10 KIP MIN REACTION.

2 - L 4"x3 1/2"x3/8"

( 4" LEG OUTSTANDING )

1 EACH SIDE

TYP

3/8" STIFFNER PL

@ EDGE CONDITION

NOTE:

1. CONNECTION SHOWN IS SCHEMATIC.

2. DESIGN OF CONNECTION TO BE PREFORMED BY STEEL FABRICATORS

ENGINEER, PER SPECIFICATION SECTION 05120.

3. DESIGN CONNECTION FOR REACTIONS NOTED ON THE FRAMING PLAN.

IF NO REACTION NOTED THEN DESIGN FOR 10 KIP MIN REACTION.

3/4" DIA A325

BOLTS @ 3" OC

TOP OF STEEL

EL = SEE PLAN

SEE PLAN FOR

COL…