Iowa City Structural Designs.pdf

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GENERAL STRUCTURAL NOTES

DESIGN DATA

FOUNDATIONS

CONCRETE

CONCRETE MIXES

Strength at Class 28 days (PSI) Type Mix Location

A 4000 Std Wt Composite Slabs S 3000 Std Wt Stair Fill at Landings & Treads T 3500 Std Wt Bond Beams

CONCRETE REINFORCING

A. Reference Standards: Comply with following unless noted otherwise:

1. CRSI MSP "Manual of Standard Practice".

2. CRSI "Placing Reinforcing Bars".

3. AWS D1.4 "Structural Welding Code - Reinforcing Steel".

B. Material Properties:

Fy(KSI) ASTM

1. All Bars Unless Noted 60 A615

2. Bars to be Welded 60 A706

3. Welded Wire Fabric (Smooth) 65 A185

C. Reinforcing steel: Fabricate reinforcement and furnish accessories, chairs, spacer bars and supports necessary to secure reinforcement unless otherwise indicated.

D. Lap splices: Minimum Class B lap unless otherwise indicated.

E. Dowel embedment: Minimum 22 bar diameter unless otherwise indicated.

F. In slabs where positive steel is noted but negative steel is not, provide steel area equal to positive steel over interior supports and one-half of positive steel, hooked, over end supports.

G. Where dowels are not shown, provide to match reinforcement in all walls, columns, piers and foundations.

H. Splice continuous reinforcing in walls and slabs using bars of longest practicable length. Show all splices on reinforcing shop drawings. Stagger splices.

CONCRETE MASONRY

MATERIAL PROPERTIES

A. Concrete Masonary Strength: F'm= 1500 PSI B. Concrete Block: Hollow, load-bearing units conforming to ASTM C90, Grade N, Type I.

C. Mortar: ASTM C270, Type S.

D. Grout: ASTM C476.

E. Reinforcing Steel: ASTM A615, Fy=60 KSI.

EXECUTION

A. Grout solid cells containing reinforcing and other walls as indicated.

B. Bond Beams: Fill with 3500 psi concrete. Refer to Masonary Specifications.

See Architectural drawings for bond beams - size and reinforcing.

C. Wall Reinforcing: Vertical reinforcing at block walls noted on Architectural Drawings.

Place vertical bars at wall centerline unless otherwise indicated. Refer to Architectural drawings and Specifications for horizontal joint reinforcing.

D. Grout cores with masonry grout in 5'-0" maximum lifts unless clean outs are provided, in which case 8'-0" maximum lifts may be used. Grout lifts shall terminate 1 1/2" below bed joint in wall. Lifts shall be consolidated using mechanical vibration.

E. Lap Splices: 48 bar diameters unless otherwise indicated.

STEEL

STRUCTURAL STEEL

A. Reference Standard: Comply with AISC "Manual of Steel Construction" unless otherwise indicated.

B. Material Properties:

Fy (KSI) ASTM

1. Plates, Channels, Angles, Etc. 36 A36

2. W-Shapes 50 A992

3. High Strength Bolts, (UNO) 74 A325

4. Anchor Rods (Tensile Strength) 36 F1554

5. Welding Electrodes E70XX A233

6. HSS (Square, Rectangular) 46 A500 Grade B

7. HSS (Round) 42 A500 Grade B

C. Connections:

1. If Reactions are not shown on the Framing Plans, See 1/SS002 Typical Beam Connections detail.

2. Where slotted connection holes are used, adjust bolt values accordingly.

3. Check following conditions when designing beam connections: bolt shear, bolt bearing on connecting material, block web shear, shear on net area of connecting angles or plates, local bending stresses and hole type.

4. Bolts: 3/4 inch diameter A325N unless otherwise indicated.

5. Welding electrodes shall conform to AWS D1.1, Table 4.1.

NEW WORK IN CONJUNCTION WITH EXISTING CONSTRUCTION

A. Existing Conditions:

1. Verify, by field check, sizes, dimensions, elevations, locations, etc. of elements of existing construction relative to new construction. Furnish to subcontractor prior to fabrication of work.

2. Notify Contracting Officer's Technical Representatives immediately of discrepancies between construction documents and actual field conditions.

3. Note verified dimensions on first shop drawing submitted.

4. Engineer has assumed that existing structures were designed and constructed in conformity with good design and construction practices.

5. Maintain integrity of existing structure where existing structure is modified to accommodate new construction and to protect from damage existing structure which is to remain.

6. Assume all responsibility for preservation of this property.

B. Holes: Core drill or saw cut through existing construction.DO NOT OVERCUT.

C. Shaded Areas: Shaded areas on drawings indicate existing construction.

BUILDING CODE

A. INTERNATIONAL BUILDING CODE (IBC) - 2006 Edition.

DESIGN STANDARDS

A. American concrete Institute (ACI) ACI 318-05, Building Code Requirements for Reinforced Concrete.

B. American Institute of Steel Construction (AISC) - specification for Structural Steel Buildings - 2005 Edition.

C. American Society of Civil Engineers (ASCE) - ASCE 7-05, Minimum Design Loads for Buildings and Other Structures.

D. VA H18-8, 2007 Edition.

DESIGN LIVE LOADS

A. Public Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100 PSF B. Corridors and Stairs . . . . . . . . . . . . . . . . . . . . . . 100 PSF C. Typical Floors . . . . . . . . . . . . . . . . . . . . . . . . . . . 20* + 100 PSF D. Mechanical . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 150** PSF E. Roofs used for future floors. . . . . . . . . . . . . . . . . N/A F. Snow***

1. Ground Snow Load (Pg). . . . . . . . . . . . . . . . . 40 PSF

2. Exposure Factor (Ce) . . . . . . . . . . . . . . . . . . . 1.0

3. Importance Factor (Is) . . . . . . . . . . . . . . . . . . 1.2

4. Thermal Factor (Ct). . . . . . . . . . . . . . . . . . . . . 1.0 *Partition Load **Or actual weight if heavier.

***Plus drifting and/or sliding snow.

DESIGN LATERAL LOADS

A. WIND

1. Basic Wind Speed (3-Second Gust) . . . . . . . . 90 MPH

2. Importance Factor (Iw) . . . . . . . . . . . . . . . . . . . 1.15

3. Exposure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B

4. Internal Pressure Coefficients. . . . . . . . . . . . . . +/-0.18

B. SEISMIC

1. Importance Factor (I ). . . . . . . . . . . . . . . . . . . . 1.50 Occupancy Category . . . . . . . . . . . . . . . . . . . . . IV

2. Spectral Response Accelerations, S . . . . . . . . 0.100 Spectral Response Coefficient, S . . . . . . . . . . 0.052

3. Site Class. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D

4. Spectral Response Coefficient, S . . . . . . . . 0.107 Spectral Response Coefficient, S . . . . . . . . 0.083

5. Seismic Design Category . . . . . . . . . . . . . . . . . C

6. Basic Seismic Force- Resistance System . . . . . . . . . . . . . . . . . . . . . . Ordinary steel moment frames

7. Design Base Shear . . . . . . . . . . . . . . . . . . . . . . 205 KIPS for addition

8. Seismic Response Coefficient, C . . . . . . . . . . (0.0533)

9. Response Modification Factor, R . . . . . . . . . . . . (3)

7. Analysis Procedure. . . . . . . . . . . . . . . . . . . . . . . Equivalent Lateral Force

C. SOIL (Not applicable)

LATERAL SYSTEMS DESCRIPTION

A. Stability and wind loads are collected by composite floor systems and distributed to beam/column moment frames in each direction. The loads are transferred to the foundation system and resolved into the soils.

FUTURE CONSTRUCTION

A. The building is not designed for future vertical or horizontal expansion.

STRUCTURAL TESTS AND SPECIAL INSPECTIONS -

CHAPTER 17, INTERNATIONAL BUILDING CODE,

Special Inspection shall be preformed per Section 1704, and include the following:

A. Structural Steel (IBC Table 1704.3)

1. Periodic inspection for structural steel framing members for member size, configuration and orientation for conformance with approved plans, specifications and approved shop drawings.

2. Periodic inspection for embed plates and shapes with headed studs in conformance with Chapter 17 and Section 05-12-00.

3. Periodic inspection for bolted connections in conformance with Chapter 17 and Section 05-12-00.

4. Continuous inspection for welding of any member or connection for conformance with approved plans and Section 05-12-00.

a. Visually inspect 100% of all fillet welds for size, length and quality per AWS D1.1.

b. Test 100% of all full and partial penetration welds exceeding 5/16 inch, using ultrasonic testing or radiography per AWS D1.1. Test 25% of full and partial penetration welds less than 5/16 inch, using magnetic particle testing per ASTM E-109, performed on root pass and on finished weld.

B. Adhesive Anchors

1. Continuous inspection.

2. Report to include product description (including product name), adhesive expiration date, concrete or masonary type and strength, anchor diameter and steel grade, compliance of the drill bit with IOC Evaluation Service, Inc. Report .

3. Special inspector shall verify in report to Building Official that anchor installation was in compliance with manufacturer's published instructions and evaluation report listed above.

STRUCTURAL ABBREVIATIONS

AD Area Drain ADDM Addendum ADDL Additional ADH Adhesive ALT Alternate ANCH Anchor AR Anchor Rod ARCH Architect, Architectural

BCE Bottom Concrete Elevation BDPE Bottom Drilled Pier Elevation BFE Bottom Footing Elevation BWE Bottom Wall Elevation BLDG Building BM Beam BOT Bottom BRG Bearing BTWN Between BLE Brick Ledge Elevation

CJP Complete Joint Penetration CJT Control Joint CL or Centerline CLR Clear/Clearance COL Column CONC Concrete CONN Connection CONST Construction CONT Continuous CONTR Contractor CT JT Contraction Joint CTR(D) Center(ed)

DET Detail DEG or Degree DEMO Demolition DIA or Diameter DIAG Diagonal DIM Dimension DJ Double Joist DL Dead Load DO Ditto DWG Drawing DWLS Dowels

EA Each EF Each Face ES Each Side EW Each Way EIR Embedment In Rock EMB Embed/Embedment EL Elevation ELEC Electrical ELEV Elevator EQ Equal EQ SPCD Equally Spaced EQUIP Equipment EXIST Existing EXP Expansion EXP JT Expansion Joint

FAB Fabricate FDN Foundation FD Floor Drain FIN Finish FLR Floor FRMG Framing FT Foot (Feet) FTG Footing FV Field Verify

GA Gage/Gauge GALV Galvanized GC General Contractor GR BM Grade Beam GRTG Grating

HDS Headed Stud HS High Strength HT Height HORIZ Horizontal

ID Inside Diameter IF Inside Face IN Inch(s) INFO Information INV Invert

JST Joist JT Joint

KWY Keyway KO Knockout

LG Long/Length LT WT Lightweight LOC Location LONGIT Longitudinal LL Live Load LLH Long Leg Horizontal LLV Long Leg Vertical

MAX Maximum MB Machine Bolt MECH Mechanical MEMB Membrane MEZZ Mezzanine MFR Manufacturer MIN Minimum

NIC Not In Contract NO or Number NTS Not To Scale

OC On Center OD Ouside Diameter OF Outside Face OPNG Opening

PAR Parallel PED Pedestal PERP Perpendicular PL or Plate PROJ Projection PSF Pounds per Square Foot PSI Pounds per Square Inch

R Riser,Radius RD Roof Drain REINF Reinforcing/Reinforcement REQD Required REQMT Requirement

SCHED Schedule SECT Section SF Square Foot SHT Sheet SIM Similar SPEC Specifications SP Space(s) SQ Square STL Steel STIFF Stiffener(s) STD Standard STL Steel STIR Stirrups STRUCT Structural

T&B Top and Bottom TBE Top Beam Elevation TCE Top Concrete Elevaion TBLE Top Brick Ledge Elevation TDPE Top Drilled Pier Elevation TEMP STL Temperature Steel TFE Top Footing Elevation TPE Top Pedestal Elevation TSE Top Slab Elevation TWE Top Wall Elevation TJ Triple Joist TL Total Load TR Tread TRANSV Transverse TYP Typical

UNEXC Unexcavated UNO Unless Noted Otherwise

VER Verify VERT Vertical

W/ With WP Work Point WS Waterstop WT Weight WWF Welded Wire Fabric

STEEL FLOOR DECK

A. Reference: Comply with Steel Deck Institue "Design Manual for Composite Decks, Form Decks and Roof Decks" unless otherwise indicated.

B. All floor slab shall be 3" metal, 18 gage galvanized deck acting compositely with 5" normal weight concrete. Total slab thickness shall be 8", UNO.

S

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CONSTRUCTION MATERIALS AND GUIDELINES

JOINTS

A. Submit drawings showing proposed construction joints for structural floor systems. Drawing shall be reviewed by Architect/Engineer and returned to contractor prior to pouring any concrete. Furnish construction joint drawing to fabricators before shop drawings are submitted.

B. If construction joints are changed after being reviewed, submit revised drawings for review.

OPENINGS

A. Coordinate all opening sizes, regardless of whether they are indicated on Structural Drawings, with Documents of all other disciplines. Some opening sizes and locations indicated are based on single source systems. Actual systems selected may alter opening sizes and locations. Prior to submission of framing especially pan layouts and reinforcing shop drawings, coordinate all openings with respective contractor. Shop drawings submitted without this coordination will be returned without review.

EXPANSION BOLTS

A. Allowable shear and tension values for expansion bolts and adhesive anchors shall meet or exceed those published for Hilti HY 150 Epoxy .

Allowable values for alternate bolts shall be established by independent testing agency acceptable to Architect/Engineer.

B. Install as indicated and in conformance with manufacturer's specifications and ICC-ES approvals. Furnish Architect/Engineer with bolt specification for review before installation.

MISCELLANEOUS

A. Bolts: Anchor bolts for mechanical and electrical equipment are furnished and located by respective contractors.

B. Sleeves: Pipe sleeves are furnished and located by Mechanical and Electrical contractors.

C. Verifications: Verify opening sizes, pad sizes and locations with respective contractors.

D. Core Drilling: Do not cut reinforcing.

1. Verify location of reinforcing before core drilling.

2. No core drilling through beams or columns.

3. Maximum core hole through slabs: Pipe diameter plus 1"

(Not applicable)

E. VA Design Mannuals and Guidance on the Technical Information Library.

C. Studs shall be 3/4" diameter by 7" long.

D. Reinforce all slab supported on steel floor deck with 6x6x-W2.9X2.9.

*** NOTE TO CONTRACTOR ***

STUDS LISTED ARE MINIMUM SIZES AND ARE TO BE USED ONLY AS A BASIS FOR DESIGN. EXACT

SIZES AND SPACINGS OF ALL COLD-FORMED METAL FRAMING SHALL BE DETERMINED BY THE

COLD-FORMED FRAMING DESIGNER. SHOP DRAWINGS AND SUPPORTING CALCULATIONS

SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER IN THE STATE OF IOWA.

SEE COLD-FORMED METAL FRAMING NOTES FOR ADDITIONAL INFORMATION

1. THE COLD-FORMED METAL FRAMING SHALL BE COMPLETELY DESIGNED AND SUPPLIED BY THE

CONTRACTOR FOR ALL GRAVITY, LATERAL, AND OTHER LOADS INDUCED BY THE BUILDING

MATERIALS SHOWN ON THE PROJECT DRAWINGS, AND THE DESIGN LOADS APPLIED IN

ACCORDANCE WITH THE BUILDING CODE LISTED IN THE DESIGN DATA.

2. MEMBER SECTION PROPERTIES AND ALLOWABLE STRESSES SHALL BE CALCULATED IN ACCORDANCE WITH THE PROVISIONS OF THE LATEST EDITION OF THE A.I.S.I. "SPECIFICATION FOR THE DESIGN OF

COLD-FORMED STEEL STRUCTURAL MEMBERS."

3. SHOP DRAWINGS AND SUPPORTING CALCULATIONS FOR THE COLD-FORMED METAL FRAMING SYSTEM, INCLUDING ALL STUDS, HEADERS, JAMBS, SILLS, AND ASSOCIATED CONNECTION DETAILS, SHALL BE

SEALED & SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF IOWA.

4. HEADERS AND JAMBS AT OPENINGS MAY CONSIST OF BUILT-UP COLD-FORMED METAL SECTIONS OR HOT ROLLED STEEL SECTIONS (TUBES, ANGLES, ETC.) SOME CONDITIONS MAY NECESSITATE HOT- ROLLED STEEL SECTIONS, AND ARE TO BE SUPPLIED AND INSTALLED BY THE COLD-FORMED METAL

CONTRACTOR.

5. MECHANICAL BRIDGING SHALL BE INSTALLED PRIOR TO THE ATTACHMENT OF FACING MATERIALS AND SHALL BE SECURED IN A MANNER TO PREVENT STUD ROTATION AND BE SPACED ACCORDING TO THE

MANUFACTURER'S RECOMMENDATIONS. MAXIMUM SPACING SHALL BE 6'-0" ON CENTER FOR

LATERALLY LOADED WALLS AND 4'-0" ON CENTER FOR AXIALLY LOADED WALLS.

6. PROVIDE WEB STIFFENERS AT HORIZONTAL AND VERTICAL REACTION POINTS.

7. PROVIDE ALL HORIZONTAL AND VERTICAL ATTACHMENT MECHANISMS WHERE REQUIRED.

8. PROVIDE JACK STUDS OR CRIPPLES BELOW WINDOW SILLS, AND ABOVE WINDOW AND DOOR HEADS.

THESE SHALL BE SECURELY ATTACHED TO SUPPORTING MEMBERS.

9. ALL WELDING SHALL BE PERFORMED BY AWS D1.3 CERTIFIED WELDERS IN ACCORDANCE WITH THE PROVISIONS OF THE LATEST EDITION OF AWS D1.3, "SPECIFICATIONS FOR WELDING SHEET STEEL IN

STRUCTURES."

10. TEMPORARY BRACING SHALL BE PROVIDED AND REMAIN IN PLACE UNTIL THE STRUCTURE IS

COMPLETELY STABILIZED. PRIOR TO ATTACHMENT OF WALL SHEATHING, PROVIDE TEMPORARY

BRACING TO RESIST BUCKLING OF STUDS, TEMPORARY X-BRACING TO RESIST LATERAL WIND AND

SEISMIC LOADS AND ANY OTHER TEMPORARY BRACING DEEMED NECESSARY DURING

CONSTRUCTION. TEMPORARY BRACING IS THE RESPONSIBILITY OF THE COLD-FORMED METAL

INSTALLER.

11. ALL FIELD CUTTING OF STUDS MUST BE DONE BY SAWING OR SHEARING. TORCH CUTTING OF COLD-

FORMED MEMBERS IS UNACCEPTABLE.

12. STUDS SHALL NOT DEVIATE FROM PLUMB, LEVEL AND TRUE TO LINE OF 1/8" IN 10'-0" OR IN

ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

13. MAXIMUM DEFLECTIONS FOR STUDS BACKING UP EXTERIOR BUILDING SKIN MATERIALS SHALL BE

LIMITED TO THE FOLLOWING:

BRICK / STONE L/600

EIFS / STUCCO L/360

METAL PANELS / WOOD SIDING L/240

14. MINIMUM EXTERIOR WALL STUD SIZE & SPACING: 600S200-54 (50ksi) @ 16" OC

COLD-FORMED METAL FRAMING NOTES

816 561 4443

Kansas City, MO 64108

2380 McGee Street, Suite 200

Ellerbe Becket, Inc.

Ellerbe Becket Architects and Engineers, Inc.

Ellerbe Becket Architects and Engineers

ARCHITECT/ENGINEERS/COST ESTIMATORS:CONSULTANTS: Drawing Title:

Approved: Project Director

Project Title:

Location

Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of0 o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c e f o o t th re e e ig h ts i n c e f o o t o n e h a lf i n c e f o o t th re e q u a rt e rs i n c e f o o t o n e i n c e f o o t o n e o n e h a lf i n c h e s e f o o t th re e i n c h e e f o o t

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STRUCTURAL

One Ward Parkway Suite 200 Kansas City, MO 64112

FIRE PROTECTION

FP&C CONSULTANTS, INC

A

B

C

D

E

F t: 816.931.3377 f: 816.931.3378

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

MECH/ELEC/PLUMBING

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

CERTIFICATION/SEAL.

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STRUCTURAL GENERAL NOTES, ABBREVIATIONS &

INDEX

1-SS001

Jan. 7, 2014 J.H.G.C.

RELOCATE SURGICAL OPERATING

ROOMS, IOWA CITY IA

636-403

IOWA CITY, IOWA 52246

STRUCTURAL SHEET INDEX

1-SS001 - STRUCTURAL GENERAL NOTES, ABBREVIATIONS & INDEX

1-SS002 - STANDARD STRUCTURAL DETAILS

1-SS003 - STANDARD STRUCTURAL DETAILS

1-SS104 - PARTIAL FOURTH FLOOR & ROOF FRAMING PLAN

1-SS105 - PARTIAL ROOF FRAMING PLAN

1-SS701 - FRAMING SECTIONS AND DETAILS

1-SS801 - COLUMN SCHEDULE AND DETAILS

1-SS901 - PART PLANS, EQUIPMENT SUPPORT DETAILS

Revisions: Date

1 RECORD DRAWINGS 9/12/18

BEAM SIZE

MIN DESIGN SHEAR (V)

KIPS (SERVICE LOADS)

DOUBLE ANGLE REQUIRED AT BEAM

TO COLUMN CONNECTION

MIN ROWS OF

3/4" DIA BOLTS

NOTE:

1. MINIMUM CONNECTIONS SHOWN IN TABLES SHALL BE USED FOR DESIGN UNLESS END REACTIONS, SHOWN ON DRAWINGS, EXCEED MINIMUM DESIGN SHEAR. WHERE END REACTIONS ARE NOT SHOWN ON PLAN, USE MINIMUM DESIGN SHEARS LISTED ABOVE.

2. PROPORTION ALL CONNECTION ELEMENTS, INCLUDING BUT NOT LIMITED TO BOLTS, WELDS, PLATES, ANGLES, BEAM WEBS AND COPES FOR MAXIMUM EFFECT OF THE DESIGN FORCES AND THEIR ECCENTRICITIES (e). SUPPORT HAS NOT BEEN DESIGNED FOR MOMENT DUE

TO CONNECTION ECCENTRICITY.

3. BOLT SIZE AND GRADE SHALL BE SELECTED FROM THE FOLLOWING: 3/4" DIA A325.

4. ALL BOLTED CONNECTIONS IN BRACE FRAMES SHALL BE SLIP CRITICAL USING TYPE "SC".

5. FABRICATOR'S OPTION TO USE DOUBLE ANGLE'S AT BEAM TO BEAM CONNECTION.

6. FABRICATOR IS REQUIRED TO DESIGN ALL SKEWED BEAM CONNECTIONS. SEE PLANS FOR REACTIONS (V).

NUMBER OF BOLTS/WELDS IS

PER CONTRACTOR'S DESIGN.

THE QUANTITIES SHOWN ARE

A GRAPHIC REPRESENTATION

ONLY AND ARE NOT VALID

FOR BIDDING OR

CONSTRUCTION.

SHOP WELD PER AISC AT

FABRICATOR'S OPTION

A

DOUBLE ANGLE SHEAR CONNECTION

5/16

MIN

DOUBLE ANGLE CONNECTION (5/16" MIN)

V = TABULATED VALUES FOR BEAM SIZE OR

V SHOWN ON PLAN

STEEL COLUMN, BEAM OR OTHER

STEEL SUPPORT

V HIGH STRENGTH BOLTS UNO

1116W27

1297W30

3 33W14

3 23W12

W16

W36 & W33 7 129

4W21

W24

2W8

W10

W18

(T Y

P

XXW40

XXW44

(e)

DECK PROPERTIES *

DECK ATTACHMENT SCHEDULE

12"

3" - 18 GA GALV STEEL FLOOR DECK

I IN4

3INS

THICK INCHES

1.25 MIN

0.79 MIN

0.0474 MIN

*PER ONE FOOT WIDE SECTION

END

SUPPORTS

INTERMEDIATE

SUPPORTS

SIDE

SUPPORTS

SIDE

JOINTS

WELD @

12"oc

NOTES:

1. ALL WELDS CALLED OUT AS 5/8" DIA PLUG WELDS ARE TO BE 1/2" DIA EFFECTIVE.

2. 3/4" DIA SHEAR CONNECTORS CAN BE SUBSTITUTED FOR 5/8" DIA PLUG WELDS.

3. SEE 3/S002 FOR STUD PLACEMENT.

4. AT BUTTED DECK, WELD BOTH SIDES OF DECK TO SUPPORTING MEMBER.

#10 SCREWS OR

BUTTON PUNCHES

@24"oc

WELD @

12"oc

WELD @

36"oc

DECKING CRIMP (TYP)

BEAM C

CENTER OF BEAM SPAN BEAM END (NOTE 6)

NOTE:

1. 3 STUDS AS SHOWN ARE MAX NUMBER

ALLOWABLE PER DECK RIB.

2. USE ONLY ONE STUD PER RIB UNIT

NUMBER OR STUDS EXCEEDS DECK

RIBS AVAILABLE.

3. WHEN DOUBLING OR TRIPLING OF STUDS

IN DECK RIBS BECOMES NECESSARY,

BEGIN FROM EACH END OF THE BEAM &

PROCEED TOWARDS THE CENTER OF

THE BEAM SPAN.

4. STUDS 3/4" DIA (UNO).

5. PLACE EQUAL NUMBERS OF STUDS

UNIFORMILY SPACED EACH SIDE OF THE

CENTER OF THE BEAM SPAN (UNO).

6. FOR SINGLE OR DOBLE STUDS, PLACE

THE STUDS ON THE SIDE OF THE DECK

CRIMP CLOSEST TO THE BEAM END.

7. MAXIMUM STUD SPACING = 36" (PLUG

WELDS REQUIRED WHEN STUD SPACING

EXCEEDS 12").

S

IN

G L E

D O

U B

L E

T R

IP

L E

DECK PERPENDICULAR TO BEAM

BEAM OR

GIRDER C

THIS

DECK PARALLEL TO BEAM OR GIRDER

"o c

RIB

OPNG

3"oc

4 1/2"oc MIN

R

IB

O P

N G

4 1/2"oc MIN

"o c

L

OR THIS

L

10'-0" MAX OPENINGS

BARS PARALLEL TO DECK

SHALL BE PLACED IN BOT

OF DECK FLUTE ADJACENT

TO OPENING

3 x LARGEST HOLE SIZE OR ADD REINF

(HOLES LESS THAN 6" DO NOT REQUIRE ADDL REINF)

AT ALL OPNGS:

2-#4 SIDES, BOT, PLACED 1" CLR ABOVE DECK

1-#4 DIAG @ CORNERS, PLACED ABOVE SIDE BARS

BEAM (TYP)

W10x12

W10x12

W10x12W x

W x

W x

S P

A N

D E

C K

NOTE:

1. BLOCK OUT

OPENING BEFORE

PLACING CONCRETE.

REMOVE BLOCKOUT &

CUT DECK AT

UNFRAMED OPENINGS

AFTER CONCRETE

HAS CURED.

2. CONTRACTOR

SHALL COORDINATE

SIZE & LOCATION WITH

MECH & ELEC

CONTRACTORS &

ARCH DWGS.

2'-0"

(TYP)

(T Y

P

(T Y

P

L

T O

C L R

T

Y P

AS SHOWN BELOW)

6" TO 2'-0" (IF GREATER

THAN 2'-0" ADD BMS

L

L

T O

L

10'-0"

2'-1" TO

10'-0"

2'-1"

TO

BMS REQD

1'-6" MAX FOR

NO ADDED

/4

C

L R

T

D

PROVIDE HIGH

CHAIRS (CRSI

TYPE HCM) AT 48"

oc MAX EW

SLAB REINF PER PLAN

PLACED OVER

SUPPORT BAR

/4

M

IN

/4

M

A X

C L R

C O

V E

R T

O S

L A

B M

E S

H R

E

IN

F

SEE PLAN FOR

LOCATIONS OF ADDL

REINF AT BOT OF DECK

FLUTES, PROVIDE

SUPPORT CHAIRS @

48" oc MAX

METAL DECK

NOTE:

SEE PLANS & GENERAL NOTES FOR COMPOSITE METAL DECK

TYPE, GAGE, DEPTH, CONC COVER THICKNESS "D", TOTAL

THICKNESS "T" AND SLAB REINF SIZE

#4 CONT SUPPORT BAR 4'-0" MAX TYP

MIN SPACING

M

IN

t

CONDUITS ENTERING

SLAB, SEE ELECTRICAL

MINIMUM SPACING

OF CONDUITS:

1. 3x CONDUIT DIA (3/4"MIN)

2. ONE CONDUIT PER DECK RIB

MAX CONDUIT DIA:

1/3xt

ONLY ONE CONDUIT MAY BE

PLACED WITHIN A DECK RIB

WITHIN DISTANCE SPECIFIED

ACHIEVE MIN SPACING

3/4" MIN

BAY

B A

Y

GRID GRID

GRID

GRID

SEE NOTE: 2

DECK SPAN

GIRDER

B E

A M

CONSTRUCTION

JOINT BULKHEAD

M

IN

T O

M A

X (A

L L O

W

/2

B e ff

NOTES:

1. JOINT LOCATIONS AS INDICATED ARE INTENDED TO ENSURE THAT CAMBER IS REMOVED PRIOR TO COMPOSITE ACTION OF CONCRETE AND STEEL. ALTERNATE LOCATIONS SHALL REVIEWED BY PROFESSIONAL.

2. JOINT PARALLEL TO BEAMS SHALL BE LOCATED BETWEEN BEAM ALONG GRID AND FIRST ADJACENT BEAM.

3. EXTEND WELDED WIRE FABRIC THROUGH CONSTRUCTION JOINTS.

4. CONSTRUCTION JOINTS ARE NOT ALLOWED IN BAYS THAT ARE ADJACENT TO EXTERIOR SLAB EDGES.

GIRDER

B E

A M

B E

A M

B E

A M

EQ EQ

SEE NOTE 2

SEE NOTE 2 SEE NOTE 2

TRIM TOP LEG OF ANGLE

@ BEAM FLANGE

PIPE SHAFT, SEE MECH DWGS

FOR SIZE AND LOCATION

L3x3x1/4 (TYP) L3x3x1/4 (TYP)

L3x3x1/4 DECK SUPPORT

BEAM TOP FLANGE

L3x3x1/4 (TYP)

SPAN

DECK

SPAN

DECKDECK

SPAN

SPAN

DECK

"A" SEE NOTE 1

SPAN

DECK

DECK

SPAN

"A" SEE NOTE 1

S P

A N

D E

C K

D E

C K

S P

A N

NOTE:

1. DECK SUPPORT ANGLE ON BEAM NOT REQUIRED

WHEN DISTANCE "A" DOES NOT EXCEED 5" (TYP).

2. PROVIDE 20 GAGE (MIN) SHEET METAL CLOSURES

WHERE REQUIRED TO CLOSE ALL VOIDS WITHIN

COLUMN FLANGES.

A

PLAN DETAIL

B C

PLAN DETAIL PLAN DETAIL

BEAM TOP FLANGE

SPAN

DECK

SPAN

DECK

1/4 2@6

1/4 2@6

TYP

1/4 2

TYP

1/4 2

TYP

1/4

TYP

#4@12"oc

HIGH CHAIRS OF TYPE INDICATED BY

DETAIL

5/S003 UNDER EACH SIDE OF SPLICE BAR

NOTE:

1. DECK SPANS EITHER DIRECTION IN DETAILS SHOWN.

2. SUBMIT LOCATIONS OF ALL CONST JOINTS TO PROFESSIONAL FOR

REVIEW & ACCEPTANCE PRIOR TO FORMING.

3. ALL REINF SHALL BE CONTINUOUS THRU CONST JOINT.

4. SEE PLAN FOR METAL DECK, CONC THICKNESS "D" AND SLAB REINF.

#4 CONT SUPPORT BAR

METAL DECK

SLAB REINF PER PLAN

PLACED OVER SUPPORT BAR

CONSTRUCTION JOINT

M E

S H

R E

IN

F

/4

M

IN

/4

M

A X

C L R

C O

V E

R T

O S

L A

B

1' - 6" 1' - 6"

T

D

1" RADIUS

TYP @ ALL

CORNERS

PROPOSED

OPNG

NOTE:

DRILL/CORE CORNERS THEN CUT SIDES. DO NOT OVERCUT.

LOCATE REINFORCEMENT AND POSITION OPENING SO THAT

THE MINIMUM AMOUNT OF REINFORCEMENT WILL BE CUT.

816 561 4443

Kansas City, MO 64108

2380 McGee Street, Suite 200

Ellerbe Becket, Inc.

Ellerbe Becket Architects and Engineers, Inc.

Ellerbe Becket Architects and Engineers

ARCHITECT/ENGINEERS/COST ESTIMATORS:CONSULTANTS: Drawing Title:

Approved: Project Director

Project Title:

Location

Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of0 o n e e ig h th i n c e f o o t o n e q u a rt e r in c e f o o t th re e e ig h ts i n c e f o o t o n e h a lf i n c e f o o t th re e q u a rt e rs i n c e f o o t o n e i n e f o o t o n e o n e h a lf i n c h e e f o o t th re e i n c h e e f o o t

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STRUCTURAL

One Ward Parkway Suite 200 Kansas City, MO 64112

FIRE PROTECTION

FP&C CONSULTANTS, INC

A

B

C

D

E

F t: 816.931.3377 f: 816.931.3378

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

MECH/ELEC/PLUMBING

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

CERTIFICATION/SEAL.

/1

/2

:3 :0

P

M C

U s e rs

\d e s m id td

\ D e s k to p \v a \S

\4

.0

V

A

IO

W A

C

IT

Y C

E M

T R

A L s tr u c tu ra l _

R

D .r v t

STANDARD STRUCTURAL DETAILS

1-SS002

Jan. 7, 2014 J.H.G.C.

RELOCATE SURGICAL OPERATING

ROOMS, IOWA CITY IA

636-403

IOWA CITY, IOWA 52246

3/4" = 1'-0"

1 TYPICAL BEAM CONNECTION (UNO)

3/4" = 1'-0"

TYPICAL PROFILE COMPOSITE STEEL FLOOR

DECK

1" = 1'-0"

3 COMPOSITE DECK STUD PLACEMENT

3/4" = 1'-0"

4 TYPICAL COMPOSITE DECK OPENING DETAIL

3/4" = 1'-0"

TYPICAL COMPOSITE DECK REINFORCING

SUPPORT DETAIL

3/4" = 1'-0"

ELECTRICAL CONDUIT WITHIN COMPOSITE

SLAB

1/2" = 1'-0"

ELEVATED COMPOSITE SLAB CONSTR JOINT

PLAN

3/4" = 1'-0"

TYPICAL COMPOSITE DECK SUPPORT

DETAIL @ STL COLUMNS

3/4" = 1'-0"

TYPICAL COMPOSITE DECK CONSTRUCTION

JOINT DETAIL

3/4" = 1'-0"

NEW SAWCUT OPENING IN EXISTING

ELEVATED CONC SLAB

TYPICAL BEAM TO COLUMN CONNECTION

TYPICAL CANTILEVER BEAM DETAIL

TYPICAL MOMENT CONNECTIONS

BEAM TO COLUMN FLANGE

C

A

BEAM TO BEAM

B

BEAM TO COLUMN WEB

SELF-TAPPING

BOLT

C COLL

STIFF PL 1/2 EA

SIDE OF BM

CAP PL 3/4 W/

(2) 3/4" DIA BOLTS

ON EA SIDE

TYPICAL SHEAR

PLATE CONNECTION

PER 3/S004.

WEB

TYPICAL SHEAR PLATE

CONNECTION.

MOMENT DUE TO

ECCENTRICITY MUST BE

RESISTED BY BOLTS AND

NOT TRANSFERRED TO

COLUMN.

STIFF PL, THICKNESS

TO MATCH BEAM

FLANGE - TYP

TYPICAL SHEAR

PLATE

CONNECTION

PER 3/S004

TYP

TO COL FLANGE

TO COL

FULL PENETRATION WELD

T&B FLANGE (TYP)

TYP

TYP

FOR CLARITY-TYP

BEAM OMITTED

TYP

(TYP)

BACKER PL

TYP

3 SIDES

COPE AND WELD

ACCESS HOLE PER

AISC - TYP

STIFFENER PL PER

SECTION C

STIFF PL T&B - TYP

(STIFFENERS TO

MATCH BEAM FLANGE

THICKNESS)

SLOPE STIFF PL WHERE BM

DEPTH VARIES < 6". PROVIDE

STIFF PL IN COL @ EA BM

BOTTOM FLANGE WHEN BM

DEPTH VARIES > 6".

TYPICAL COMPOSITE SLAB AT

COLUMN DETAIL

TYPICAL COMPOSITE FLOOR

EDGE DETAIL

TYP @ EA STL COL

4#3x4'-0" TOP BARS

NOTE:

EXT COL SIM.

4"

TYP

1#4 CONT

1/4" BENT PL W/

1/2" Ø x 6" LG

HEADED STUDS

@ 24" OC, UNO

SEE PLAN

2'-6"

C L R #4@12"

TYPICAL HSS BEAM TO COLUMN

MOMENT CONNECTION

TYP

ERECTION SEAT; MIN SHOP WELD

REMOVE AFTER ERECTION IF

NECESSARY

COLUMN

WEB

TYPICAL COLUMN BASE DETAIL AT TRANSFER

GIRDER COLUMN WEB PARALLEL TO BEAM WEB

TYP

4-3/4"DIA A-325F BOLTS

COLUMN ABOVE

AS COL FLANGE

OF BM, THICK SAME

4-STIFF PL EA SIDE

3/4" MIN BASE PL

TYPICAL FILL FOR EXIST OPENING

EMB. (MIN 2 BOLTS @ EA ANGLE)

BOLTS @ 1'-0" MAX. 3" MIN

L4x4x1/4 W/ 3/8" DIA EXP

EXIST SLAB

(TYP)

4'-0" SQ CONTACT ARCH OR ENG.

2. IF EXIST OPNGS ARE LARGER THAN

MECH DWGS.

1. COORD OPNG LOC W/ ARCH AND

NOTES:

4'-0" SQ MAX

EXIST OPNG

STIFF PL, THICKNESS

TO MATCH BEAM

FLANGE - TYP

TYPICAL EQUIPMENT PAD DETAIL

MIN *

6"

WHICHEVER IS LARGER

* PROVIDE 6" OR EQUIP MANUF REQ'D MIN,

L

FACE OF EQUIP

BOLT AND

C OF ANCHOR

C L

R#3@12 EW

T O

S U

IT

E

Q U

IP

P R

O V

ID

E

D

M

IN

NOTES:

GENERAL CONTRACTOR TO COORDINATE SIZE AND

LOCATION OF PADS WITH EQUIPMENT PROVIDED.

#3@12

3/4"

CHAMFER

FRAMED SLAB OR

SLAB ON GRADE

(FOR NON-VIBRATORY EQUIP, AIR HANDLING UNITS, BOILERS,

ELECTRICAL SWITCHGEAR, ETC. WEIGHING LESS THAN 5000 POUNDS.)

TYPICAL COMPOSITE STEEL DECK

PARALLEL TO BEAM AT GIRDERS

1" MIN

FOR PLACEMENT OF STUDS

OMIT DECKING AS REQ'D

GIRDER

C L

#4@12 x 5'-0" LG

NOTE: PROVIDE SUPPORT CHAIRS TO POSITION #4 TOP BARS.

816 561 4443

Kansas City, MO 64108

2380 McGee Street, Suite 200

Ellerbe Becket, Inc.

Ellerbe Becket Architects and Engineers, Inc.

Ellerbe Becket Architects and Engineers

ARCHITECT/ENGINEERS/COST ESTIMATORS:CONSULTANTS: Drawing Title:

Approved: Project Director

Project Title:

Location

Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of0 o n e e ig h th i n c e f o o t o n e q u a rt e r in c e f o o t th re e e ig h ts i n c e f o o t o n e h a lf i n c e f o o t th re e q u a rt e rs i n c e f o o t o n e i n e f o o t o n e o n e h a lf i n c h e e f o o t th re e i n c h e e f o o t

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STRUCTURAL

One Ward Parkway Suite 200 Kansas City, MO 64112

FIRE PROTECTION

FP&C CONSULTANTS, INC

A

B

C

D

E

F t: 816.931.3377 f: 816.931.3378

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

MECH/ELEC/PLUMBING

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

CERTIFICATION/SEAL.

/1

/2

:3 :0

P

M C

U s e rs

\d e s m id td

\ D e s k to p \v a \S

\4

.0

V

A

IO

W A

C

IT

Y C

E M

T R

A L s tr u c tu ra l _

R

D .r v t

STANDARD STRUCTURAL DETAILS

1-SS003

Jan. 7, 2014 J.H.G.C.

RELOCATE SURGICAL OPERATING

ROOMS, IOWA CITY IA

636-403

IOWA CITY, IOWA 52246

F

E

ED.1

D

D

C

C

B

B

A1

A1

A

A

14'

14'

7'7'

6'

5'

4'

3'

E.1

EXIST B43EXIST B42EXIST B41

E X

IS

T

B

E X

IS

T

B

E X

IS

T

B

E X

IS

T

B

E X

IS

T

B

E X

IS

T

B

E X

IS

T

B

E X

IS

T

B

E X

IS

T

B

E X

IS

T

B

E X

IS

T

B

E X

IS

T

B

EXIST B42 EXIST B43

EXIST B42 EXIST B43

EXIST B41 EXIST B42 EXIST B43

EXIST B41 EXIST B42 EXIST B43

EXIST SB1 EXIST SB4

EXIST SB5

W24X68 (60)

W18X40 (30) c=3/4"

W18X40 (30) c=3/4"

W18X40 (30) c=3/4"

W18X40 (30) c=3/4"

W18X40 (30) c=3/4"

W18X40 (30) c=3/4"

31' - 3" 31' - 3"

W18X35 (30) c=3/4"

W18X35 (30) c=3/4"

EXISTING BUILDING

E X

IS

T

B

E X

IS

T

B

E X

IS

T

B

E X

IS

T

B

EXIST B41

EXISTING 1949 BUILDING

1-SS701

1-SS701

NEW MECH OPNG

IN EXIST FLOOR -

SEE ARCH & MEP DWGS FOR

LOCATION AND SIZE.

SEE 11/1-SS002

MECH OPNGS - COORD SIZE AND

LOC W/ MECH DWGS. REFER TO

TYP DETAIL 4/1-SS002 FOR

OPENING FRAMING, TYP

W18X35 (30)

T Y

P

W12X19 (4)

TYP.

EXIST OPNG TO

BE FILLED IN

W/ CONC.

ALIGN NEW SLAB EDGE TO EXIST

/2

6.1'

/2

E X

IS

T

B

E X

IS

T

B

E X

IS

T

B

E X

IS

T

B

EXIST B44

EXIST B44

EXIST B44

EXIST B44

EXIST B44

W18X35 (30) c=3/4"

EXIST B41

E X

IS

T

S B

E X

IS

T

S B

E X

IS

T

S B

T/SLAB EL

750'-3 1/2"

T/EX SLAB EL

750'-3 1/2"

T/EX SLAB EL

750'-3 1/2"

T/EX SLAB EL

750'-3 1/2"

S T

L F

L D

E C

K

1-SS701

1-SS701

TYP

1-SS701

TYP

1-SS701

TYP

FV

7" ±

1-SS701

SIM

1-SS701

TYP

5' - 2" 6' - 0"

2' - 8 1/2"

6' - 0"

2' - 8 1/2"

6' - 0"

NEW

STAIR

OPNG

FIELD VERIFY THE LOCATION

OF THE EXIST CONC BEAMS &

KNOCK-OUT SLAB ASSEMBLY

PRIOR TO DEMO. REMOVE

EXISITNG KNOCK-OUT SLAB.

DO NOT DAMAGE EXISTING

STRUCTURE DURING DEMO

NEW

STAIR

OPNG

F V

FIELD VERIFY THE LOCATION OF THE EXIST

CONC BEAMS & KNOCK-OUT SLAB ASSEMBLY

PRIOR TO DEMO. REMOVE EXISITNG KNOCK-

OUT SLAB. DO NOT DAMAGE EXISTING

STRUCTURE DURING DEMO

W18X35 (30)

NOTES:

1. T/SLAB EL = AS NOTED ON PLAN.

2. T/STL EL = -0'-8" FROM T/SLAB EL, UNO.

3. ELEVATIONS NOTED THUS ARE FROM REF EL.

4. ALL STEEL BEAMS SHALL BE SPACED EVENLY BETWEEN COLUMN

GRIDLINE, UNO.

5. SEE 1-SS001 SHEET FOR GENERAL NOTES.

6. SEE 1-SS002 AND 1-SS003 SHEETS FOR TYPICAL STEEL FRAMING DETAILS.

7. SEE 1-SS801 SHEET FOR COLUMN SCHEDULE AND TYPICAL DETAILS.

8. COORD ALL SLAB OPNGS, SLEEVES, DEPRESSIONS, CURBS, EMBEDS,

INSERTS, STAIRS, ETC WITH ARCH AND MEP.

9. SEE ARCHITECTURAL DRAWINGS FOR PLAN DIMENSIONS NOT SHOWN

HEREIN.

X'-X"

N

816 561 4443

Kansas City, MO 64108

2380 McGee Street, Suite 200

Ellerbe Becket, Inc.

Ellerbe Becket Architects and Engineers, Inc.

Ellerbe Becket Architects and Engineers

ARCHITECT/ENGINEERS/COST ESTIMATORS:CONSULTANTS: Drawing Title:

Approved: Project Director

Project Title:

Location

Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of0 o n e e ig h th i n c e f o o t o n e q u a rt e r in c e f o o t th re e e ig h ts i n c e f o o t o n e h a lf i n c e f o o t th re e q u a rt e rs i n c e f o o t o n e i n e f o o t o n e o n e h a lf i n c h e e f o o t th re e i n c h e e f o o t

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STRUCTURAL

One Ward Parkway Suite 200 Kansas City, MO 64112

FIRE PROTECTION

FP&C CONSULTANTS, INC

A

B

C

D

E

F t: 816.931.3377 f: 816.931.3378

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

MECH/ELEC/PLUMBING

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

PROJECT

NORTH

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

TRUE

NORTH

CERTIFICATION/SEAL.

/1

/2

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U s e rs

\d e s m id td

\ D e s k to p \v a \S

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.0

V

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W A

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IT

Y C

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T R

A L s tr u c tu ra l _

R

D .r v t

PARTIAL FOURTH FLOOR & ROOF FRAMING PLAN

1-SS104

Jan. 7, 2014 J.H.G.C.

RELOCATE SURGICAL OPERATING

ROOMS, IOWA CITY IA

636-403

IOWA CITY, IOWA 52246

1/8" = 1'-0"

1 PARTIAL FOURTH FLOOR FRAMING PLAN

E

ED.1

D

D

C

C

B

B

A

A

14'

14'

7'7'

6'

5'

4'

3'

2alt

1'

E.1

31' - 3"31' - 3"

31' - 3"31' - 3"

27' - 1"

W30X116 (30)W30X116 (30)W30X116 (30)W30X116 (30)HSS20X8X5/8 (26)

W24X68 (30)

W24X68 (30)

W24X68 (30)

W24X94 (40)

W18X35 (30) c=1"

W18X40 (48) c=3/4"

W18X40 (48) c=3/4"

W24X94 (40)

W24X94 (40)

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1" W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X40 (30) c=1"

W18X40 (48) c=3/4"

W18X40 (48) c=3/4"

W18X40 (48) c=3/4"

W18X40 (48) c=3/4"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (30) c=1"

W18X35 (26)

W18X35 (26)

W18X35 (26)

W18X35 (26)

W18X35 (26)

W18X35 (26)

W18X35 (26)

W12X19 (10)

W12X19 (10)

W12X19 (10)

W12X19 (10)

W12X19 (10)

W12X19 (10)

W12X19 (10)

W12X19 (10)

W18X35 (30) c=3/4" W18X35 (30) c=3/4"

W21X50 (58) W21X50 (58)

W24X55 (36) W24X55 (30)

B.1 C.1

2.1

EXISTING BUILDING

W X

W X

W X

EXISTING 1949 BUILDING

EXISTING

BUILDING

1-SS701

(1

(1

(1

W16X36 (10)

W21X44 (26)

(10)

(1

(10)

(10)

(10)

W18X35 (26)

W18X35 (26)

W18X35 (26)

W18X35 (26)

W18X35 (26)

W18X35 (26)

W18X35 (26)

W18X35 (26)

MECH OPNGS -

COORD SIZE AND LOC

W/ MECH DWGS.

REFER TO TYP DETAIL

4/1-SS002 FOR

OPENING FRAMING,

TYP

MECH OPNGS - COORD SIZE

AND LOC W/ MECH DWGS.

REFER TO TYP DETAIL 4/1-SS002

FOR OPENING FRAMING, TYP

U N

O

S L A

B E

D G

E

/2

(T Y

P

1' - 0 1/2"

W16X36 (10)

9' - 9 1/2"

1-SS701

2" EJ 9" FV

8' - 11"

1-SS701

6.1'

/2

(1

COL ABOVE

W X

W X

W X

11" 3' - 3" 10"

/2

6 1/2"

T/ EXIST SLAB

EL- 773'-3"

T/ EXIST ROOF

SLAB

EL 761'-9"

T/SLAB

EL 766'-3 1/2"

T/ EXIST ROOF

SLAB

EL. 763'-3 1/2"

T/ EXIST SLAB

EL 761'-9"

T/ EXIST SLAB

EL 761'-9"

1-SS701

TYP

1-SS701

1-SS701

1' - 2 1/4" 18' - 9 3/4" 6"

W12X19 (10)

1-SS701

S T

L F

L D

E C

K

/2

E J

F V

/2

W12X19 (10)

W12X19 (6)

MECH OPNGS - COORD SIZE

AND LOC W/ MECH DWGS.

REFER TO TYP DETAIL 4/1-SS002

FOR OPENING FRAMING, TYP

1-SS701

SIM

6 1/2"

1-SS701

SIM

/2

6 1/2"

MECH OPNGS - COORD SIZE AND

LOC W/ MECH DWGS. REFER TO

TYP DETAIL 4/1-SS002 FOR

OPENING FRAMING, TYP

MECH OPNGS - COORD SIZE

AND LOC W/ MECH DWGS.

REFER TO TYP DETAIL 4/1-SS002

FOR OPENING FRAMING, TYP

1-SS901

OR BOOM, TYP - BY CONTRACTOR. GC INSTALL PER VENDOR

DWGS. GC COORDINATE THE LOCATIONS WITH ARCH DWGS,

1-AS712 AND 1-AS713.

W18X35 (26)

MICROSCOPE BOOM

C X

.7

B

E L O

W

C X

.7

B

E L O

W

11' - 10" ± 7' - 10 3/4" ±

W X

W X

W X

W X

W X

W X

(2) W8x15 @ EA BOOM

SUPPORT (TYP)

1-SS901

1-SS901

(2) W8X15

@ EA BOOM

(TYP)

1-SS901

1-SS901

TYP

COORD W/ EQUIPMENT

VENDOR DWGS

1-SS901

TYP

(2) W8x15 @ EA

BOOM SUPPORT

(TYP)

T E

M P

IN

F

IL

L

W12X40 (TEMP)

TEMP INFILL OPENING W/ TYP

METAL DECK. SUPPORT AT

PERIMETER W/ L3X3X3/8xCONT

W12X19 (6)

W12X19 (6)

W X

W X

W X

) W12X19 (6)

W X

W12X19 (6)

MECH OPNGS -

COORD SIZE AND

LOC W/ MECH

EQUIP SUPPLIER,

TYP.

UNO

SLAB EDGE

6 1/2" (TYP),

1-SS701

TYP

1-SS701

TYP

1-SS701

TYP

1-SS701

TYP

1-SS701

TYP

1-SS701

TYP

AHU

wt = 35 kips

2" EJ

4' - 10 3/4" FV

/2

6 1/2"

NOTES:

1. T/SLAB EL = AS NOTED ON PLAN.

2. T/STL EL = -0'-8" FROM T/SLAB EL, UNO.

3. ELEVATIONS NOTED THUS ARE FROM REF EL.

4. ALL STEEL BEAMS SHALL BE SPACED EVENLY BETWEEN COLUMN

GRIDLINE, UNO.

5. SEE 1-SS001 SHEET FOR GENERAL NOTES.

6. SEE 1-SS002 AND 1-SS003 SHEETS FOR TYPICAL STEEL FRAMING DETAILS.

7. SEE 1-SS801 SHEET FOR COLUMN SCHEDULE AND TYPICAL DETAILS.

8. COORD ALL SLAB OPNGS, SLEEVES, DEPRESSIONS, CURBS, EMBEDS,

INSERTS, STAIRS, ETC WITH ARCH AND MEP.

9. INDICATES MOMENT CONN, SEE TYP DETAILS ON SHEET SS003.

10. SEE ARCHITECTURAL DRAWINGS FOR PLAN DIMENSIONS NOT SHOWN

HEREIN

11. ALTERNATE #1: OMIT BOOM SUPPORT FRAMING, INCLUDING DETAIL 4/1-

SS901, BETWEEN GRID LINES D & E.

X'-X"

N

816 561 4443

Kansas City, MO 64108

2380 McGee Street, Suite 200

Ellerbe Becket, Inc.

Ellerbe Becket Architects and Engineers, Inc.

Ellerbe Becket Architects and Engineers

ARCHITECT/ENGINEERS/COST ESTIMATORS:CONSULTANTS: Drawing Title:

Approved: Project Director

Project Title:

Location

Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of0 o n e e ig h th i n c e f o o t o n e q u a rt e r in c e f o o t th re e e ig h ts i n c e f o o t o n e h a lf i n c e f o o t th re e q u a rt e rs i n c e f o o t o n e i n e f o o t o n e o n e h a lf i n c h e e f o o t th re e i n c h e e f o o t

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STRUCTURAL

One Ward Parkway Suite 200 Kansas City, MO 64112

FIRE PROTECTION

FP&C CONSULTANTS, INC

A

B

C

D

E

F t: 816.931.3377 f: 816.931.3378

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

MECH/ELEC/PLUMBING

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

PROJECT

NORTH

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

TRUE

NORTH

CERTIFICATION/SEAL.

/1

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\d e s m id td

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D .r v t

PARTIAL ROOF FRAMING PLAN

1-SS105

Jan. 7, 2014 J.H.G.C.

RELOCATE SURGICAL OPERATING

ROOMS, IOWA CITY IA

636-403

IOWA CITY, IOWA 52246

1/8" = 1'-0"

1 PARTIAL ROOF FRAMING PLAN

4'

EXIST BEAM

FV

1' - 0 1/2"

T/FOURTH FL

EL SEE PLAN

SLAB SEE PLAN

EXIST SLAB

SEE PLAN

BEAM

2@123/16

PLAN

SEE

EXIST C-F STEEL STUD &

EXTERIOR SHEATHING

TO REMAIN. SEE ARCH

FOR FLASHING DTL

SEE 1-SS003 FOR

STANDARD DETAILS

STL BEAM,

SEE PLAN

1/2" GAP

D

T/ ROOF

EL SEE PLAN

#4@24" OC

SLAB SEE PLAN

T/ EXIST ROOF

EL SEE PLAN

EXIST SLAB

STEEL BEAM

PER PLAN

2@123/16

SLAB SEE PLAN

PLAN

SEE

C-F STEEL STUD SHALL

BE DESIGNED BY C-F

STUD SUPPLIER

(SEE 1-SS001 FOR DESIGN

STANDARDS)

CONN OF C-F STEEL

STUD TO STRUCTURE

SHALL BE DESIGNED

BY C-F STUD

SUPPLIER, TYP

SEE 1-SS003 FOR

STANDARD DETAILS

BEAM

L4x4x1/4x1'-2" LG W/ (2)

3/4" DIA EXPANSION

BLOTS W/ 4" EMBED

L4x4x1/4@4'-0" OC MAX

6"

GAP

SEE PLAN

5/16" THICK PL

T/LEVEL

EL SEE PLAN

2@123/16

STEEL BEAM, SEE

PLAN

CONN OF C-F STEEL

STUD TO STRUCTURE

SHALL BE DESIGNED

BY C-F STUD

SUPPLIER, TYP

C-F STEEL STUD

SHALL BE DESIGNED

BY C-F STUD

SUPPLIER

(SEE 1-SS001 FOR

DESIGN STANDARDS)

SEE 1-SS003 FOR

STANDARD DETAILS

D

EXIST CONC BEAM

STEEL BM SEE PLAN

M

IN4

PL 1/2"x14"x18" W/ (6) 3/4" DIA

ADHESIVE ANCHORS, 6" EMBED

SLAB SEE PLAN

FV

T/ LEVEL 4

EL SEE PLAN

DEMO EXIST WT6x11

WALL FRAMING ABOVE

LEVEL 4 ONLY.

F V

EXIST WT6x11 WALL

FRAMING BELOW LEVEL

4 TO REMAIN

DECK SUPPLIER SHALL

PROVIDE ADDITION

POUR-STOPS FOR EXIST

WT6x11 FRAMING

PENETRATIONS.

BEAM

T/ ROOF

EL SEE PLAN

2@123/16

SLAB SEE PLAN

PLAN

SEE

C-F STEEL STUD SHALL

BE DESIGNED BY C-F

STUD SUPPLIER

(SEE 1-SS001 FOR DESIGN

STANDARDS)

CONN OF C-F STEEL

STUD TO STRUCTURE

SHALL BE DESIGNED

BY C-F STUD

SUPPLIER, TYP

SEE 1-SS003 FOR

STANDARD DETAILS

EXIST WT6x11. FV ELEV &

LOCATIONS ALONG EXIST 4TH

FLOOR METAL STUD WALL

NEW C-F STEEL STUD FRAMING

ABOVE EXIST 14 GAGE STUD

TRACK. PROVIDE MATCHING

TRACK SIZE & GAGE

T/ EX LEVEL 4

EL SEE PLAN

SEE ARCH

DWGS

FV

1' - 1"

FV

5"

EXIST CONC BEAM

EXIST CONNECTION ASSEMBLY

EIFS, SEE ARCH

SEE PLAN

SEE PLAN

HSS 20x8 PER PLAN

T/LEVEL

EL SEE PLAN

SEE ARCH

DWGS

CONT 5/8" BENT PL W/

5/8"DIA x 4" LG HEADED

STUDS @ 24" OC, TYP

#4@12" OC

2#4 CONT

BEAM

C-F STEEL STUD SHALL

BE DESIGNED BY C-F

STUD SUPPLIER

(SEE 1-SS001 FOR DESIGN

STANDARDS)

CONN OF C-F STEEL

STUD TO STRUCTURE

SHALL BE DESIGNED

BY C-F STUD

SUPPLIER, TYP

2@121/4

TEMP INFILL,

SEE PLAN

2@12

14'

T/ ROOF

EL SEE PLAN

2@123/16

#4@24" OC

SLAB SEE PLAN

T/ EXIST ROOF

EL SEE PLAN

EXIST BUILDING

STEEL BEAM

PER PLAN

EXIST SLAB

SEE PLAN

BEAM

PLAN

SEE

C-F STEEL STUD SHALL

BE DESIGNED BY C-F

STUD SUPPLIER

(SEE 1-SS001 FOR DESIGN

STANDARDS)

CONN OF C-F STEEL

STUD TO STRUCTURE

SHALL BE DESIGNED

BY C-F STUD

SUPPLIER, TYP

SEE 1-SS003 FOR

STANDARD DETAILS

14'

EXIST

BLDG

CONT 5/8" BENT PL W/

5/8"DIA x 6" LG HEADED

STUDS @ 24" OC

SLAB SEE PLAN

STEEL BEAM

PER PLAN

2" EJ SEE PLAN

BM

EDGE OF

EXIST BLDG

FV

A

COMPOSITE DECK

NOT SHOWN FOR

CLARITY

3/8" STIFF PL

EA. SIDE WEB

CENTER ON COL. FLANGES

STL BM PER PLAN

1"X13"X2' - 6" w/

8-7/8" Ø A325 BOLTS (TYP)

PL

STL BM BEYOND

3" 6"

6"

1/4

1/4

TYP

STL COL PER PLAN

816 561 4443

Kansas City, MO 64108

2380 McGee Street, Suite 200

Ellerbe Becket, Inc.

Ellerbe Becket Architects and Engineers, Inc.

Ellerbe Becket Architects and Engineers

ARCHITECT/ENGINEERS/COST ESTIMATORS:CONSULTANTS: Drawing Title:

Approved: Project Director

Project Title:

Location

Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of0 o n e e ig h th i n c e f o o t o n e q u a rt e r in c e f o o t th re e e ig h ts i n c e f o o t o n e h a lf i n c e f o o t th re e q u a rt e rs i n c e f o o t o n e i n e f o o t o n e o n e h a lf i n c h e e f o o t th re e i n c h e e f o o t

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STRUCTURAL

One Ward Parkway Suite 200 Kansas City, MO 64112

FIRE PROTECTION

FP&C CONSULTANTS, INC

A

B

C

D

E

F t: 816.931.3377 f: 816.931.3378

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

MECH/ELEC/PLUMBING

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

CERTIFICATION/SEAL.

/1

/2

:3 :1

P

M C

U s e rs

\d e s m id td

\ D e s k to p \v a \S

\4

.0

V

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Y C

E M

T R

A L s tr u c tu ra l _

R

D .r v t

FRAMING SECTIONS AND DETAILS

1-SS701

Jan. 7, 2014 J.H.G.C.

RELOCATE SURGICAL OPERATING

ROOMS, IOWA CITY IA

636-403

IOWA CITY, IOWA 52246

3/4" = 1'-0"

2 SECTION

3/4" = 1'-0"

9 SECTION

3/4" = 1'-0"

4 SECTION

3/4" = 1'-0"

3 SECTION

3/4" = 1'-0"

1 SECTION

3/4" = 1'-0"

5 SECTION

3/4" = 1'-0"

6 SECTION

3/4" = 1'-0"

7 SECTION

3/4" = 1'-0"

8 SECTION

3/4" = 1'-0"

10 SECTION @ CANTILEVER BEAM

S T

O R

Y

GRID

COLUMN SCHEDULE

LOCATIONS

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

1-SS801

F-7 14'-7'14'-6.614'-6.1'D-5 D-6

D-4A-3 B-3 C-3

A-4 A-5 A-6

A-7 C-7 D-7 E-7

D-3B-4, B-5 B-6, C-4 C-5, C-6 E-6

B-7 F-5E-5 F-6

750' - 5"

B-6.6

COL BASE DETAIL

COL LOAD (SERVICE)

BOT/BASE EL

FOURTH FLOOR

ROOF

TSE EL 766'-3 1/2"

TSE EL 750'-3 1/2"

PL

STAIR ROOF

TSE EL 778'-3 1/2"

750' - 5" 750' - 5" 750' - 5" 750' - 5" 750' - 5" 763'-5" 763'-5" 750' - 5" 750' - 5" 750' - 5" 750' - 5" 750' - 5" 750' - 5" 765' - 7 1/2" 750' - 5" 765' - 7 1/2" k 200 k 155 k 220 k 225 k 150 k 40k 100 k 205 k 260 k 175 k 125 k 100 k 75 k 45 k 40 k 50 k

1-SS801

1-SS801

1-SS801

1-SS801

1-SS801

1-SS801

1-SS801

1-SS801

1-SS801

1-SS801

1-SS801

1-SS801

1-SS801

1-SS801

W x

W x

B -6

6"4 1_

4"5"

4"5"

4"3"

COLUMN BASE PLATE

3/4"=1'-0"

COLUMN BASE PLATE

3/4"=1'-0"

COLUMN BASE PLATE

3/4"=1'-0"

COLUMN BASE PLATE

3/4"=1'-0"

COLUMN BASE PLATE

3/4"=1'-0"

1 1/2x16"x1'-9"

5/16 w/4-1" ANCHORS

SEE NOTES BELOW

SEE DETAIL 1 FOR

ADD'L INFORMATION

1 1/2x18"x1'-6" w/4-1" ANCHORS

SEE NOTES BELOW

1x14"x1'-6" w/4-1" ANCHORS

SEE NOTES BELOW

SEE DETAIL 3 FOR

ADD'L INFORMATION

5/16

5/16

NOTE: ANCHOR RODS INTO EXISTING CONCRETE TO BE HILTI HAS SUPER

CONFORMING TO ASTM A 193, GRADE B7. INSTALL WITH HILTI

HIT-RE 500-SD ADHESIVE SYSTEM WITH MINIMUM EMBEDMENT

OF 12 3/8".

NOTE: PRIOR TO INSTALLATION OF ANCHOR RODS, LOCATE EXISTING

REINFORCING STEEL IN FIELD AND VERIFY THAT ANCHOR ROD

PATTERNS SHOWN ABOVE CAN BE MAINTAINED. IF CONFLICTS

OCCUR, DOCUMENT THEM AND NOTIFY ARCHITECT/ENGINEER.

COLUMN BASE PLATE

3/4"=1'-0"

1x14"x1'-2" w/4-1" ANCHORS

SEE NOTES BELOW

5/16

W18

W18 W14

W14

W14

W12

PL

O

O

PL O

PL

PL

O

816 561 4443

Kansas City, MO 64108

2380 McGee Street, Suite 200

Ellerbe Becket, Inc.

Ellerbe Becket Architects and Engineers, Inc.

Ellerbe Becket Architects and Engineers

ARCHITECT/ENGINEERS/COST ESTIMATORS:CONSULTANTS: Drawing Title:

Approved: Project Director

Project Title:

Location

Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of0 o n e e ig h th i n c e f o o t o n e q u a rt e r in c e f o o t th re e e ig h ts i n c e f o o t o n e h a lf i n c e f o o t th re e q u a rt e rs i n c e f o o t o n e i n e f o o t o n e o n e h a lf i n c h e e f o o t th re e i n c h e e f o o t

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STRUCTURAL

One Ward Parkway Suite 200 Kansas City, MO 64112

FIRE PROTECTION

FP&C CONSULTANTS, INC

A

B

C

D

E

F t: 816.931.3377 f: 816.931.3378

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

MECH/ELEC/PLUMBING

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

CERTIFICATION/SEAL.

/1

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P

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U s e rs

\d e s m id td

\ D e s k to p \v a \S

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V

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T R

A L s tr u c tu ra l _

R

D .r v t

COLUMN SCHEDULE AND DETAILS

1-SS801

Jan. 7, 2014 J.H.G.C.

RELOCATE SURGICAL OPERATING

ROOMS, IOWA CITY IA

636-403

IOWA CITY, IOWA 52246

B

A

A

14'

14'

6' W24X68 (30)

W X

W X

W X

W18X35 (26)

W18X35 (26)

W12X19 (10)

W12X19 (10)

(10)

W18X35 (26)

W18X35 (26)

2" EJ

1-SS701

MICROSCOPE BOOM -

GC COORDINATE THE

LOCATIONS WITH ARCH

DWGS, 1-AS712.

W18X35 (26)

1-SS901

OR BOOM, TYP - BY CONTRACTOR. GC

INSTALL PER VENDOR DWGS.

GC COORDINATE THE LOCATIONS WITH

ARCH DWGS, 1-AS712 AND 1-AS713.

W X

W X

W X

W X

W X

W X

1-SS901

TYP

ALTERNATE #3: OMIT THE

EQUIPMENT BOOM FRAMING

DC

5'

4' W18X35 (30) c=1"

W18X35 (30) c=1"

W X

W X

W18X35 (30) c=1"

W18X35 (30) c=1"

6 1/2"

1-SS901

C X

.7

B

E L O

W

C X

.7

B

E L O

W

UNISTRUT, TYP

- GC COORDINATE/INSTALL PER

EQUIPMENT VENDOR DWGS.

11' - 10" ± 7' - 10 3/4" ±

L4x4x5/16 HANGER

@ 4'-0" OC MAX

1-SS901

L3x3x1/4 KICKER, TOTAL 8

1-SS901

COORD W/ EQUIPMENT

VENDOR DWGS

ALTERNATE #2: OMIT THE

EQUIPMENT SUPPORT FRAMING

04.5 ROOF

766' - 3 1/2"

L 3x3x1/4 "X" BRACES

@ ALL 4 SIDES

L4x4x5/16x2'-6" LG

(2) REQ'D

L 4x4x5/16 HANGER

(4) REQ'D

3/16"

TYP

W8 PER PLAN

3/16"

TYP

EQUIPMENT BOOM

HARDWARE, BY

SUPPLIER

SLAB PER PLAN

MOUNTING PLATE. VERIFY

SIZE AND BOLT HOLE

CONFIGURATION WITH

MICROSCOPE VENDOR

STEEL BM

PER PLAN,

TYP

CEILING

A S

I N

D

IC

A T

E D

B Y

A R

C H

B O

O M

S U

P P

O R

T O

M

IT

T E

D

IN

A L T

E R

N A

T E

B

ID

I T

E M

S

5' 4'

FLEXMOVE TRACK PER

EQUIPMENT VENDOR

DWGS

UNISTRUT PER

EQUIPMENT VENDOR

DWGS

(2) L 3x3x1/4

"X" BRACES, TYP

L4x4x5/16 HANGER

@ 4'-0" OC MAX

(2) L 4x4x5/16

CONT

1/4"

TYP

3/16"

TYP

CEILING

C8x11.5 CONT

SEE PLAN

L3x3x1/4

KICKER PER

PLAN, TYP

SLAB PER PLAN

1/4" STIFF PL @

BOTH SIDES

(TYP)

TYP

5"

F R

A M

IN

G

P E

R A

R C

H

A L T

E R

N A

T E

O M

IT

E

Q U

IP

L 3x3x1/4

KICKER PER

PLAN

L4x4x5/16x2'-0" LG W/

(2) 5/8" DIA EXP BOLTS

@ EA KICKER

L 4x4x5/16 HANGER

@ 4'-0" OC MAX

1/4"

TYP

CEILING

3/16"

TYP

(2) L 4x4x5/16 CONT

FLEXMOVE TRACK PER

EQUIPMENT VENDOR

DWGS

UNISTRUT PER

EQUIPMENT VENDOR

DWGS

C8x18.75 CONT

PER PLAN

SLAB PER PLAN

W18 BEYOND

PER PLAN

F R

A M

IN

G

P E

R A

R C

H

A L T

E R

N A

T E

O M

IT

E

Q U

IP

L 3x3x1/4 "X" BRACES @ ALL 4

SIDES - BY OR BOOM VENDOR

(SKYTRON)

L4x4x5/16

(2) REQ'D - BY OR BOOM

VENDOR (SKYTRON)

L 4x4x5/16 HANGER

(4) REQ'D - BY OR BOOM

VENDOR (SKYTRON)

3/16"

TYP

W8 PER PLAN

3/16"

TYP

EQUIPMENT BOOM

HARDWARE, BY

SUPPLIER

SLAB PER PLAN

MOUNTING PLATE. VERIFY SIZE

AND BOLT HOLE CONFIGURATION

WITH OR BOOM VENDOR

(SKYTRON)

STEEL BM

PER PLAN,

TYP

CEILING

A S

I N

D

IC

A T

E D

B Y

A R

C H

B O

O M

S U

P P

O R

T O

M

IT

T E

D

IN

A L T

E R

N A

T E

B

ID

I T

E M

S

B Y

C O

N T

R A

C T

O R

C

/C

E Q

U

IP

B O

O M

A N

D /O

R L

IG

H

T S

U P

P O

R T

P

R O

V

ID

E D

I N

S T

A L L E

D

04.5 ROOF

766' - 3 1/2"

6'

L 3x3x1/4 "X" BRACES @ ALL 4

SIDES - BY OR BOOM VENDOR

(SKYTRON)

L4x4x5/16

(2) REQ'D - BY OR BOOM

VENDOR (SKYTRON)

L 4x4x5/16 HANGER

(4) REQ'D - BY OR BOOM

VENDOR (SKYTRON)

3/16"

TYP

W8 PER PLAN

3/16"

TYP

EQUIPMENT BOOM

HARDWARE, BY

SUPPLIER

SLAB PER PLAN

1/2” MIN, - MOUNTING PLATE.

VERIFY SIZE AND BOLT HOLE

CONFIGURATION WITH OR BOOM

VENDOR (SKYTRON)

STEEL BM

PER PLAN,

TYP

CEILING

W8 PER PLAN

L4x4x5/16

(2) REQ'D - BY OR BOOM

VENDOR (SKYTRON)

P R

O V

ID

E

D

I N

S T

A L L E

D B

Y C

O N

T R

A C

T O

R

C /C

E Q

U

IP

B O

O M

A N

D /O

R L

IG

H

T S

U P

P O

R T

816 561 4443

Kansas City, MO 64108

2380 McGee Street, Suite 200

Ellerbe Becket, Inc.

Ellerbe Becket Architects and Engineers, Inc.

Ellerbe Becket Architects and Engineers

ARCHITECT/ENGINEERS/COST ESTIMATORS:CONSULTANTS: Drawing Title:

Approved: Project Director

Project Title:

Location

Date Checked Drawn

Project Number

Building Number

Drawing Number

Dwg. of0 o n e e ig h th i n c e f o o t o n e q u a rt e r in c e f o o t th re e e ig h ts i n c e f o o t o n e h a lf i n c e f o o t th re e q u a rt e rs i n c e f o o t o n e i n e f o o t o n e o n e h a lf i n c h e e f o o t th re e i n c h e e f o o t

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

STRUCTURAL

One Ward Parkway Suite 200 Kansas City, MO 64112

FIRE PROTECTION

FP&C CONSULTANTS, INC

A

B

C

D

E

F t: 816.931.3377 f: 816.931.3378

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

MECH/ELEC/PLUMBING

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

800 LaSalle Ave, Suite 110 Minneapolis, MN 55402

Ellerbe Becket, Inc t: 612.376.2000 f: 612.376.2271

CERTIFICATION/SEAL.

/1

/2

:3 :1

P

M C

U s e rs

\d e s m id td

\ D e s k to p \v a \S

\4

.0

V

A

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W A

C

IT

Y C

E M

T R

A L s tr u c tu ra l _

R

D .r v t

PART PLANS, EQUIPMENT SUPPROT DETAILS

1-SS901

Jan. 7, 2014 J.H.G.C.

RELOCATE SURGICAL OPERATING

ROOMS, IOWA CITY IA

636-403

IOWA CITY, IOWA 52246

1/8" = 1'-0"

1 ROOF PARTIAL PLAN - OR#3

1/8" = 1'-0"

2 ROOF PARTIAL PLAN - OR#1

3/4" = 1'-0"

3 MICROSCOPE BOOM SUPPORT DETAIL

1/2" = 1'-0"

5 FLEXMOVE SUPPORT DETAIL

3/4" = 1'-0"

6 FLEXMOVE SUPPORT DETAIL

3/4" = 1'-0"

4 TYPICAL OR BOOM SUPPORT DETAIL

3/4" = 1'-0"

7 OR BOOM SUPPORT DETAIL

BEAM SIZE

MIN DESIGN SHEAR (V)

KIPS (SERVICE LOADS)

DOUBLE ANGLE REQUIRED AT BEAM

TO COLUMN CONNECTION

MIN ROWS OF

3/4" DIA BOLTS

NOTE:

1. MINIMUM CONNECTIONS SHOWN IN TABLES SHALL BE USED FOR DESIGN UNLESS END REACTIONS, SHOWN ON DRAWINGS, EXCEED MINIMUM DESIGN SHEAR. WHERE END REACTIONS ARE NOT SHOWN ON PLAN, USE MINIMUM DESIGN SHEARS LISTED ABOVE.

2. PROPORTION ALL CONNECTION ELEMENTS, INCLUDING BUT NOT LIMITED TO BOLTS, WELDS, PLATES, ANGLES, BEAM WEBS AND COPES FOR MAXIMUM EFFECT OF THE DESIGN FORCES AND THEIR ECCENTRICITIES (e). SUPPORT HAS NOT BEEN DESIGNED FOR MOMENT DUE

TO CONNECTION ECCENTRICITY.

3. BOLT SIZE AND GRADE SHALL BE SELECTED FROM THE FOLLOWING: 3/4" DIA A325.

4. ALL BOLTED CONNECTIONS IN BRACE FRAMES SHALL BE SLIP CRITICAL USING TYPE "SC".

5. FABRICATOR'S OPTION TO USE DOUBLE ANGLE'S AT BEAM TO BEAM CONNECTION.

6. FABRICATOR IS REQUIRED TO DESIGN ALL SKEWED BEAM CONNECTIONS. SEE PLANS FOR REACTIONS (V).

NUMBER OF BOLTS/WELDS IS

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