C03. Drawings - Structural.pdf

10"

4 1/2"

7 1/2"

8 3/4"

9"

5 3/4"

5"

6"

1/2" #4

3/4" #6

3/8" #3

5/8" #5

#9

#8

#7

4 3/4"

3 1/4"

2"

4"

8 1/2"

10 1/2"

12"

13 1/2"

6"

4 1/2"

7 1/2"

7"

10 1/2"

12"

13 1/2"

4 1/2"

3 1/2"

5 1/2"

8 1/2"

10 1/2"

12"

13 1/2"

6"

4 1/2"

7 1/2"

Post-installed Concrete Anchors

Minimum Embed.

Min. Edge DistanceDiameter

Minimum Spacing

Minimum Embed.

Min. Edge Distance

Minimum Spacing

Torque-controlled Anchors Adhesive Anchors

GENERAL

1. All new construction shall comply with the Contract Documents and the Building

Code.

2. The structural drawings illustrate structural members. Refer to architectural, mechanical, and electrical drawings for non-structural items which require special provisions during the construction of the structural members.

3. Drawings are not to be scaled.

4. The Contractor shall verify and be responsible for all dimensions and conditions which impact the work. Field verify sizes, elevations, hole locations, etc., prior to fabrication.

5. The Contractor shall carefully review the drawings to identify the scope of work required, visit the site to relate the scope of work to existing conditions and determine the extent to which those conditions and physical surroundings will impact the work.

6. Existing conditions as shown on these plans are for reference only. The

Contractor is required to field verify all existing conditions prior to construction.

7. The Contractor shall resolve any conflicts on the drawings or in the specifications with the Architect/Engineer before proceeding with the work.

8. Any deviation, modification, or substitution from the approved set of structural drawings shall be submitted to the Owner, Architect, and Engineer for review/approval prior to its use or inclusion on the shop drawings.

9. The Contractor shall provide all necessary shores, braces, and guys required to support all loads to which the building structure and components, soils, other structures, and utilities may be subjected during construction. Shoring systems shall be designed, signed, and sealed by a professional engineer licensed in the jurisdiction where the project is located.

10. The Contractor shall provide means, method, techniques, sequence, and procedure of construction as required.

11. The Contractor shall protect all work, materials, and equipment from damage and shall provide proper storage facilities for materials and equipment during construction.

12. Site visits performed by the Architect/Engineer do not constitute inspections of means and methods of construction performed by the Contractor.

13. Structural observations performed by the Architect/Engineer during construction are not the continuous and special inspection services and do not waive the responsibility for the inspections required of the Building Department Inspector or the testing agency. Observations also do not guarantee the Contractor's performance and shall not be considered as supervision of construction.

14. The Contractor shall review shop drawings for completeness and compliance with contract documents. The Contractor shall stamp shop drawings prior to submission to the Architect and Engineer.

15. Review of the shop drawings by the Architect's Engineers shall not be construed as an authorization to deviate from the Contract Documents.

16. Shop drawings will not be processed if they are incomplete, lack coordination with relevant portion of contract documents, lack calculations if required, or if deviations, modifications, and substitutions are indicated without prior written approval from the

Architect/Engineer.

CONCRETE CONSTRUCTION

1. All concrete construction shall be in accordance with the latest Building Code

Requirements for Structural Concrete ACI 318 and ACI Detailing Manual.

2. Furnish bar supports where necessary during construction.

3. Provide pipe sleeves and inserts in concrete work where required. See architectural and mechanical drawings.

4. Horizontal floors supported by deflecting structural members (steel joists, unshored steel beams, etc.) shall be finished level. The slab thickness noted is minimum.

Add concrete as necessary to overcome member deflections. Shored construction shall be finished to a constant depth.

5. All bars interrupted by structural steel shall extend to within 1" of structural steel flange or web and have a 90° hook unless otherwise shown.

6. Drawings show typical reinforcing conditions. Contractor shall prepare detailed placement drawings of all conditions showing quantity, spacing, sizes, clearances, laps, intersections, and coverage required by the structural details, applicable code, and trade standards. Contractor shall notify reinforcing inspector of any adjustments from typical conditions which are proposed in placement drawings to facilitate field placement of reinforcing steel and concrete.

7. Bar bends shall be made cold. Bars shall not be bent after any portion of the bar is encased in concrete.

STEEL CONSTRUCTION

1. Steel detailing, fabrication, and erection shall conform to the AISC Specification for

Structural Steel Buildings and Code of Standard Practice, and the AWS Structural

Welding Code.

2. Stresses occurring during fabrication, shipment, and erection shall be temporary and not excessive. Stresses at all times shall be less than design and allowable stresses. The full design and load-carrying capacity of the steel work shall not be impaired due to fabrication, shipment, or erection procedures. Throughout the complete process, the stability of all individual members and assembles shall be maintained.

3. The Contractor shall be responsible for the control of all erection procedures and sequences with relation to temperature differentials and weld shrinkage.

4. All additional steel required for erection purposes shall be provided at no additional cost and shall be removed unless approved by the Owner in writing.

5. Connections - welded or high strength bolted:

A. High-strength bolts shall be installed in accordance with "Specifications for

Structural Joints Using ASTM A325 or A490 Bolts".

B. A325SC or A490SC with hardened washers: use for all moment connections, wind connections, hangers, and other connections as noted on drawings.

C. A325N or A490N with hardened washers: use for all connections other than slip critical connections.

D. Provide hardened washers under nuts at all high-strength bolts, except where plate washers are used per AISC Specifications.

E. Unless snug tight connections are noted on the drawings as being permitted, all bolts should be tightened to full pretensioning load.

F. Use standard holes with the following exceptions: oversize holes are permitted when bolts are loaded in tension; short slotted holes are permitted for shear loading perpendicular to the slot.

G. Provide beveled washers on all connections to sloping flanges of I sections and channels where slope exceeds 1:20.

H. Where minimum AISC fillet weld thickness requirement exceeds welds shown on details, or weld size is not specified, provide minimum AISC weld.

I. Wherever possible, use framed beam connections as listed in Tables 10-1 to

10-3 of AISC Manual of Steel Construction, 13th edition. The length of connection shall not be less than one-half of the T distance of the beam web.

J. Where reaction is noted, develop same. Where not noted, for non-composite beams, connections shall develop one-half of the total uniform load capacity of the beam; for composite beams, see table listed in typical details.

6. Welding electrodes shall be E70XX except where other electrodes are required for compatibility with material being welded.

7. Shop drawings are required and shall note type of electrodes, size of all welds, and type and size of all bolts. Shop drawings shall be prepared under the supervision of a professional engineer licensed in the jurisdiction where the project is located.

8. Primer, unless otherwise noted:

A. Clean surfaces to remove loose rust and mill scale and spatter, slag, or flux deposits. Prepare surfaces according to the following specifications and standards: SSPC-SP 2, "Hand Tool Cleaning" for all steel other than

Architecturally Exposed Steel and steel to receive galvanizing; SSPC-SP

6/NACE No. 3, "Commercial Blast Cleaning" for Architecturally Exposed

Steel.

B. Do not paint beams that are encased in concrete or that are to receive sprayed-on fireproofing.

C. Omit paint at slip critical connections and areas to be welded.

D. Interior steel: Provide chemically active, modified alkyd primer at 2.5 mils dry thickness.

E. Exterior steel: Provide fast-curing, two-component, moisture-cured, zinc-rich urethane primer for exterior steel at 3.0 mils dry thickness.

F. Galvanized steel: Provide where noted.

9. See all contract drawings for miscellaneous steel requirements.

10. All shop and field welding shall be performed by a recently certified welder.

11. All welding and high strength bolting must be inspected by a qualified testing laboratory. Laboratory shall be approved by the Architect and/or Engineer.

12. Provide fills at splices of parts differing by more than 1/8" in thickness.

13. Miscellaneous hanging loads such as stair stringers, pipes, mechanical units, etc., supported by steel members shall be applied in such a manner that no torsional forces are induced in the steel members, i.e., loads shall pass through the centerline of wide flange sections and through the shear center of channels.

DESIGN STRESSES

Concrete minimum compressive strength in 28 days:

Structural lightweight concrete (120 pcf max. air dried) ------------------- f'c = 3,500 psi

Reinforcing bars (ASTM A615, Grade 60) --------------------------------------------- Fy = 60,000 psi

Welded wire reinforcement (ASTM A1064) ------------------------------------------- Fy = 70,000 psi

Structural steel W shapes (ASTM A992 or ASTM A572/50) ---------------------- Fy = 50,000 psi

Structural steel other shapes (ASTM A36) -------------------------------------------- Fy = 36,000 psi

Anchor rods (ASTM F1554, Grade 36) unless otherwise noted ----------------- Fy = 36,000 psi

Metal decks (ASTM A653)

Composite floor deck --------------------------------------------------------------- Fy = 50,000 psi

DESIGN LOADS (IBC 2018)

Floor live load

Equipment Storage ------------------------------------------------------------------ 150 psf

Earthquake design data

Risk category ( ASCE 7, Table 1.5-1) ------------------------------------- ---- IV

Seismic importance factor (ASCE 7, Table 1.5-2) -------------------------- Ie = 1.5

Mapped spectral response acceleration parameters

Short period ------------------------------------------------------------------ Ss = 0.180 g

1-second period ------------------------------------------------------------- S1 = 0.058 g

Site class ----------------------------------------------------------------------------- C

Design spectral response acceleration parameters

Short period ------------------------------------------------------------------ Sds = 0.144 g

1-second period ------------------------------------------------------------- Sd1 = 0.066 g

Seismic design category ----------------------------------------------------------- A

Alterations are in accordance with ASCE 7, Appendix 11B.4. Proposed structural alterations comply with OBC requirements for new structures. Additionally, proposed alterations do not increase the seismic force in any existing structural element by more than 10 percent, nor do they decrease the design strength of any existing structural element to resist seismic forces by more than 10 percent. Therefore, further analysis and design of the existing structure for seismic force-resistance are not required.

CODES AND STANDARDS

1. New construction has been designed to, and shall be constructed in accordance with the following building codes and standards:

A. 2018 International Building Code (IBC 2018)

B. ASCE 7-10, Minimum Design Loads for Buildings and Other Structures

2. Unless explicitly modified in the Contract Drawings and Specifications, the Contractor shall comply with provisions of:

A. ACI 301-10, Specifications for Structural Concrete

B. ACI 318-14, Building Code Requirements for Structural Concrete

C. AISC 360-10, Specification for Structural Steel Buildings

D. AWS D1.1-10, Structural Welding Code - Steel

E. SDI C-2011, Standard for Composite Steel Floor Deck

POST-INSTALLED ANCHORS

1. Anchorage to hardened concrete or masonry shall include torque controlled expansion anchors and adhesive anchors of size, number and spacing as shown on the drawings.

2. All anchors shall be installed in accordance with the Manufacturer's Printed

Installation Instructions (MPII).

3. Existing reinforcing bars in the concrete or masonry may conflict with specific anchor locations. Reinforcing bars shall not be cut unless specifically noted on the drawings or approved by the Engineer of Record. The contractor shall review the structural drawings and shall locate the position of reinforcing bars in the vicinity of the anchors, by ground penetrating radar (GPR), x-ray, or other means.

4. Anchors shall be installed in holes drilled with a rotary impact hammer drill. Core drilling of holes is not permitted. Holes and anchor shall be thoroughly cleaned per the MPII prior to installation of the anchor.

5. Stainless steel anchors shall be used at all exterior locations and where specifically noted on the drawings.

6. Remove and replace misplaced or malfunctioning anchors. Patch failed anchor locations with high-strength non-shrink, non-metallic grout.

7. Installed adhesive anchors shall be securely held in-place to prevent displacement while the adhesive cures.

8. All anchors supporting structural elements shall be enclosed with a fire-resistance-rated envelope or protected by approved fire-resistance rated materials.

9. Quality Control:

A. All anchors shall be periodically inspected to meet the requirements of MPII and the ICC-ES ESR report for the product.

B. All anchor installers shall be trained by the manufacturer or manufacturer's representative for each individual product being installed.

10. Submittals:

A. Technical product literature, highlighting each anchor and size to be used on the project.

B. Manufacturer's Printed Installation Instructions (MPII) for each anchor type.

C. Engineering Design Data: For each substitution request, provide calculations substantiating specified design requirements, sealed by a professional engineer licensed in the jurisdiction where project is located.

11. Where a specific type of anchorage is indicated on the drawings, substitution for a different type of anchorage shall meet the requirements of ACI 355.2 Category 1 or

ACI 355.4 Category 1 for anchorage into concrete or shall have an ICC-ES ESR report for anchorage into masonry. Substitution shall not be permitted without prior written approval of the Engineer of Record.

12. Anchors to hardened concrete shall be supplied as an entire system and shall be as follows:

A. Torque Controlled Expansion Anchors (Expansion Anchors) in cracked and un-cracked concrete as indicated on the drawings shall be Hilti KWIK Bolt TZ

Expansion Anchor (ICC-ES Evaluation Report: ESR# 1917).

B. Adhesive anchors in cracked and un-cracked concrete indicated on the drawings shall be Hilti HIT-HY 200 Safe Set Adhesive Anchoring System

(ICC-ES Evaluation Report: ESR# 3187). The following anchor rods shall be used with the system:

1) Reinforcing bar meeting the requirements of ASTM A615/A706 Grade

60.

2) All-threaded rod shall be Hilti HIT-Z rods.

13. Requirements and design parameters of post-installed anchors into hardened concrete:

A. Concrete shall have a minimum compressive strength of 2,500 psi and a minimum age of 21-days at the time of installation for adhesive anchors and

7-days for expansion anchors.

B. Concrete temperature at the time of installation of adhesive anchors shall be a minimum of 50°F.

C. Concrete may be water saturated or dry; water filled holes shall not be allowed.

D. Embedment depth and anchor projection shall be as detailed on the drawings. Unless otherwise noted, minimum embedment depths, spacing, and edge distance shall be by the table below.

Description of Structural Special Inspection & Testing Requirements Revision date: 02.28.2017

Verification and Inspection Frequency Referenced Standard

BC

Reference Additional Notes

Concrete

Cast-In-Place Concrete

Inspect reinforcing steel:

a. Verify reinforcing bar grade.

b. Verify reinforcing bars are free of dirt, excessive rust, and damage.

c. Verify reinforcing bars are adequately tied, chaired, and supported to prevent displacement during concrete placement.

d. Verify proper clear distances between bars and to surfaces of concrete.

e. Verify reinforcing bar size and placement.

f. Verify bar laps for proper length and stagger.

Periodic - Prior to each pour. ACI 318: 3.5, 7.1-7.13

1913.4

Inspection of reinforcing steel welding:

a. Verify weldabilty of reinforcing steel.

b. Verify proper electrodes and storage of electrodes.

c. Verify proper joint prepartion.

d. Review welder certifications for both fabricator's shop staff and field erectors.

Periodic Periodic Continous Each welder

AWS D1.4

ACI 318:

3.5.2

Inspect embedments, bolts, headed bolts, and headed studs to be installed in concrete prior to and during concrete placement.

Continuous ACI 318: 8.1.3, 21.2.8 1911.5 1912.1

Verify use of required mix design:

a. Verify mixer truck trip ticket conforms to approved mix design.

b. Verify that total water added to mix on site does not exceed that allowed by the concrete mix design.

c. Verify that concrete quality is indicative of adequate mixing time, consistency, and relevant time limits.

Periodic - Prior to each pour. ACI 318: 4.1-4.5, 5.2-5.5

1905.2 - 1905.4

1913.2 - 1913.3

Inspect formwork for cleanliness, shape, location and dimensions of the concrete member being formed.

Periodic - Prior to each pour. ACI 318: 5.7, 6.1.1 1905.7 1906.1

Inspect concrete and shotcrete placement for proper application techniques, including poper consolidation, reinforcement remains at proper location, and conveyance and deposting avoid segregation and contamination.

Continuous ACI 318: 5.9-5.10 1905.9 - 1905.10

1913.6 - 1913.8

Sample fresh concrete: Obtain one composite sample of each class of concrete placed each day shall be taken not less than once a day, nor less than once for each 150 cy. of concrete nor less than once for each 5,000 sqft. of surface area for slabs or walls.

If the total volumne of concrete is such that frequency of testing required would provide less than five composite samples for a given class of concrete, tests shall be made from at least five randomly selected batches (per ASTM D3665) or from each batch if fewer than five batches are used.

ACI 318: 5.6

ASTM

C 172

1905.6 1913.10

A composte sample shall consist of the following: five 4" diameter cylinders, or four 6" diameter cylinders.

Obtain test cylinders of concrete. One set of five 4" diameter cylinders or four 6" diameter cylinders for each composite sample.

ASTM C 31 N/A Cast additional cylinders at contractor's request and expense for field cured specimans to determine shoring removal, early strength for post-tensioning, etc.

Perform slump tests. One test at point of discharge for each composite sample.

ASTM C 143 N/A

Perform air content tests. One test at point of discharge for each composite sample.

ASTM 231 pressure method for normalweight concrete;

ATM C 173,

volumetric method for lightweight concrete

Determine the temperature of fresh concrete. One test for each composite sample, and test hourly and when air temperature is below 40 F or when above 80 F.

ASTM C 1064

Determine the unit weight of fresh lightweight concrete. One test at point of discharge for each composite sample of lightweight concrete.

ASTM C567

Review and inspect cold weather concrete procedures and placement. Periodic - Prior to each pour. ACI 306.1 1905.12

Review and inspect hot weather concrete procedures and placement. Periodic - Prior to each pour. ACI 305.1 1905.13

Inspect for maintenance of specified curing temperature and techniques. Periodic - After each pour. ACI 318: 5.11 1905.11 1913.9

Laboratory test concrete cylinders for compressive strength. One specimen tested at 7 days, two specimens tested at 28 days, and one specimen retained in reserve for later testing if required.

ACI 318:

5.6.3

ASTM C 39

1905.6.3 Three

specimens shall be tested at 28 days if using 4" diameter cylinders. Test additional cylinders at contractor's request and expense.

Inspect anchors installed into hardened concrete Periodic ACI 318: 3.8.6, 8.1.3, 21.2.8

1912.1

Measure & report floor slab levelness (FL) and flatness (FF) Measure all floors within 24 hours of finishing.

ACI 117

ASTM E1155

N/A

Do not measure FL on cambered, unshored or inclined floors.

Measure & report floor slab levelness for cambered, unshored, and inclined surfaces. Measure the gap under a freestanding (unleveled) 10 ft.

straightedge.

ACI 117: 4.8.6 N/A

N/A

N/A

N/A

Metals

Structural Steel

Verify Material Grade of Structural Steel:

a. Verify identification markings conform to AISC 360 for materials specified in the approved construction documents.

b. Manufacturer's certificate of compliance required.

Periodic AISC 360 Section M2.5

N/A

Verify Material Grade of High Strength Bolts, Nuts and Washers:

a. Verify identification markings to conform to ASTM standards spcified in the approved construction documents.

b. Manufacturer's certificate of compliance required.

Periodic AISC 360 Section A3.3 and applicable ASTM material specifications

N/A

Verify Material Grade of Weld Filler Materials:

a. Verify identification markings to conform to AWS specifications and the approved construction documents.

b. Manufacturer's certificate of compliance required.

Periodic AISC 360 Section A3.5 and AWS A5 documents

N/A

Inspection of Steel Frame:

a. Verify installation of all members.

b. Verify proper application of details to each joint and connection.

c. Verify bracing and stiffening of framing members.

d. Verfy members and detail critical to frame stability.

Periodic 1704.3.2

Inspection of High Strength Bolting in Field (post tensioned and slip critical joints using calibrated wrench or turn-of-nut method):

a. Observe calibration procedures for tightening tools.

b. Verify that all plies within a connection are drawn together tight and properly snugged.

c. Verify that the proper procedure for tightening bolts is followed.

Continuous AISC 360 Section M2.5

1704.3.3.1 and 1704.3.3.3

Inspection of High Strength Bolting in Field (post tensioned and slip critical joints using twist-off bolts or turn-of-nut with matchmarking)

a. Verify that all plies within a connection are drawn together tight and properly snugged.

b. Verify that the proper procedure for tightning bolts is followed.

Periodic AISC 360 Section M2.5

1704.3.3.1 and 1704.3.3.2

Inspection of High Strength Bolting (snug tight bolts):

a. Verify that all plies within a connection are drawn together tight and properly snugged.

Periodic AISC 360 Section M2.5

1704.3.3.1

Inspection of Welding in Field and in Non AISC Certified Shops:

a. Complete and partial penetration groove welds.

b. Multipass fillet welds.

c. Single pass fillet welds greater than 5/16 inches.

d. Plug and slot welds.

e. Single pass fillet welds less than or equal to 5/16 inches.

f. Welder qualifications.

g. Visually observe composite beam shear connectors for full 360 degree flash.

Perform bend test on connectors that exhibit any disconunity in weld or show undercut into the stud base.

Test 100% of welds by ultrasonic testing.

Test 100% of welds by ultrasonic testing.

Test 100% of welds by ultrasonic testing.

Visual inspection of 100% of welds.

Visual inspection of 100% of welds.

Each Welder Each Connector

AWS D1.1 1704.3.1 All welds subject to non-destructive testing shall also meet visual acceptance criteria per AWS Table 6.1.

Bend headed studs 15 degrees away from discontinuity. If fracture does not occur, studs may be left in bent position in the finished work.

Inspection of Welding and Bolting in AISC Certified Shop:

a. Review Fabricator's Certificate of Compliance for certified fabricators shop.

Once for Each Fabricator AISC 360 Section M5 1704.2.2

Metal Decking

Review manufacturer's Certificate of Compliance for certified fabricators. Once per manufacturer. N/A 1704.2 Deck Manufacturer shall be SDI Certified Manufacturer, or shop inspection is required.

Inspection of Welding and Bolting in SJI Certified Shop:

a. Review Fabricator's Certificate of Compliance for certified fabricators shop.

Once for Each Fabricator AISC 360 Section M5 1704.2.2

Inspection of Welding in Field:

a. Welder qualifications.

b. Floor and roof deck welds.

Each Welder Periodic

AWS D1.3 1704.3.1

Power Driven Fasteners

Mechanical Fasteners Periodic N/A N/A Verify fastener type and spacing.

STRUCTURAL TESTING AND SPECIAL INSPECTIONS

Structural testing and special inspections are required. The owner shall engage a qualified independent testing agency to conduct structural testing and special inspections.

Special inspectors shall be employed or retained by the approved testing agency and have the recommended experience and certifications as summarized in Appendix C of the current International Code Counsel (ICC) Special Inspection Manual. The testing agency may employ or retain multiple special inspectors with differing areas of expertise as required for the project.

At or before project completion, the qualified testing agency shall submit a written summary statement indicating that applicable structural testing and special inspections have been completed. The written summary statement shall clearly identify non-compliant test and inspection results. The written summary statement shall be sealed by the testing agencies supervising professional engineer and be submitted to the owner, building official, and design professionals. The required testing and inspections are indicated in the following table.

EI

G R

E

E E I

G

BARBER & HOFFMAN, INC.

S T

AOI

S

N

S

EL

N

OT

R P

F O

S

OHTA

JON T.

LEUTHAEUSER

E-65601

R

D

I

OE F

E N

E R

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

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

13212 Shaker Square Suite 204 Cleveland, Ohio 44120 P. 216.752.1800 F. 216.752.3833

Consulting Engineers

BARBER & HOFFMAN, INC.

2217 East 9th Street, Suite 350 Cleveland, OH 44115-1257 216-875-0100/ (F) 216-875-0111 www.barberhoffman.com

D J T

L -n e t\ P ro je c ts

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V

A M

C S u rg e ry

P e n th o u s e R jle u th a e u s e r.

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P

M

1-S1-1 10701 East Blvd. Cleveland, OH 44106

06-26-2020 JTL JAM

541-19-101Renovate Operating Rooms Bid IssueGENERAL NOTES, TESTING AND

SPECIAL INSPECTIONS

Revisions: Date:

Bid Issue 06/26/2020

LC LC

ANCHORS FOR

COMPOSITE

CONSTRUCTION

LOC. FOR SINGLE

ROW OF ANCHORS

STANDARD SHEAR

CONNECTION SEE

NOTE #4

UNIFORM STUD

SPACING SEE NOTE #3

1st VALLEY 1st VALLEY

4 1/2" MIN.

8T OR 36" MAX.

NOTES:

1. CONCRETE SLAB MAY OCCUR ON ONE SIDE OF BEAM ONLY.

2. ANCHORS SHALL BE 3/4"ø HEADED STUD CONNECTORS

UNLESS OTHERWISE NOTED ON PLAN.

3. [X] DENOTES TOTAL NUMBER OF ANCHORS PER BEAM AS

SHOWN ON PLAN (i.e. W33x100 [84]). PLACE STUDS IN PAIRS, OR IN SINGLE ROW OVER WEB, IN VALLEYS OF DECK TO

MEET MINIMUM AND MAXIMUM SPACING.

4. COMPOSITE BEAM CONNECTION TO DEVELOP ONE-HALF

OF THE TOTAL NON-COMPOSITE UNIFORM LOAD CAPACITY

OF THE MEMBER INCREASED BY THE FACTORS SHOWN,

UNLESS OTHERWISE NOTED ON PLAN.

M T

L D

E C

K

3" O.C. MIN. 1 1/2" MIN.

/2

M

IN

S E

E P

L A

N

T

REACTION TABLE

BEAM WEIGHT

UP TO 36 #/FT.

37 TO 44 #/FT.

45 TO 60 #/FT.

61 #/FT. & OVER

FACTOR

2.0

1.8

1.7

1.6

DETAILS FOR CONNECTING ANCHORS FOR

COMPOSITE BEAMS WITH METAL DECKS

T t

T t

COMPOSITE DECK

WWR SUPPORT

(SEE NOTE 1)

WWR SHALL BE

CONT. OVER GIRDER

#4@12" x 5'-0"

TOP BAR CHAIR

SUPPORT (EACH END)

FOR COMPOSITE GIRDERS

WITH STUDS, STOP DECK AS

NOTED AND PROVIDE

CLOSURE PLATE AS

REQUIRED

GIRDER

NOTES:

1. WWR MUST BE POSITIVELY SUPPORTED PRIOR TO PLACING

CONCRETE (SEE DETAIL FOR DIMENSIONS). DEPRESS WWR AS

REQUIRED AT TOP REINFORCING ONLY.

2. LAP MESH THE GREATER OF 2 WIRE SPACES (3 CROSS WIRES) OR 8".

3. PROVIDE (1) #5 x 4'-0" DIAG. TOP AT ALL RE-ENTRANT CORNERS. MAY

OMIT AT CONSTRUCTION JOINTS. (SIM. TO FLOOR OPENING DETAIL).

4. DECK GAGE SHOWN IS MINIMUM. INCREASE DECK GAGE OR SHORE

CONSTRUCTION WHERE DECK SPAN EXCEEDS THE MAXIMUM

UNSHORED CLEAR SPAN PER SDI.

-1

/4

M A

X

C L E

A R

T O

W W

R

THICKNESS OF

CONC. OVER

DECK

/4

C

L E

A R

2" CLEAR (SINGLE

ROW OF STUDS)

5" CLEAR (2 ROWS

OF STUDS)

TOTAL

DEPTH

3"3"

SLAB SCHEDULE

MARK

S-5 1/2 t

3 1/2"

T

5 1/2" LIGHT WEIGHT

CONCRETE METAL DECK

2", 20 GA., GALV.

REINFORCING

6x6-W2.9xW2.9

DETAILS FOR COMPOSITE DECK CONSTRUCTION

DETAILS OVER GIRDERS

(PARALLEL TO DECK) (PERPENDICULAR TO DECK)

DETAILS OVER BEAMS

1'-0"

TYP

25'-8 1/4"±

W8x18 (TYPICAL)

18E 20A

E-1

C-2

A-1

XX

EXISTING 5"

DROP PANEL

(TYPICAL)

EX. 9"

2-WAY

SLAB

1-S1-2

32A28B

ZZ

YY

VV

UU

SS

W x

28'-8" ±

28'-8"

/4

/4

± S -5

/2

1-S1-2

EX. BUILDING

EX. CONCRETE

COLUMN

1-S1-2

E X x

E X x

E X x

E X x

E X x

2W x

1-S1-2

SIM

W12x19 [20]

W12x19 [20]

W12x19 [20]

W12x19 [20]

W12x19 [20]

W12x19 [20]

W12x19 [20]

W12x19 [20]

W12x19 [20]

W16x26

W12x19 [20]

12'-10" 4"

W12x14

4" 7'-8"

4'-6" ±

OPEN

OPEN

EX. 16 x 32

EX. 12 x 24

1-S1-2

SIM

SECOND FLOOR

(121'-4 7/8")

ZZ

S-5 1/2

EXISTING CONCRETE

BEAM

BOND BREAK

SECOND FLOOR

(121'-4 7/8")

28B

S-5 1/2

SHEAR CONNECTION

TO PLATE

EXISTING 5"

CANTILEVERED

SLAB TO REMAIN

EXISTING

CONCRETE BEAM

EXISTING CONCRETE

COLUMN BEYOND

PL1/2x9x0'-11" WITH (4) 3/4"ø HILTI HIS-N

ANCHORS WITH HILTI

HIT-HY 200 ADHESIVE

(8 GAUGE; 8" EMBED.)

BOND BREAK AT

EXISTING SLAB

4'-6" ±

2'-0" ±

NOTES:

1. ELEVATIONS ARE REFERENCED FROM SECOND FLOOR =

679.40'± = REFERENCE ELEVATION (0'-0").

2. TOP OF STEEL = (-0'-5 1/2") UNLESS OTHERWISE NOTED.

3. CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS &

DIMENSIONS IN FIELD PRIOR TO FABRICATION.

LEGEND:

3 1/2" LIGHTWEIGHT CONCRETE SLAB ON 2" 20 GA. COMPOSITE DECK

(GALVANIZED). SEE SCHEDULE (THIS SHEET) FOR MORE INFORMATION.

INDICATED MOMENT CONNECTION - SEE TYPICAL DETAIL (THIS SHEET) FOR

MORE INFORMATION.

[X] NUMBER OF SHEAR CONNECTORS. SEE COMPOSITE BEAM DETAIL ON

THIS SHEET.

CANT. CANTILEVERED BEAM TO MATCH SIZE OF BACK SPAN MEMBER.

S-5 1/2

NOTES:

1. ELEVATIONS ARE REFERENCED FROM EXISTING ROOF =

691.94'± = REFERENCE ELEVATION (0'-0").

2. FIELD LOCATE REINFORCING. ENGINEER TO REVIEW FOR

FINAL OPENING LAYOUT.

3. CORE-DRILL CORNERS - DO NOT OVERCUT.

4. PROVIDE ALLOWANCE FOR 30' ADDITIONAL W8x18.

W8 - SEE PLAN

3/4"ø ADHESIVE ANCHORS AT 12"

ON CENTER - STAGGER EACH SIDE

PROVIDE (2) ADDITIONAL

ANCHORS EACH END

EXISTING CONCRETE SLAB

EI

G R

E

E E I

G

BARBER & HOFFMAN, INC.

S T

AOI

S

N

S

EL

N

OT

R P

F O

S

OHTA

JON T.

LEUTHAEUSER

E-65601

R

D

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OE F

E N

E R

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

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

13212 Shaker Square Suite 204 Cleveland, Ohio 44120 P. 216.752.1800 F. 216.752.3833

Consulting Engineers

BARBER & HOFFMAN, INC.

2217 East 9th Street, Suite 350 Cleveland, OH 44115-1257 216-875-0100/ (F) 216-875-0111 www.barberhoffman.com

D J T

L -n e t\ P ro je c ts

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P e n th o u s e R jle u th a e u s e r.

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1-S1-2 10701 East Blvd. Cleveland, OH 44106

06-26-2020 JTL JAM

541-19-101Renovate Operating Rooms Bid IssueFRAMING PLANS & SECTIONS

1/8" = 1'-0"

SECOND FLOOR FRAMING PLAN

SECTION

3/4" = 1'-0"

SECTION

3/4" = 1'-0"

N

1/8" = 1'-0"

EXISTING ROOF FRAMING PLAN

N

SECTION

3/4" = 1'-0"

Revisions: Date:

Bid Issue 06/26/2020