36C25020B0020-0002010.pdf

H.2 H.8

C

J

14'-8"±

17.1

E

X

S

L

A

B

COLUMN DROP

PANEL (TYPICAL)

15.6

H.2 H.8

C

J

14'-8"±

17.1

15.6

H.9

1'-7 11/16"±

H.9

1'-7 11/16"±

11.6

E

W x

E

H

S

S x x

E

C x

O

W

E X

K

E X

K

E X

K

E X

W x

E X

W x

E X

C x

O W

E

X

C x

O W

E X

K

E

X

K

E X

K

E X

K

E X

K

E X

K

EX. W18x35

E x

E x

O

W

EX. W14x22

EX. RD-1.5

T

Y

P

O

F

S

C

W x

W x

W x

W x

W x

W x

W x

W12x26

W12x26

W12x26

W x

W x

W x

W x

7'-3"

7'-3"

PENTHOUSE FLOOR FRAMING PLAN

1/8"=1'-0"

PENTHOUSE ROOF FRAMING PLAN

1/8"=1'-0"

N N

R D

HSS4x4x1/4

(TYPICAL)

R

D

HSS4x4x1/4

(TYPICAL)

S1.1

S1.1

S1.1

S

S

EXISTING CONCRETE CURB

F

A

B

D

G

3 1/2"

FACE BLDG

FACE OF EXISTING METAL

SIDING

T O

P

W

T O

P

W

T

T

DESIGN LOADS (OBC 2017)

Roof live load

Roof live load ------------------------------------------------------------------------- 20 psf

Roof snow load data

Ground snow load (ASCE 7, Figure 7-1) -------------------------------------- Pg = 20 psf

Flat-roof snow load (ASCE 7, 7.3) ---------------------------------------------- Pf = 21 psf (1)+ 5 psf (2)

Snow exposure factor (ASCE 7, Table 7-2) ---------------------------------- Ce = 1.0

Snow importance factor (ASCE 7, Table 1.5-2) ----------------------------- Is = 1.2

Thermal factor (ASCE 7, Table 7-3) -------------------------------------------- Ct = 1.2

(1) Increased for snow buildup / unbalanced per ASCE 7, 7.6 to 7.9

(2) Rain-on-snow surcharge (ASCE 7, 7.10) applied only to balanced snow load

Wind design data

Ultimate design wind speed (ASCE 7, Figure 26.5-1) --------------------- Vult = 120 mph

Nominal design wind speed (OBC 1609.3.1) -------------------------------- Vasd = 93 mph

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

Exposure category (ASCE 7, 26.7.3) ------------------------------------------ B

Internal pressure coefficient (ASCE 7, Table 26.11-1) -------------------- GCpi = ±0.18

Components and cladding (Ultimate)

Effective Wind Area -------------------------------------------------------- 10 ft² (3)

Zone 1 (Roof Interior) ------------------------------------------------------ +10.0, -58.0 psf

Zone 4 (Wall Interior) ------------------------------------------------------ +40.0, -40.0 psf

(+) Indicates pressure acting toward the surface

(-) Indicates pressure acting away from the surface

(3) Components and cladding engineer may calculate wind loads based on actual effective wind area per ASCE 7

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 = 0.098 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

Addition complies with all exceptions listed in ASCE 7, Appendix 11B.3. 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. 2015 International Building Code (IBC 2015)

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

F. AISI S100-12, North American Specification for the Design of Cold-Formed Steel

Structural Members

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. Existing conditions as shown on these plans are for reference only. The Contractor is required to field verify all existing conditions prior to construction.

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

6. 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.

7. 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.

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. Bolts shall be ASTM F3125 and shall be installed in accordance with

"Specifications for Structural Joints Using High-Strength Bolts".

B. Provide slip critical bolts for all moment connections, wind connections, hangers, and other connections as noted on drawings.

C. Provide bearing type connections with thread included in the shear plane 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. All bolts should be tightened to full pretensioning load.

F. Use standard holes with the following exception: short slotted holes are permitted for shear loading perpendicular to the slot.

G. The length of connection shall not be less than one-half of the T distance of the beam web.

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

7. All slip connections shall be provided with a means of preventing the nuts from unthreading.

8. 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.

9. Primer, see specifications.

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.

POST-INSTALLED ANCHORS

1. Anchorage to hardened concrete 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 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.

DESIGN STRESSES

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

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

Metal decks (ASTM A653)

Roof deck ------------------------------------------------------------------------------ Fy = 33,000 psi

Hollow structural sections (ASTM A500, Grade C)

Rectangular --------------------------------------------------------------------------- Fy = 50,000 psi

Round ---------------------------------------------------------------------------------- Fy = 46,000 psi

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

SC-1 - SEE PLAN

PL3/4x12x1'-0" WITH

(4) 3/4"ø EXPANSION

ANCHORS

EXISTING CONCRETE

REPAIR ROOFING - SEE

ARCHITECTURAL

DRAWINGS

SECTION 1

3/4"=1'-0"

SECTION 2

3/4"=1'-0"

L3x3x3/8 x 6" LONG

TOP AND BOTTOM

WITH (2) BOLTS TO

BEAM

STANDARD SHEAR

CONNECTION

SECTION 3

3/4"=1'-0"

W12 - SEE PLAN

HSS4x4 - SEE PLAN

FOR SPACING

HSS4x4 - MATCH

BACK SPAN

HSS4x4 - MATCH

BACK SPAN

CONTINUOUS

L2 1/2x2 1/2x1/4

CJP

SEE ARCHITECTURAL

DRAWINGS FOR DIMENSIONS

3/8" CAP PLATE

EXISTING CONCRETE

FLAT SLAB

REMOVE EXISTING

DAVIT AND RELOCATE -

SEE ARCHITECTURAL

DRAWINGS

PL1/2x9x0'-9" WITH (4)

1/2"ø EXPANSION

ANCHORS

DAVIT RELOCATION DETAIL

3/4"=1'-0"

LEGEND:

SC-1 HSS6x6x3/8 STEEL COLUMN

RD-1.5 1 1/2", GALVANIZED, 20 GAUGE, WIDE RIB METAL

ROOF DECK

PARTIALLY RESTRAINED MOMENT CONNCETION -

SEE SECTION 2 THIS SHEET.

PLAN NOTES:

1. EXISTING CONDITIONS SHOWN ARE BASED ON CONSTRUCTION

DOCUMENTS PREPARED BY CANNON DESIGN DATED JUNE 15,

2007. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS

AND NOTIFY ARCHITECT/ENGINEER OF ANY DISCREPANCIES.

2. ELEVATIONS ARE REFERENCE FROM EXISTING PENTHOUSE

SLAB = 747'-8"± = (0-'0").

3. SLOPE STEEL UNIFORMLY BETWEEN ELEVATIONS GIVEN.

S1.1

LJPJAM

Drawing Title

Approved: Project Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of

CONSULTANTS: ARCHITECT:

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

VA FORM 08-6231, OCT 1978

1 2 3 4 5 6 87 9

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97 8654321 10

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Revisions: Date

VAMC - WADE PARK

Office of Facilities

ManagementDESIGN AND CONSTRUCTION DOCUMENTS AS

INSTRUMENTS OF SERVICE ARE GIVEN IN

CONFIDENCE AND REMAIN THE PROPERTY OF

PERSPECTUS ARCHITECTURE. THE USE OF THIS

DESIGN AND THESE CONSTRUCTION DOCUMENTS

FOR PURPOSES OTHER THAN THE SPECIFIC

PROJECT NAMED HEREIN IS STRICTLY PROHIBITED

WITHOUT THE EXPRESSED WRITTEN CONSENT OF

PERSPECTUS ARCHITECTURE.

13212 Shaker Square Suite 204 Cleveland, Ohio 44120

P. 216.752.1800 F.216.752.3833

REPLACE CARES TOWER

ROOF AND OVERHANGS

09-20-2019

541-18-103

Revisions: Date

PROJECT

LOCATION

KEY PLAN

Scale = None

B

A

C

B

A

C

B-B2

B-B3

B-B4

B-B5

B-C2

B-C3

B-C4

B-C5

B-D2

B-D3

B-D4

B-E3

B-E4

B-E2

B-F3

B-F4

B-C4

Bid Issue 09/20/19

FULLY SPRINKLERED

TRUE

NORTH

Consulting Engineers

BARBER & HOFFMAN, INC.

2217 East 9th Street, Suite 350

Cleveland OH 44115-1257

216-875-0100/ (F) 216-875-0111 barberhoffman.com

PENTHOUSE FRAMING PLANS,

GENERAL NOTES, AND SECTIONS

BARBER & HOFFMAN, INC.

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JON T.

LEUTHAEUSER

E-65601

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TEL. (440) 546-9696

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BROADVIEW HTS., OHIO 44147

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672 EAST ROYALTON ROAD

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FAX: (440) 546-9699

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FREDRICK, FREDRICK & HELLER

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ENGINEERS, INC.

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