VA255-17-R-0134-00001001.pdf

Atchison

Smithville

Leavenworth

Kansas City

Harrisonville

Warrensburg

Lawrence

Ottawa

Blue Springs

SITE

SITE

E 31st St.

E 35st St.

I70

I435

I35

E 35th St.

El m w oo d Av e.

Linwood Blvd.

Em an ue l C le av er

II

B lv d.

SITE

PROJECT MANAGER

APPROVAL

NAME DATE

CHIEF OF PROJECTS

APPROVAL

NAME DATE

CHIEF ENGINEER

APPROVAL

NAME DATE

CHIEF OF FACILITIES

APPROVAL

NAME DATE

FSC, Inc. Consulting Engineers Missouri State Certificate of Authority #1999137647

9225 Indian Creek Pkwy, Suite 300 Overland Park, KS 66210 Phone (913) 722-3473 Fax (913) 722-3484 Web www.fsc-inc.com

9229 Ward Parkway, Kansas City, MO 64114

Tel: (816) 444-4200 www.glmv.com

Drawing Title

Approved: Medical Center Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of Revisions: Date

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

B

A

C

D

E

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

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

CONSTRUCT PATIENT

PARKING GARAGE

KANSAS CITY, MISSOURI

589-370

OCT. 28, 2014

WALTER P. MOORE AND ASSOCIATES, INC.

920 MAIN STREET, TENTH FLOOR

KANSAS CITY, MISSOURI 64105

PHONE: 816.701.2100 FAX: 816.701.2200

CONSULTING ENGINEERS

FSC, Inc.

Approved: Chief of Staff

GI001

COVER SHEET

U.S. Department of Veterans Affairs Kansas City Medical Center 4801 Linwood Boulevard Kansas City, MO 64128 Construct Patient Parking Garage VA Project Number: 589-370

CONSTRUCTION DOCUMENTS 100% SUBMITTALCONSTRUCTION DOCUMENTS 100% SUBMITTALCONSTRUCTION DOCUMENTS 100% SUBMITTALCONSTRUCTION DOCUMENTS 100% SUBMITTAL October 28, 2014October 28, 2014October 28, 2014October 28, 2014

SHEET INDEX

Sheet Number Sheet Name

ARCHITECTURAL

AS101 GROUND LEVEL - FLOOR PLAN

AS102 LEVEL 2 - FLOOR PLAN

AS103 LEVEL 3 - FLOOR PLAN

AS104 LEVEL 4 - FLOOR PLAN

AS121 ROOF PLAN

AS201 EXTERIOR ELEVATIONS

AS202 EXTERIOR ELEVATIONS

AS301 BUILDING SECTIONS

AS302 BUILDING SECTIONS

AS311 WALL SECTIONS

AS312 WALL SECTIONS & DETAILS

AS401 ENLARGED FLOOR PLANS

AS402 CANOPY PLANS AND DETAILS

AS403 CANOPY SECTIONS AND DETAILS

AS404 PRECAST CONCRETE ELEVATIONS

AS405 PRECAST CONCRETE ELEVATIONS

AS521 ROOF DETAILS

AS522 WALKWAY CANOPY DETAILS

AS531 PRECAST CONCRETE DETAILS

AS601 PARTITION TYPES & DOOR SCHEDULE + TYPES

AS611 STAIR SECTIONS & DETAILS

AS612 STAIR & ELEVATOR DETAILS

PARKING

PK101 LEVEL 1 PAVEMENT MARKING PLAN

PK102 LEVEL 2 PAVEMENT MARKING PLAN

PK103 LEVEL 3 PAVEMENT MARKING PLAN

PK104 LEVEL 4 PAVEMENT MARKING PLAN

PK121 PAVEMENT MARKING DETAILS

PK201 LEVEL 1 GRAPHIC PROGRAMMING PLAN

PK202 LEVEL 2 GRAPHIC PROGRAMMING PLAN

PK203 LEVEL 3 GRAPHIC PROGRAMMING PLAN

PK204 LEVEL 4 GRAPHIC PROGRAMMING PLAN

PK220 SIGNAGE SCHEDULE

PK221 SIGN FACE DETAILS

PK222 SIGN FACE DETAILS

PK223 SIGN MOUNTING DETAILS

PK224 CLEARANCE BAR MOUNTING DETAILS

PK301 PARKING EQUIPMENT DETAIL PLAN

GENERAL MECHANICAL/ELECTRICAL/PLUMBING

M-000 MEP SYMBOLS LIST

MECHANICAL

M-101 MECHANICAL - GROUND LEVEL - FLOOR PLAN

M-103 MECHANICAL - LEVEL 3 - FLOOR PLAN

M-104 MECHANICAL - LEVEL 4 - FLOOR PLAN

PLUMBING

P-101 PLUMBING - GROUND LEVEL - FLOOR PLAN

P-102 PLUMBING - LEVEL 2 - FLOOR PLAN

P-103 PLUMBING - LEVEL 3 - FLOOR PLAN

P-104 PLUMBING - LEVEL 4 - FLOOR PLAN

P-601 PLUMBING SCHEDULES AND DETAILS

ELECTRICAL

DE001 ELECTRICAL DEMOLITION SITE PLAN

E-001 ELECTRICAL SITE PLAN

E-101 ELECTRICAL - GROUND LEVEL- FLOOR PLAN

E-102 ELECTRICAL - LEVEL 2 - FLOOR PLAN

E-103 ELECTRICAL - LEVEL 3 - FLOOR PLAN

E-104 ELECTRICAL - LEVEL 4 - FLOOR PLAN

E-601 ELECTRICAL SCHEDULES

E-602 ELECTRICAL RISER DIAGRAM

E-603 ELECTRICAL PANEL BOARD SCHEDULES

ELECTRICAL LIGHTING

EL101 LIGHTING - GROUND LEVEL - FLOOR PLAN

EL102 LIGHTING - LEVEL 2 - FLOOR PLAN

EL103 LIGHTING - LEVEL 3 - FLOOR PLAN

EL104 LIGHTING - LEVEL 4 - FLOOR PLAN

Grand total: 123

SHEET INDEX

Sheet Number Sheet Name

GENERAL

GI001 COVER SHEET

GI002 LIFE SAFETY & CODE ANALYSIS

CIVIL

C-001 GENERAL NOTES - LEGENDS - ABBREVIATIONS

C-002 SURVEY CONTROL AND MISC INFORMATION

C-003 SURVEY

C-101 DEMOLITION PLAN

C-102 SITE LAYOUT PLAN

C-103 GRADING PLAN

C-104 SITE UTILITY PLAN

C-105 STORM SEWER PLAN

C-106 WATER LINE PLAN

C-107 SWPPP PLAN

C-201 UTILITY PROFILES

C-501 SITE PLAN DETAILS

C-502 STORM SEWER DETAILS

C-503 STORM SEWER DETAILS

C-504 WATER LINE DETAILS

C-505 SWPPP DETAILS

C-701 EXISTING DRAINAGE AREA MAP

C-702 DRAINAGE AREA MAP

STRUCTURAL

S-001 GENERAL NOTES

S-002 GENERAL NOTES

S-003 STRUCTURAL SYMBOLS & ABBREVIATIONS

S-004 CONCRETE COVER REQUIREMENTS

S-005 REINFORCING STEEL DETAILS

S-006 REINFORCING STEEL DETAILS

S-007 LOAD KEY PLANS

S-008 LOAD KEY PLANS

S-101 LEVEL 1 FOUNDATION PLAN

S-102 LEVEL 2 FRAMING PLAN

S-103 LEVEL 3 FRAMING PLAN

S-104 LEVEL 4 FRAMING PLAN

S-105 LEVLE 5 FRAMING PLAN

S-106 CANOPY PLANS AND DETAILS

S-201 AXONOMETRICS

S-202 AXONOMETRICS

S-211 BUILDING SECTIONS

S-212 BUILDING SECTIONS

S-221 WALL SECTIONS

S-222 WALL SECTIONS

S-223 WALL SECTIONS

S-224 WALL SECTIONS

S-225 WALL SECTIONS

S-301 FOUNDATION & SLAB-ON-GRADE TYPICAL DETAILS

S-302 FOUNDATION & SLAB-ON-GRADE TYPICAL DETAILS

S-303 FOUNDATION & SLAB-ON-GRADE TYPICAL DETAILS

S-311 FOUNDATION DETAILS

S-312 FOUNDATION DETAILS

S-313 FOUNDATION DETAILS

S-401 FRAMING TYPICAL DETAILS-CONCRETE

S-402 FRAMING TYPICAL DETAILS-CONCRETE

S-403 FRAMING TYPICAL DETAILS-CONCRETE

S-404 FRAMING TYPICAL DETAILS-CONCRETE

S-405 FRAMING TYPICAL DETAILS

S-411 FRAMING DETAILS

S-412 FRAMING DETAILS

S-413 FRAMING DETAILS

S-414 FRAMING DETAILS

S-501 COLUMN TYPICAL DETAILS

S-502 COLUMN TYPICAL DETAILS

S-611 BEAM AND GIRDER SCHEDULES

S-612 BEAM AND GIRDER SCHEDULES

S-621 COLUMN SCHEDULES

S-622 COLUMN SCHEDULES

N.T.S.

MAP OF REGION

N.T.S.

MAP OF CITY

N.T.S.

MAP OF SITE

UP

DN

PATIENT PARKING GARAGEPATIENT PARKING GARAGEPATIENT PARKING GARAGEPATIENT PARKING GARAGE KANSAS CITY VA MEDICAL CENTERKANSAS CITY VA MEDICAL CENTERKANSAS CITY VA MEDICAL CENTERKANSAS CITY VA MEDICAL CENTER KANSAS CITY, MISSOURIKANSAS CITY, MISSOURIKANSAS CITY, MISSOURIKANSAS CITY, MISSOURI

JACKSON COUNTYJACKSON COUNTYJACKSON COUNTYJACKSON COUNTY

LOCAL CODE JURISDICTION: JACKSON COUNTY

FIRE DEPARTMENT: CITY OF KANSAS CITY FIRE DEPARTMENT

IBC EDITION: 2012

NFPA 101 EDITION: 2012

NEC EDITION: 2012

IPC EDITION: 2012

BUILDING INFORMATION

- MAIN OCCUPANCY TYPE (311.3): S-2

- CONSTRUCTION TYPE (602.2): II-B

406.5.4.1 - Single use.

Where the open parking garage is used for the parking or storage of private motor vehicles, with no other uses in the building, the area and height shall be permitted to comply with Table 406.5.4, along with increases allowed by Section 406.5.5.

- BASIC ALLOWABLE AREA (TABLE 406.5.4): 50,000 SF

- ACTUAL (GROSS) BUILDING AREA: 29,235 SF

- ALLOWABLE HEIGHT (in tiers) (TABLE 406.5.4): 8 TIERS

- ACTUAL HEIGHT: 4 TIERS

- OCCUPANCY (TABLE 1004.1.2): 200 GROSS

Occupants: 515

- EXITS REQUIRED: 2

- EXITS PROVIDED: 2

1009.3 Exit Access Stairways - Exception 6:

Exit access stairways and ramps in open parking garages that serve only the parking garage are not required to be enclosed.

- MAX ALLOWED EXIT TRAVEL DISTANCE (TABLE 1016.2): 300 FEET

Actual Maximum Travel Distance to Exit: 213 FEET

-MAX ALLOWED COMMON PATH OF EGRESS (TABLE 1014.3): 100 FEET

Actual Maximum Common Path of Egress: 42 FEET

- EGRESS WIDTH (TABLE 1005.3): 0.3-IN (STAIRWAY)

0.2-IN (OTHER)

1005.3.1 Stairways.

Where stairways serve more than one story, only the occupant load of each story considered individually shall be used in calculating the required capacity of the stairways servind that story.

1005.5 Distribution of egress capacity.

means of egress shall be configured such that the loss of any one exit, or access to one exit, shall not reduce the available capacity to less than 50 percent of the required capacity.

70 occupants x .3-IN = 21 INCHES OF EGRESS WIDTH REQUIRED.

48 INCHES PROVIDED

INTERNATIONAL BUILDING CODE (IBC): 2012

CODE ANALYSIS SUMMARY

CODES OF RECORD: ACTIVE FIRE PROTECTION:

DRY STAND PIPE SYSTEM.

LAND USE:

PROJECT IS LOCATED ON LAND OWNED BY

THE KANSAS CITY VA MEDICAL CENTER AND

IS A FEDERALLY OWNED PROPERTY.

ACCESSIBLE ROUTES:

ALL SPACES WITH ACCESS BY THE GENERAL PUBLIC

ARE ACCESSIBLE. THE NEW PARKING GARAGE HAS

AN ACCESSIBLE ROUTE TO THE BUILDING.

OPEN PARKING GARAGES AREA AND HEIGHT

BUILDING OCCUPANCY LOAD

BUILDING EGRESS

FIRE RESISTANCE OF BUILDING ELEMENTS

- TYPE II-B (TABLE 601):

Primary Structural Frame 0-HR Bearing Walls (Exterior) 0-HR Bearing Walls (Interior) 0-HR Nonbearing Walls/Partitions (Interior) 0-HR Floor Construction 0-HR Roof Construction 0-HR

- TYPE II-B (TABLE 602):

Exterior Walls (Separation distance greater than 10', Less than 30') 0-HR

- ARCHITECTURAL

- ELECTRICAL

- HVAC

- PLUMBING

- SITE UTILITIES

- AUTO TRANSPORT

- INTERIOR DESIGN

- STRUCTURAL

- NFPA 13: Standard for the Installation of Sprinkler Systems

- NFPA 70®: National Electrical Code®

- NFPA 72: National Fire Alarm and Signaling Code

- NFOA 88A: Standard for Parking Structures

- NFPA 101®: Life Safety Code®

- ICC International Building Code

- ICC International Electrical Code

- ICC International Energy

- ICC International Mechanical Code

- ICC International Plumbing Code

VA BUILDING CODES, STANDARDS AND MANUALS :

CODES AND STANDARDS: UTILIZE THE MOST CURRENT EDITIONS OF THE FOLLOWING CODES:

VA DESIGN MANUALS:

53.2"

372"

138 FEET 204 FEET

F

E E

T

10,766 SF / 200 = 54

10,766 SF / 200 = 54

205 SF / 300 = 1

FEC FEC

FEC

FEC

FEC

100 FEET

1.0"

34"

LIFE SAFETY PLAN LEGENDLIFE SAFETY PLAN LEGENDLIFE SAFETY PLAN LEGENDLIFE SAFETY PLAN LEGEND

OCCUPANT LOAD EXITING

TRAVEL PATH & DISTANCE

FIRE EXTINGUISHER CABINET

(FEC); TRAVEL DISTANCE

NOT TO EXCEED 75 FEET

FEC

REQUIRED EXIT WIDTH

(0.2 x OCCUPAND LOAD)

EXIT WIDTH PROVIDED

500/300=2

ROOM AREA

AREA PER OCCUPANT

OCCUPANCY LOAD

APPROXIMATE AREA

INDICATOR

WALKWAY TO

MAIN ENTRANCE

(AT EAST LEVEL 2

ONLY)

51.8"

95"

213 FEET

13,866 SF / 200 = 70

13,566 SF / 200 = 68

204 FEET

FEC FEC

FEC

FEC

FEC

213 FEET

13,866 SF / 200 = 70

10,421 SF / 200 = 53

204 FEET

FEC FEC

FEC

FEC

FEC

FSC, Inc. Consulting Engineers Missouri State Certificate of Authority #1999137647

9225 Indian Creek Pkwy, Suite 300 Overland Park, KS 66210 Phone (913) 722-3473 Fax (913) 722-3484 Web www.fsc-inc.com

9229 Ward Parkway, Kansas City, MO 64114

Tel: (816) 444-4200 www.glmv.com

Drawing Title

Approved: Medical Center Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of Revisions: Date

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

B

A

C

D

E

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

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

CONSTRUCT PATIENT

PARKING GARAGE

KANSAS CITY, MISSOURI

589-370

OCT. 28, 2014

WALTER P. MOORE AND ASSOCIATES, INC.

920 MAIN STREET, TENTH FLOOR

KANSAS CITY, MISSOURI 64105

PHONE: 816.701.2100 FAX: 816.701.2200

CONSULTING ENGINEERS

FSC, Inc.

Approved: Chief of Staff

GI002

LIFE SAFETY & CODE

ANALYSIS

1/16" = 1'-0"

LIFE SAFETY PLAN - GROUND LEVEL

1/16" = 1'-0"

LIFE SAFETY PLAN - LEVELS 2&3

1/16" = 1'-0"

LIFE SAFETY PLAN - LEVEL 4

JOHN

STEVEN

TOP

NUMBER

A-2008029201

S I

TA

TE OF MISSOU

R

A TRCH I T EC

GENERAL NOTES - LEGENDS -

ABBREVIATIONS

C-001

Drawing Title

Approved: Medical Center Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of

Revisions: Date o n e e i g h t h i n c h o n e f o o t

B

A

C

D

E

F t h r e e i n c h e s o n e f o o t o n e a n d o n e h a l f i n c h e s o n e f o o t o n e i n c h o n e f o o t t h r e e q u a r t e r s i n c h o n e f o o t o n e h a l f i n c h o n e f o o t t h r e e e i g h t h s i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

OCT. 28, 2014

CONSULTING ENGINEERS

FSC, Inc.

Tel: (816) 444-4200 www.glmv.com

Approved: Chief of Staff

Drawing Title

Approved: Medical Center Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of

Revisions: Date o n e e i g h t h i n c h o n e f o o t

B

A

C

D

E

F t h r e e i n c h e s o n e f o o t o n e a n d o n e h a l f i n c h e s o n e f o o t o n e i n c h o n e f o o t t h r e e q u a r t e r s i n c h o n e f o o t o n e h a l f i n c h o n e f o o t t h r e e e i g h t h s i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

OCT. 28, 2014

CONSULTING ENGINEERS

FSC, Inc.

Tel: (816) 444-4200 www.glmv.com

Approved: Chief of Staff

SURVEY CONTROL AND MISC

INFORMATION

C-002

FOR REFERENCE ONLY

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of

Revisions: Date o n e e i g h t h i n c h o n e f o o t

B

A

C

D

E

F t h r e e i n c h e s o n e f o o t o n e a n d o n e h a l f i n c h e s o n e f o o t o n e i n c h o n e f o o t t h r e e q u a r t e r s i n c h o n e f o o t o n e h a l f i n c h o n e f o o t t h r e e e i g h t h s i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

OCT. 28, 2014

CONSULTING ENGINEERS

FSC, Inc.

Tel: (816) 444-4200 www.glmv.com

Approved: Chief of Staff

SURVEY

C-003

FOR REFERENCE ONLY

DEMOLITION PLAN

C-101

Drawing Title

Approved: Medical Center Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of

Revisions: Date o n e e i g h t h i n c h o n e f o o t

B

A

C

D

E

F t h r e e i n c h e s o n e f o o t o n e a n d o n e h a l f i n c h e s o n e f o o t o n e i n c h o n e f o o t t h r e e q u a r t e r s i n c h o n e f o o t o n e h a l f i n c h o n e f o o t t h r e e e i g h t h s i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

OCT. 28, 2014

CONSULTING ENGINEERS

FSC, Inc.

Tel: (816) 444-4200

SITE LAYOUT PLAN

C-102

Drawing Title

Approved: Medical Center Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of

Revisions: Date o n e e i g h t h i n c h o n e f o o t

B

A

C

D

E

F t h r e e i n c h e s o n e f o o t o n e a n d o n e h a l f i n c h e s o n e f o o t o n e i n c h o n e f o o t t h r e e q u a r t e r s i n c h o n e f o o t o n e h a l f i n c h o n e f o o t t h r e e e i g h t h s i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

OCT. 28, 2014

CONSULTING ENGINEERS

FSC, Inc.

Tel: (816) 444-4200

GRADING PLAN

C-103

Drawing Title

Approved: Medical Center Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of

Revisions: Date o n e e i g h t h i n c h o n e f o o t

B

A

C

D

E

F t h r e e i n c h e s o n e f o o t o n e a n d o n e h a l f i n c h e s o n e f o o t o n e i n c h o n e f o o t t h r e e q u a r t e r s i n c h o n e f o o t o n e h a l f i n c h o n e f o o t t h r e e e i g h t h s i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

OCT. 28, 2014

CONSULTING ENGINEERS

FSC, Inc.

Tel: (816) 444-4200

SITE UTILITY PLAN

C-104

Drawing Title

Approved: Medical Center Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of

Revisions: Date o n e e i g h t h i n c h o n e f o o t

B

A

C

D

E

F t h r e e i n c h e s o n e f o o t o n e a n d o n e h a l f i n c h e s o n e f o o t o n e i n c h o n e f o o t t h r e e q u a r t e r s i n c h o n e f o o t o n e h a l f i n c h o n e f o o t t h r e e e i g h t h s i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

OCT. 28, 2014

CONSULTING ENGINEERS

FSC, Inc.

Tel: (816) 444-4200

STORM SEWER PLAN

C-105

Drawing Title

Approved: Medical Center Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of

Revisions: Date o n e e i g h t h i n c h o n e f o o t

B

A

C

D

E

F t h r e e i n c h e s o n e f o o t o n e a n d o n e h a l f i n c h e s o n e f o o t o n e i n c h o n e f o o t t h r e e q u a r t e r s i n c h o n e f o o t o n e h a l f i n c h o n e f o o t t h r e e e i g h t h s i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

OCT. 28, 2014

CONSULTING ENGINEERS

FSC, Inc.

Tel: (816) 444-4200

WATERLINE PLAN

C-106

Drawing Title

Approved: Medical Center Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of

Revisions: Date o n e e i g h t h i n c h o n e f o o t

B

A

C

D

E

F t h r e e i n c h e s o n e f o o t o n e a n d o n e h a l f i n c h e s o n e f o o t o n e i n c h o n e f o o t t h r e e q u a r t e r s i n c h o n e f o o t o n e h a l f i n c h o n e f o o t t h r e e e i g h t h s i n c h o n e f o o t o n e q u a r t e r i n c h o n e f o o t

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

OCT. 28, 2014

CONSULTING ENGINEERS

FSC, Inc.

Tel: (816) 444-4200

SWPPP PLAN

C-107

Drawing Title

Approved: Medical Center Director

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Dwg. of

Revisions: Date o n e e i g h t h i n c h o n e f o o t

B

A

C

D

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CONSULTING ENGINEERS

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Approved: Chief of Staff

UTILITY PROFILES

C-201

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STORM SEWER DETAILS

C-502

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CONSULTING ENGINEERS

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STORM SEWER DETAILS

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WATERLINE DETAILS

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CONSULTING ENGINEERS

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9225 Indian Creek Pkwy, Suite 300 Overland Park, KS 66210

9229 Ward Parkway, Kansas City, MO 64114

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CONSTRUCT PATIENT

PARKING GARAGE

KANSAS CITY, MISSOURI

589-370

WALTER P. MOORE AND ASSOCIATES, INC.

920 MAIN STREET, TENTH FLOOR

KANSAS CITY, MISSOURI 64105

PHONE: 816.701.2100 FAX: 816.701.2200

CONSULTING ENGINEERS

FSC, Inc.

S-001

GENERAL NOTES

OCT. 28, 2014

GENERAL STRUCTURAL NOTES

PART I - DESIGN CRITERIA

A. GENERAL BUILDING CODE

1. THE CONSTRUCTION DOCUMENTS ARE BASED ON THE REQUIREMENTS OF THE

INTERNATIONAL BUILDING CODE 2012.

B. DEAD AND LIVE LOADS

1. REFER TO THE LOAD KEY PLANS ON SHEETS S-007 AND S-008 FOR ALL DEAD AND

LIVE LOADING USED ON THE PROJECT.

C. ELEVATOR LOADS

1. MACHINE BEAM, CAR BUFFER, COUNTERWEIGHT BUFFER, AND GUIDE RAIL LOADS:

ASSUMED ELEVATOR LOADS TO THE SUPPORTING STRUCTURE ARE SHOWN ON THE

DRAWINGS, INCLUDING MACHINE BEAM REACTIONS, CAR BUFFER REACTIONS,

COUNTERWEIGHT BUFFER REACTIONS, AND HORIZONTAL AND VERTICAL GUIDE RAIL LOADS.

THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER FINAL ELEVATOR SHOP

DRAWINGS SHOWING ALL LOADS TO THE STRUCTURE PRIOR TO THE INSTALLATION OF THE

ELEVATORS FOR VERIFICATION OF LOAD CARRYING CAPACITY.

D. WIND LOADS

1. WIND PRESSURES ARE BASED ON THE PROVISIONS OF THE AMERICAN SOCIETY OF

CIVIL ENGINEERS, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, ASCE

7-10 AND THE FOLLOWING CRITERIA:

a. ULTIMATE DESIGN WIND SPEED (VULT): 115 MPH (3 SECOND GUST)

b. NOMINAL DESIGN WIND SPEED (VASD): 90 MPH (3-SECOND GUST)

c. BUILDING RISK CATEGORY: II

d. WIND EXPOSURE CATEGORY: B

e. INTERNAL PRESSURE COEFFICIENT (GCPI): +0.0/-0.0

2. WIND PRESSURES USED IN THE DESIGN OF THE CLADDING ARE SHOWN ON THE

STRUCTURAL DRAWINGS, SHEET S-002.

E. SNOW LOADS

1. SNOW LOADS ARE BASED ON THE AMERICAN SOCIETY OF CIVIL ENGINEERS,

MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, ASCE 7-10 AND THE

FOLLOWING CRITERIA:

a. GROUND SNOW LOAD (PG): 20 PSF

b. FLAT-ROOF SNOW LOAD (PF): 20 PSF

c. SNOW EXPOSURE FACTOR (CE): 1.0

d. SNOW LOAD IMPORTANCE FACTOR (I): 1.0

e. THERMAL FACTOR (CT): 1.2

F. SEISMIC DESIGN CRITERIA

1. THE STRUCTURE AND COMPONENTS OF THE BUILDING HAVE BEEN DESIGNED IN

ACCORDANCE WITH AFOREMENTIONED BUILDING CODE WITH THE FOLLOWING CRITERIA:

a. 0.2 SEC. SPECTRAL ACCELERATION (SS) (%G): 0.112

b. 1 SEC. SPECTRAL ACCELERATION (S1) (%G): 0.065

c. SITE CLASS: C

d. SITE COEFFICIENT, SHORT PERIOD (FA): 1.2

e. SITE COEFFICIENT, 1 SEC. PERIOD (FV): 1.7

f. 0.2 SEC SPECTRAL RESPONSE COEFF. (SDS) (%G): 0.089

g. 1 SEC SPECTRAL RESPONSE COEFF. (SD1) (%G): 0.073

h. OCCUPANCY CATEGORY: II

i. OCCUPANCY IMPORTANCE FACTOR, I: 1.0

j. SEISMIC DESIGN CATEGORY: B

k. BASIC SEISMIC-FORCE RESISTING SYSTEM:

ORDINARY REINFORCED CONCRETE MOMENT FRAMES

l. RESPONSE MODIFICATION FACTOR, R: 3

m. SYSTEM OVERSTRENGTH FACTOR, OMEGA-O: 3

n. DEFLECTION AMPLIFICATION FACTOR, CD: 2.5

o. DESIGN SEISMIC BASE SHEAR (KIPS): 431

p. PLAN STRUCTURAL IRREGULARITY TYPE: NONE

q. VERTICAL STRUCTURAL IRREGULARITY TYPE: NONE

r. ANALYTICAL PROCEDURE: EQUIVALENT LATERAL FORCE METHOD

2. SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS, STRUCTURAL

COMPONENTS ENGINEERED AS PART OF DEFERRED SUBMITTALS, AND CONNECTIONS OF

THOSE COMPONENTS TO THE PRIMARY STRUCTURE SHALL BE DESIGNED IN ACCORDANCE

WITH THE AFOREMENTIONED BUILDING CODE, THE GENERAL SEISMIC CRITERIA LISTED

ABOVE, AND THE REQUIREMENTS OF ASCE 7-10, CHAPTERS 12.11, 13.3, AND 13.4 AS

APPROPRIATE.

G. VEHICLE BARRIER LOAD

1. ALL SPANDRELS, WALLS, COLUMNS AND OTHER MEMBERS OF PARKING GARAGES

WHERE A CAR IMPACT LOAD COULD BE SUSTAINED SHALL BE DESIGNED TO WITHSTAND THE

EFFECT OF THE FORCE FROM ANY DIRECTION ON THE DRIVING SURFACE AND SHALL HAVE

THE ANCHORAGE OR ATTACHMENT CAPABLE OF TRANSMITTING THIS LOAD TO THE

STRUCTURE AS SPECIFIED IN THE REFERENCED BUILDING CODE, BUT NOT LESS THAN THE

EFFECT OF A SINGLE FACTORED LOAD OF 10,000 POUNDS APPLIED HORIZONTALLY IN ANY

DIRECTION TO THE BARRIER SYSTEM UNDER TWO LOADING CONDITIONS. THE FIRST

CONDITION SHALL APPLY THE LOAD AT A HEIGHT OF 1’-6” ABOVE THE FLOOR OR RAMP

SURFACE AND THE SECOND LOADING CONDITION SHALL APPLY THE LOAD AT 2’-3” ABOVE THE

FLOOR OR RAMP SURFACE. THE MORE SEVERE LOAD CONDITION SHALL GOVERN THE DESIGN

OF THE BARRIER RESTRAINT SYSTEM.

H. FUTURE EXPANSION

1. NO PROVISIONS FOR ANY FUTURE EXPANSIONS HAVE BEEN MADE IN THE

STRUCTURAL DESIGN.

I. BUILDING MOVEMENT AND DEFLECTIONS

1. THE BUILDING MOVEMENT SPECIFIED HEREIN IS ANTICIPATED TO OCCUR AND

SHALL BE CONSIDERED BY THE CONTRACTOR IN THE PERFORMANCE OF THE WORK.

2. SPANDREL BEAM DEFLECTIONS. THE FOLLOWING PROVISION SHALL BE MADE FOR

SUPERIMPOSED LOAD DEFLECTION OF ONE FLOOR RELATIVE TO AN ADJACENT FLOOR IN THE

DESIGN, FABRICATION, AND ERECTION OF THE BUILDING CLADDING:

a. TYPICAL SPANDREL BEAM: 1/2”

SUPERIMPOSED LOAD DEFLECTION IS DEFINED AS ALL DEFLECTION ANTICIPATED TO

OCCUR AFTER THE CLADDING HAS BEEN ERECTED. THE RELATIVE DEFLECTION ABOVE

DOES NOT INCLUDE THE FLOOR DEFLECTION CAUSED BY THE WEIGHT OF THE

CLADDING ITSELF OR THE DEAD LOAD DEFLECTION OF THE FLOOR FRAMING ITSELF,

NOR DOES IT INCLUDE ANY ALLOWANCE FOR FABRICATION OR ERECTION

TOLERANCES.

3. FLOOR DEFLECTIONS: THE FOLLOWING PROVISION FOR SUPERIMPOSED LOAD

DEFLECTIONS SHALL BE MADE IN THE DESIGN, FABRICATION, AND INSTALLATION OF ALL

PARTITIONS, GLASS WALLS, AND OTHER ELEMENTS SUPPORTED BY AND ATTACHED TO THE

STRUCTURE:

a. TYPICAL FLOOR MEMBERS: SPAN/360 BUT NOT LESS THAN 1/2”

b. TYPICAL ROOF MEMBERS: SPAN/360 BUT NOT LESS THAN 1/2”

4. LATERAL FRAME WIND DEFLECTION (DRIFT): THE FOLLOWING PROVISION FOR

LATERAL FRAME DEFLECTION IN THE PLANE OF THE WALL OF ONE FLOOR RELATIVE TO AN

ADJACENT FLOOR SHALL BE MADE IN THE DESIGN, FABRICATION AND INSTALLATION OF THE

BUILDING CLADDING:

a. TYPICAL FLOOR TO FLOOR: FLOOR HEIGHT/400

5. THE DEFLECTIONS LISTED ABOVE ARE BASED ON WIND LOADS WITH A 10-YEAR

MEAN RECURRENCE INTERVAL.

J. RESTRAINED CONSTRUCTION CLASSIFICATION

1. IN ACCORDANCE WITH ASTM E 119, ALL FLOOR CONSTRUCTION IS CLASSIFIED AS

RESTRAINED CONSTRUCTION.

K. HANDRAILS AND GUARDS

1. THE HANDRAIL ASSEMBLIES AND GUARDS SHALL BE DESIGNED FOR 50 PLF OR A

CONCENTRATED LOAD OF 200 POUNDS AT ANY POINT APPLIED IN ANY DIRECTION AT THE TOP

AND TO TRANSFER THIS LOAD THROUGH THE SUPPORTS TO THE STRUCTURE. THESE LOADS

NEED NOT BE ASSUMED TO ACT CONCURRENTLY.

L. ROOFTOP EQUIPMENT ANCHORAGE

1. ALL ROOF TOP EQUIPMENT CURBS, ROOF TOP MECHANICAL EQUIPMENT,

EQUIPMENT TIE DOWNS, AND CONNECTIONS OF ALL EQUIPMENT TO BUILDING STRUCTURE

FOR WIND LOADING ARE TO BE DESIGNED AND ENGINEERED BY A REGISTERED SPECIALTY

ENGINEER RETAINED BY THE MECHANICAL EQUIPMENT SUPPLIER. SIGNED AND SEALED

DRAWINGS AND CALCULATIONS ARE TO BE SUBMITTED TO THE ENGINEER OF RECORD FOR

REVIEW AND APPROVAL. THE EQUIPMENT MANUFACTURER SHALL PROVIDE THE

ATTACHMENT OF THE UNIT TO THE STRUCTURE AND SUBMIT TO THE ENGINEER LOADS,

LOCATIONS, AND METHODS OF ATTACHMENT. THE STRUCTURAL ENGINEER WILL MAKE

PROVISIONS IN THE DESIGN OF THE PRIMARY STRUCTURAL FRAME TO ACCOMMODATE THE

LOADS AND ATTACHMENTS SUBMITTED BY THE MANUFACTURER.

PART II - FOUNDATION

A. GEOTECHNICAL REPORT

1. FOUNDATION DESIGN IS BASED ON THE FOLLOWING GEOTECHNICAL INVESTIGATION

REPORT AND ADDENDUMS.

a. “GEOTECHNICAL ENGINEERING SERVICES REPORT FOR VA MEDICAL CENTER

PARKING GARAGE”, PROFESSIONAL SERVICE INDUSTRIES, INC. (PSI), KANSAS CITY, KS,

PSI #338-882, MARCH 19, 2014.

b. “[WATER-SOLUBLE SULFATES] ADDENDUM LETTER VA MEDICAL CENTER

PARKING GARAGE”, PROFESSIONAL SERVICE INDUSTRIES, INC., KANSAS CITY, KS, PSI

#338-882, MARCH 28, 2014.

c. “[LATERAL EARTH PRESSURES] ADDENDUM LETTER VA MEDICAL CENTER

PARKING GARAGE”, PROFESSIONAL SERVICE INDUSTRIES, INC., KANSAS CITY, KS, PSI

#338-882, APRIL 29, 2014.

d. "LATERAL LOAD [L-PILE] ANALYSIS ADDENDUM LETTER VA MEDICAL CENTER

PARKING GARAGE", PROFESSIONAL SERVICE INDUSTRIES, INC., KANSAS CITY, KS, PSI

#338-882, MAY 30, 2014.

2. THE GEOTECHNICAL REPORT(S) IS AVAILABLE TO THE CONTRACTOR UPON REQUEST

TO THE OWNER. THE INFORMATION INCLUDED THEREIN MAY BE USED BY THE CONTRACTOR

FOR HIS GENERAL INFORMATION ONLY. THE ARCHITECT AND ENGINEER WILL NOT BE

RESPONSIBLE FOR THE ACCURACY OR APPLICABILITY OF SUCH DATA THEREIN.

B. DEEP FOUNDATION TYPE

1. DRILLED PIER FOUNDATION (CAISSONS):

a. DESIGN PRESSURES

1) TOTAL LOAD: 50000 PSF [NET] PRESSURE

C. SHALLOW FOUNDATION TYPE

1. SPREAD FOOTING:

a. DESIGN PRESSURES

1) TOTAL LOAD: 1500 PSF [NET] PRESSURE

2. GRADE BEAMS:

a. GRADE BEAM SIDES. EXCEPT AS NOTED ON THE DRAWINGS, NON-EXPOSED

GRADE BEAM SIDES MAY BE EARTH FORMED.

b. BAR SUPPORTS FOR GRADE BEAM CAGES. GRADE BEAM BOTTOM STEEL

SHALL BE CHAIRED AT 5’-0" MAXIMUM CENTERS USING BEAM BOLSTERS PROVIDING 3"

BOTTOM COVER TO REINFORCING STEEL. BEAM BOLSTERS USED SHALL BE DESIGNED

AND MANUFACTURED FOR SUPPORT ON SOIL.

D. BASEMENT WALLS

1. DESIGN CRITERIA:

a. AT REST SOIL PRESSURE: 59 PSF PER FOOT OF DEPTH.

b. SURCHARGE: WALLS AT 100 PSF HAVE BEEN DESIGNED FOR A SURCHARGE

LOAD OF 100 PSF EQUIVALENT TO AN ADDITIONAL LATERAL PRESSURE OF 47 PSF.

c. THE DESIGN PRESSURES SPECIFIED ABOVE ARE BASED ON DRAINED

BACKFILL WITH NO BUILDUP OF WATER PRESSURE BEHIND THE WALLS.

E. RETAINING WALLS

1. DESIGN CRITERIA

a. ACTIVE SOIL PRESSURE: 39 PSF PER FOOT OF DEPTH.

b. SURCHARGE: WALLS AT 100 PSF HAVE BEEN DESIGNED FOR A SURCHARGE

LOAD OF 100 PSF EQUIVALENT TO AN ADDITIONAL LATERAL PRESSURE OF 47 PSF.

c. THE DESIGN PRESSURES SPECIFIED ABOVE ARE BASED ON DRAINED

BACKFILL WITH NO BUILDUP OF WATER PRESSURE BEHIND THE WALLS.

F. CONSTRUCTION DEWATERING

1. THE CONTRACTOR SHALL DETERMINE THE EXTENT OF CONSTRUCTION DEWATERING

REQUIRED FOR THE EXCAVATION. THE CONTRACTOR SHALL SUBMIT TO THE GEOTECHNICAL

ENGINEER FOR REVIEW THE PROPOSED PLAN FOR CONSTRUCTION DEWATERING, PRIOR TO

BEGINNING THE EXCAVATION.

PART III - REINFORCED CONCRETE

A. CLASSES OF CONCRETE

1. ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE “CLASSES OF

CONCRETE MATRIX” ON SHEET S-002 UNLESS NOTED OTHERWISE ON THE DRAWINGS.

B. HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS

1. THERE SHALL BE NO HORIZONTAL CONSTRUCTION JOINTS IN ANY CONCRETE POURS

UNLESS SHOWN ON THE DRAWINGS. THE ARCHITECT/ENGINEER SHALL APPROVE ALL

DEVIATIONS OR ADDITIONAL JOINTS IN WRITING.

C. REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL BE ASTM A 615 GRADE 60 UNLESS NOTED

OTHERWISE ON THE DRAWINGS OR IN THESE NOTES.

2. REINFORCING STEEL IN PRECAST CONCRETE: ASTM A 615, GRADE 60.

3. REINFORCING STEEL: PROVIDE REINFORCING STEEL CONFORMING TO ASTM A 706

FOR ALL REINFORCING STEEL REQUIRED TO BE WELDED AND WHERE NOTED ON THE

DRAWINGS.

4. EPOXY-COATED REINFORCING STEEL: PROVIDE EPOXY-COATED REINFORCING

STEEL ACCORDING TO ASTM A 775 WHERE NOTED ON THE DRAWINGS.

5. DEFORMED BAR ANCHORS: AWS D1.1 TYPE C (TABLE 7.1) STUDS MANUFACTURED IN

CONFORMANCE WITH SPECIFICATION ASTM A 496 WITH A MINIMUM YIELD STRENGTH 70,000

PSI. REINFORCING BARS SHALL NOT BE SUBSTITUTED FOR DEFORMED BAR ANCHORS.

6. HEADED STUD ANCHORS FOR EMBEDDED PLATES: AWS D1.1 TYPE A STUDS

MANUFACTURED IN CONFORMANCE WITH SPECIFICATION ASTM A 29 WITH A MINIMUM YIELD

STRENGTH OF 61,000 PSI.

7. SMOOTH WELDED WIRE REINFORCEMENT: ASTM A 185, YIELD STRENGTH 65,000 PSI.

8. DEFORMED WELDED WIRE REINFORCEMENT: ASTM A 497, YIELD STRENGTH 70,000

PSI.

9. FIBER REINFORCEMENT: PROVIDE MACRO SYNTHETIC FIBER REINFORCEMENT

SPECIFICALLY MANUFACTURED FOR USE IN CONCRETE TO RESIST CRACKING FROM EITHER

PLASTIC SHRINKAGE, HARDENED CONCRETE SHRINKAGE, OR BOTH WHEN MIXED IN THE

CONCRETE ACCORDING TO MANUFACTURER’S INSTRUCTIONS AT THE DOSAGE RATES FOR

THE TYPES INDICATED AS LISTED FOR THE CONCRETE ELEMENTS DESCRIBED.

D. REINFORCEMENT IN HOUSEKEEPING PADS

1. PROVIDE MINIMUM REINFORCEMENT AS NOTED BELOW IN ALL HOUSEKEEPING PADS

SUPPORTING MECHANICAL EQUIPMENT UNLESS SPECIFIED OTHERWISE ON THE DRAWINGS.

a. WELDED SMOOTH WIRE REINFORCEMENT 6X6-W2.9XW2.9.

b. BLENDED MICRO AND MACRO SYNTHETIC FIBERS AT 5.0 POUNDS PER CUBIC

YARD OF CONCRETE.

c. MACRO SYNTHETIC FIBERS AT 4.0 POUNDS PER CUBIC YARD OF CONCRETE.

E. REINFORCING STEEL COVERAGE

1. REINFORCING STEEL COVERAGE SHOULD CONFORM TO THE REQUIREMENTS

SPECIFIED IN DETAILS LABELED “TYPICAL CLEAR CONCRETE COVER” ON SHEET S-004 UNLESS

NOTED OTHERWISE ON THE DRAWINGS. COVER SPECIFIED SHALL BE CONSIDERED MINIMUMS

THAT MAY REQUIRE INCREASING WHERE REINFORCING STEEL INTERSECTS FOR DIFFERENT

MEMBER TYPES. COVER IN STRUCTURAL MEMBERS NOT SPECIFIED IN THE DETAILS SHALL

CONFORM TO THE REQUIREMENTS OF ACI 318 UNLESS SPECIFIED OTHERWISE ON THE

DRAWINGS. THE REINFORCING STEEL DETAILER SHALL ADJUST REINFORCING STEEL CAGE

SIZES AT INTERSECTING STRUCTURAL MEMBERS AS REQUIRED TO ALLOW CLEARANCE FOR

INTERSECTING REINFORCING BAR LAYERS WITH MINIMUM SPECIFIED COVER.

F. SPLICES AND HOOKS IN REINFORCING STEEL

1. SPLICE LOCATION AND TYPE AND HOOKS FOR UNSCHEDULED BEAMS, SLABS AND

WALLS:

a. BEAMS AND SLABS. UNSCHEDULED BEAMS AND SLABS, INCLUDING GRADE

BEAMS, SHALL HAVE CONTINUOUS TOP BARS LAPPED AT MIDSPAN BETWEEN

SUPPORTS WITH A CLASS B TENSION SPLICE. BOTTOM BARS SHALL BE LAPPED AT THE

SUPPORTS WITH A CLASS B TENSION SPLICE. ALL BEAM BARS SHALL BE HOOKED AT

DISCONTINUOUS END, UNLESS NOTED OTHERWISE.

b. BASEMENT WALLS. VERTICAL BARS PLACED ON THE DIRT FACE SIDE SHALL

BE LAPPED AT MIDSPAN BETWEEN SUPPORTS WITH A CLASS B TENSION SPLICE.

VERTICAL BARS PLACED OPPOSITE THE DIRT FACE SIDE SHALL BE LAPPED AT THE

SUPPORTS WITH A CLASS B TENSION SPLICE. HORIZONTAL BARS SHALL HAVE A CLASS

B TENSION SPLICE.

PART IV - POST-TENSIONED CONCRETE

A. POST-TENSIONING SYSTEM TYPE

1. POST-TENSIONING REINFORCEMENT SHALL BE UNBONDED UNLESS SHOWN

OTHERWISE ON THE DRAWINGS.

B. POST-TENSIONING STEEL

1. STRAND: ASTM A 416 LOW RELAXATION TYPE, WITH A MINIMUM ULTIMATE STRENGTH

BASED ON NOMINAL AREA OF 270 KSI.

2. PRESTRESSING BARS: DEFORMED THREADBARS CONFORMING TO ASTM A 722, WITH

A MINIMUM ULTIMATE TENSILE STRENGTH OF 150 KSI.

3. PROVIDE CORROSION RESISTANT AND SELF-ENCAPSULATING TENDONS.

C. TENDON FORCES

1. FORCES SHOWN ON THE DRAWINGS ARE EFFECTIVE FORCES AFTER ALL IMMEDIATE

AND LONG TERM LOSSES.

D. TENDON PROFILES, PLACEMENTS, AND ADJUSTMENTS

1. PROFILE DIMENSIONS SHOWN ON THE DRAWINGS LOCATE THE CENTER OF GRAVITY

OF TENSION STEEL OR TENDON GROUP MEASURED FROM THE MEMBER SOFFIT, UNLESS

NOTED OTHERWISE. TENDONS SHALL CONFORM TO THE CONTROL POINTS SHOWN ON THE

DRAWINGS AND SHALL HAVE PARABOLIC DRAPE BETWEEN SUPPORTS, UNLESS NOTED

OTHERWISE. HARPED TENDONS SHALL BE STRAIGHT BETWEEN CONTROL POINTS. LOW

POINTS SHALL BE AT MIDSPAN UNLESS SHOWN OR NOTED.

E. DRILLING INTO POST-TENSIONED ELEMENTS

1. POST-TENSIONING REINFORCEMENT SHALL NOT BE DAMAGED BY DRILLING INTO A

POST-TENSIONED CONCRETE ELEMENT. BEFORE DRILLING INTO A POST-TENSIONED

CONCRETE ELEMENT, THE LOCATION OF AND CONCRETE COVER OVER THE

POST-TENSIONING REINFORCEMENT SHALL BE DETERMINED USING NON-DESTRUCTIVE

MEANS UNLESS THE DEPTH OF DRILLING PENETRATION IS NO MORE THAN 1/2 INCH INTO THE

TOP OR BOTTOM OF SLABS OR 1-1/2 INCHES INTO THE BOTTOM OR SIDES OF BEAMS AND

GIRDERS.

PART V - STRUCTURAL PRECAST CONCRETE

A. DETAILS

1. TYPICAL DETAILS FOR PRECAST ELEMENTS ARE SHOWN ON THE DRAWINGS.

MODIFICATIONS TO DETAILS SHOWN MUST BE SUBMITTED BY THE PRECASTER AND

APPROVED BY THE ENGINEER PRIOR TO THE PREPARATION AND SUBMISSION OF SHOP

DRAWINGS.

B. DESIGN

1. DESIGN ALL PRECAST CONCRETE UNITS AND CONNECTIONS TO WITHSTAND ALL

SUPERIMPOSED DEAD, LIVE, ROOF, SNOW, VEHICULAR BARRIER, MECHANICAL EQUIPMENT,

WIND, SEISMIC LOADS, AND LATERAL SOIL PRESSURE AS NOTED WITHIN THESE GENERAL

NOTES.

PART VI - CONCRETE MASONRY

A. SCOPE

1. REFER TO ARCHITECT’S DRAWINGS FOR THE EXTENT OF MASONRY WALLS.

NON-LOADBEARING WALLS MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS.

2. REINFORCED CONCRETE MASONRY SHALL BE USED AS BACK-UP FOR EXTERIOR

BRICK VENEER AND ELSEWHERE AS INDICATED ON THE DRAWINGS. SEE ARCHITECTURAL

WALL SECTIONS.

3. ALL MASONRY WALLS SHALL BE FULLY GROUTED.

B. CONCRETE MASONRY UNITS.

1. CONCRETE STRENGTH OF MASONRY UNITS (BASED ON NET AREA) SHALL BE 1,900

PSI MINIMUM.

2. UNITS SHALL CONFORM TO ASTM C 55 OR ASTM C 90 AND SAMPLED IN ACCORDANCE

WITH ASTM C 140.

C. MORTAR

1. USE ONLY PORTLAND CEMENT/LIME, TYPE M OR S, MORTAR CONFORMING TO ASTM

C 270. PROVIDE AN AVERAGE COMPRESSIVE STRENGTH AT 28 DAYS OF 1,800 PSI MINIMUM.

D. GROUT

1. MIX DESIGNS:

a. FOR FILLING SPACES 4” OR LARGER IN BOTH HORIZONTAL DIRECTIONS, USE

“COARSE GROUT” WITH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI. THE

GROUT SHALL BE TESTED IN ACCORDANCE WITH ASTM C1019. FOR FILLING SPACES

LESS THAN 4” IN ONE OR BOTH HORIZONTAL DIRECTIONS, USE “FINE GROUT”

PROPORTIONED PER ASTM C 476.

b. USE 3,000 PSI NORMALWEIGHT CONCRETE FOR FILLING SPACES 10” AND

LARGER IN BOTH DIRECTIONS. THE GROUT SHALL BE TESTED IN ACCORDANCE WITH

ASTM C 1019.

c. ALL GROUT MIX DESIGN SUBMITTALS SHALL INCLUDE THE RESULTS OF THE

TESTS PERFORMED IN ACCORDANCE WITH ASTM C 1019.

d. SLUMP RANGE AT POINT OF FINAL DISCHARGE: 8” TO 11”.

e. THE USE OF AIR ENTRAINING ADMIXTURES IS NOT ALLOWED.

E. MINIMUM REINFORCEMENT FOR CONCRETE MASONRY UNITS

1. PROVIDE VERTICAL REINFORCEMENT IN CELLS OF CONCRETE MASONRY UNITS

(FULLY GROUTED) AS SHOWN ON THE PLANS AND OTHER DETAILS. MINIMUM

REINFORCEMENT FOR ALL MASONRY WALLS SHALL BE AS FOLLOWS:

a. 1-#5 AT A MAXIMUM SPACING OF 16 INCHES IN ALL 8" CMU WALLS.

b. 2-#5 AT A MAXIMUM SPACING OF 8 INCHES IN ALL 12" CMU WALLS.

c. 1-#5 AT EACH CORNER

d. 1-#5 AT EACH SIDE OF OPENINGS UP TO 12 FEET WIDE

e. 2-#5 OR 1-#7 AT BOTH SIDES OF OPENINGS OVER 12 FEET WIDE

f. HEAVIER REINFORCEMENT MAY BE REQUIRED BY PLAN NOTES OR DETAILS IN

THE DRAWINGS.

2. MINIMUM LAP OF ALL REINFORCING STEEL SHALL BE AS FOLLOWS:

a. #5: 30 INCHES

b. #6: 36 INCHES

c. #7: 42 INCHES

REFER TO DETAILS AND SCHEDULES FOR OTHER LAP SPLICE LENGTH

REQUIREMENTS.

DO NOT LAP VERTICAL REINFORCEMENT AT INTERSECTING BOND BEAMS.

REINFORCEMENT SHALL BE CONTINUOUS THROUGH INTERSECTING BOND BEAMS.

3. PROVIDE HORIZONTAL REINFORCEMENT IN BED JOINTS EVERY OTHER COURSE

(MAXIMUM 16” SPACING) IN TYPICAL WALLS AND IN EVERY COURSE (MAXIMUM 8” SPACING) IN

PARAPETS AND CANTILEVERED WALLS.

4. PROVIDE TWO COURSE HORIZONTAL BOND BEAM WITH 1-#5 CONTINUOUS EACH COURSE AT

THE TOP OF ALL MASONRY WALLS.

5. PROVIDE FOUR COURSE HORIZONTAL BOND BEAM WITH 1-#5 CONTINUOUS EACH COURSE AT

THE BOTTOM OF ALL MASONRY WALLS THAT COULD POTENTIALLY BE HIT BY A MOTORIZED

VEHICLE (IGNORING BOLLARDS).

6. TERMINATION OF REINFORCING STEEL:

a. ALL VERTICAL REINFORCEMENT SHALL HAVE STANDARD HOOK INTO BOND

BEAM. TERMINATE AT HIGHEST BOND BEAM IF MASONRY DOES NOT EXTEND TO ROOF

OR GROUTED CELL IS NOT CONTINUOUS TO ROOF. HOOK SHALL EXTEND TO THE

UPPERMOST HORIZONTAL REINFORCEMENT OF THE BOND BEAM AND HAVE A

MINIMUM EMBEDMENT OF 6”.

b. ALL HORIZONTAL REINFORCEMENT AT ENDS OF BOND BEAMS SHALL HAVE

STANDARD HOOK INTO VERTICAL GROUTED CELL. PROVIDE CORNER BARS SUCH THAT

HORIZONTAL REINFORCEMENT IS CONTINUOUS AROUND CORNERS.

F. REINFORCING STEEL COVERAGE

1. COVER TO REINFORCING STEEL WITHIN MASONRY ELEMENTS SHALL NOT BE LESS

THAN THE FOLLOWING:

a. EXPOSED TO EARTH OF WEATHER: 2” (#6 AND LARGER BARS), 1.5” (#5 AND

SMALLER BARS).

b. NOT EXPOSED TO EARTH OF WEATHER: 1.5”

c. LONGITUDINAL WIRES OF JOINT REINFORCEMENT SHALL BE FULLY

EMBEDDED IN MORTAR OR GROUT WITH A MINIMUM COVER OF 5/8” WHEN EXPOSED

TO EARTH AND WEATHER AND 1/2" WHEN NOT EXPOSED TO EARTH OR WEATHER.

PART VI - CONCRETE MASONRY (CONTINUED)

G. CONTROL JOINTS

1. CONTROL JOINTS SHALL BE PROVIDED IN ALL CONCRETE MASONRY CONSTRUCTION.

H. STABILITY AND BRACING OF MASONRY WALLS DURING CONSTRUCTION

1. ALL MASONRY WALLS SHOWN ON THE ARCHITECTURAL AND STRUCTURAL

DRAWINGS HAVE BEEN DESIGNED TO RESIST THE REQUIRED CODE VERTICAL AND LATERAL

FORCES APPLIED TO THEM IN THE FINAL CONSTRUCTED CONFIGURATION ONLY ASSUMING

FULL BRACING TOP, BOTTOM, AND/OR SIDE OF WALL AS SHOWN. IT IS THE RESPONSIBILITY

OF THE CONTRACTOR TO PROPERLY AND ADEQUATELY BRACE ALL MASONRY WALLS AT ALL

STAGES DURING CONSTRUCTION TO RESIST ERECTION LOADS AND LATERAL LOADS THAT

COULD POSSIBLY BE APPLIED PRIOR TO COMPLETION OF CONSTRUCTION.

PART VII - STRUCTURAL STEEL

A. MATERIAL

1. HOT ROLLED STRUCTURAL MEMBERS: ALL HOT ROLLED STEEL PLATES, SHAPES,

SHEET PILING, AND BARS SHALL BE NEW STEEL CONFORMING TO ASTM SPECIFICATION A6.

2. ASTM SPECIFICATION AND GRADE: CLEARLY MARK THE GRADE OF STEEL ON EACH

PIECE, WITH A DISTINGUISHING MARK VISIBLE FROM FLOOR SURFACES, FOR THE PURPOSE

OF FIELD INSPECTION OF PROPER GRADE OF STEEL. UNLESS NOTED OTHERWISE ON THE

DRAWINGS, STRUCTURAL STEEL SHALL BE AS FOLLOWS:

a. W- AND WT-SHAPES: ASTM A 992.

b. M- AND S-SHAPES: ASTM A 36.

c. C-SHAPES: ASTM A 36.

d. L-SHAPES: ASTM A 36.

e. ROUND HSS: ASTM A 500, GRADE B (FY=42 KSI).

f. RECTANGULAR HSS: ASTM A 500, GRADE B (FY=46 KSI).

g. STEEL PIPES: ASTM A 53 (TYPES E OR S), GRADE B.

h. BASE PLATES: ALL BASE PLATES SHALL CONFORM TO ASTM A 36 UNLESS

NOTED OTHERWISE ON THE DRAWINGS.

i. CONNECTION MATERIAL:

1) BEAM COLUMN CONTINUITY PLATES AND DOUBLER PLATES: ASTM A

572, GRADE 50.

2) ALL CONNECTION MATERIAL, EXCEPT AS NOTED OTHERWISE HEREIN

OR ON THE DRAWINGS, INCLUDING BEARING PLATES, GUSSET PLATES,

STIFFENER PLATES, FILLER PLATES, ANGLES, ETC. SHALL CONFORM TO ASTM A

36 UNLESS A HIGHER GRADE OF STEEL IS REQUIRED BY STRENGTH AND

PROVIDED THE RESULTING SIZES ARE COMPATIBLE WITH THE CONNECTED

MEMBERS.

j. OTHER STEEL: ANY OTHER STEEL NOT INDICATED OTHERWISE SHALL

CONFORM TO ASTM A 992 OR ASTM A 572, GRADE 50, EXCEPT PLATES AND ANGLES

THAT SHALL BE ASTM A 36.

B. CONNECTIONS

1. CONNECTION DETAILS NOT COMPLETELY DETAILED ON THE DRAWINGS INCLUDING

MATERIAL GRADE AND SIZES, WELD SIZES, AND NUMBER OF BOLTS SHALL BE DESIGNED BY

THE CONTRACTOR PER THE SPECIFICATIONS. CONCEPTUAL CONNECTION DETAILS WITH THE

REQUIRED MEMBER DESIGN FORCES ARE SHOWN ON THE DRAWINGS AND ARE APPLICABLE

TO ALL CONNECTIONS NOT DESIGNED AND FULLY DETAILED ON THE DRAWINGS. THE

CONCEPTUAL DETAILS ARE PROVIDED ONLY TO INDICATE THE CONNECTION TYPE REQUIRED

AND MAY NOT FULLY REPRESENT THE COMPLEXITY OF THE CONNECTION AS REQUIRED BY

THE FINAL CONNECTION DESIGN FOR THE FORCES THEY MUST RESIST. ADDITIONAL

CONNECTION ELEMENTS MAY NOT BE SPECIFICALLY SHOWN IN THE CONCEPTUAL DETAILS

BUT MAY BE REQUIRED BY THE FINAL CONNECTION DESIGN, SUCH AS STIFFENER PLATES,

DOUBLER PLATES, SUPPLEMENT/ REINFORCING PLATES OR OTHER CONNECTION MATERIAL.

THE FABRICATOR IS RESPONSIBLE FOR ENGAGING THE SERVICES OF A CONNECTION

SPECIALTY ENGINEER TO PREPARE A FINAL CONNECTION DESIGN FOR SUBMISSION THAT

MEETS THE REQUIREMENTS OF THE CONCEPTUAL CONNECTION DETAILS AND RESISTS THE

INDICATED DESIGN FORCES.

2. REFER TO THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

3. REACTIONS NOTED ON THE PLANS ARE BASED ON FACTORED LOADS AND ARE

INTENDED FOR USE WITH THE LOAD AND RESISTANCE FACTOR DESIGN METHOD.

C. STRUCTURAL BOLTS AND THREADED FASTENERS

1. A 325 BOLTS: ALL BOLTS IN STRUCTURAL CONNECTIONS SHALL CONFORM TO ASTM

A 325 TYPE 1, UNLESS INDICATED OTHERWISE ON THE DRAWINGS.

2. A 490 BOLTS: SEE DRAWINGS FOR LOCATIONS REQUIRING ASTM A 490 TYPE 1 BOLTS.

3. A 449 BOLTS: SEE DRAWINGS FOR LOCATIONS REQUIRING ASTM A 449 TYPE I BOLTS.

USE ONLY FOR BEARING TYPE CONNECTIONS WITH A BOLT DIAMETER GREATER THAN 1 1/2

INCHES.

4. THREADED ROUND STOCK: THREADED RODS SHALL CONFORM TO:

a. ASTM A 36.

b. ASTM A 572 GRADE 50 (TO 2 INCHES IN DIAMETER).

D. WELDING

1. UNLESS NOTED OTHERWISE, ELECTRODES FOR WELDING SHALL CONFORM TO

E70XX (SMAW), F7XX-EXXX (SAW), ER70S-X (GMAW), OR E7XT-X (FCAW).

E. ANCHOR RODS

1. UNLESS INDICATED OTHERWISE IN THE COLUMN SCHEDULE OR ON THE DRAWINGS,

ANCHOR RODS SHALL CONFORM TO ASTM F 1554 GRADE 55 (WITH SUPPLEMENTARY

REQUIREMENT S1) AND THE SIZE SHALL BE 3/4" DIAMETER AND SHALL EMBED INTO THE

CONCRETE FOUNDATION A DISTANCE OF 1’-0" WITH A HEAVY HEX NUT AT THE EMBEDDED

END. STRIKE BOLT THREADS AT THE EMBEDDED END AT TWO PLACES BELOW THE NUT.

F. GROUT

1. GROUT BELOW STRUCTURAL STEEL BASE PLATES SHALL BE NON-METALLIC,

NON-SHRINK GROUT WITH A MINIMUM STRENGTH OF 6,000 PSI WHEN BEARING ON 3,000 PSI

CONCRETE OR LESS, A STRENGTH OF 8,000 PSI WHEN BEARING ON CONCRETE BETWEEN

3,000 AND 4,000 PSI, AND, UNLESS NOTED OTHERWISE ON THE DRAWINGS, A STRENGTH OF

8,000 PSI WHEN BEARING ON CONCRETE GREATER THAN 4,000 PSI.

PART VIII - GARAGE CABLE VEHICLE BARRIER

A. DESIGN LOAD

1. REFER TO VEHICLE IMPACT BARRIER UNDER DESIGN CRITERIA.

B. CABLE VEHICLE BARRIER

1. GALVANIZED BARRIER STRAND: GALVANIZED 1/2" DIAMETER SEVEN WIRE STRAND

CONFORMING TO ASTM A 416 WITH A MINIMUM BREAKING LOAD OF 33,400 POUNDS. MINIMUM

WEIGHT OF ZINC COATING SHALL BE 0.85 OZ. PER SQUARE FOOT.

2. POST-TENSIONING HARDWARE: ALL ANCHORAGES, WEDGES, COUPLERS, BEARING

PLATES AND OTHER MISCELLANEOUS HARDWARE SHALL BE THE STANDARD PRODUCTS AS

MANUFACTURED BY THE POST-TENSIONING SUPPLIER UNLESS OTHERWISE APPROVED BY

THE ENGINEER. ALL POST-TENSIONING HARDWARE, WHETHER EMBEDDED IN CONCRETE OR

NOT, SHALL BE HOT DIPPED GALVANIZED WITH A MINIMUM OF 1.8 OZ. OF ZINC PER SQUARE

FOOT OR ELECTROPLATED.

3. STRESSING RECORDS: THE CONTRACTOR SHALL SUBMIT TO THE

ARCHITECT/ENGINEER A RECORD OF ALL STRESSING OPERATIONS WITHIN 48 HOURS OF

STRESSING. RECORDS SHALL INCLUDE THE REQUIRED GAGE PRESSURE, THE STRESSING

RAM NUMBER AND ACTUAL JACKING PRESSURE OR FORCE FOR EACH STRAND, AND THE

DATE OF STRESSING AND SIGNATURE OF CONTRACTOR'S STRESSING PERSONNEL.

AGREEMENT BETWEEN GAUGE READING AND THE REQUIRED GAGE PRESSURE WITHIN 10% IS

REQUIRED FOR SATISFACTORY INSTALLATION. STRAND ENDS SHALL NOT BE CUT OFF UNTIL

ALL STRANDS HAVE BEEN SATISFACTORILY STRESSED, REVIEWED AND APPROVED.

C. SHOP DRAWINGS

1. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR THE ENTIRE PERIMETER

WHERE A VEHICLE BARRIER IS INDICATED ON THE ARCHITECTURAL AND STRUCTURAL

DRAWINGS. SUCH SHOP DRAWINGS SHALL INDICATE AND LOCATE ALL PRESTRESSING

HARDWARE, EMBEDDED SLEEVES, AND STRESSING PROCEDURES AND SEQUENCE.

PART IX - SPECIAL INSPECTIONS

A. THE OWNER’S TESTING LABORATORY SHALL PROVIDE SPECIAL INSPECTION SERVICES IN

ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE FOR THE FOLLOWING ITEMS.

1. STEEL CONSTRUCTION:

a. ALL FIELD WELDING

b. HIGH-STRENGTH BOLTING

c. INSPECTION OF STRUCTURAL STEEL, BOLTING, WELDING MATERIAL

d. WELDING OF STRUCTURAL STEEL

2. CONCRETE CONSTRUCTION:

a. BOLTS INSTALLED IN CONCRETE

b. CONCRETE WORK

c. CONTINUOUS INSPECTION OF REINFORCING STEEL PLACING

d. EPOXY ANCHORS

e. FORMWORK

f. PRESTRESSED CONCRETE

g. PRESTRESSING OPERATION

h. PRESTRESSING TENDON PLACEMENT

i. REINFORCING STEEL PLACEMENT

j. WELDING OF REINFORCING STEEL

3. MASONRY CONSTRUCTION:

a. HIGH-LIFT GROUTING

b. MASONRY WORK

4. SOILS:

a. PREPARED EARTH FILL

5. DEEP FOUNDATIONS:

a. PIER FOUNDATIONS

6. SPRAYED FIRE-RESISTANT MATERIALS

7. MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS

8. EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS)

B. STATEMENT OF SPECIAL INSPECTIONS

1. SPECIAL INSPECTION IS REQUIRED FOR THE ITEMS LISTED ABOVE. REFER TO

SPECIFICATION SECTION 014529 FOR TYPE AND EXTENT OF EACH SPECIAL INSPECTION AND

EACH TEST. THE SPECIFICATION ALSO INDICATES WHETHER CONTINUOUS OR PERIODIC

INSPECTION IS REQUIRED FOR THE ITEMS LISTED ABOVE ADDITIONAL INFORMATION.

PART X - SUBMITTALS

A. SUBMITTAL LIST AND SCHEDULE

1. THE CONTRACTOR SHALL PREPARE A DETAILED LIST AND SCHEDULE OF ALL

SUBMITTAL ITEMS TO BE SENT TO THE STRUCTURAL ENGINEER PRIOR TO THE START OF

CONSTRUCTION. THIS LIST SHALL BE UPDATED AND REVISED AND KEPT CURRENT AS THE

JOB PROGRESSES. THE SUBMITTAL LIST SHALL BE ORGANIZED AS SHOWN BELOW:

a. SHOP DRAWINGS

b. DESIGN CALCULATIONS

c. PRODUCT DATA, CERTIFICATES, REPORTS, AND OTHER LITERATURE

B. SUBMITTALS TO BE PROVIDED TO STRUCTURAL ENGINEER

1. STRUCTURAL SUBMITTALS: IN ADDITION TO THE SUBMITTALS REQUIRED BY THE

STRUCTURAL SPECIFICATIONS, THE FOLLOWING SUBMITTALS SHALL BE PROVIDED:

a. LAYOUT OF EMBEDDED ITEMS (PLATES, ANGLES, BOLTS, ETC.) OR ITEMS

ATTACHED TO THE STRUCTURAL FRAME…