External_Attachment_2_-_JFSD200719_Drawings_-_Rev_12Jun15.pdf

PDF 18 MB Posted Jun 19, 2015

Attached to: Add/Repair Small Arms Range for Health/Safety
Solicitation number: FA4659-15-R-0009
Issued by: Department of the Air Force Air Mobility Command

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External Attachment 2 - JFSD200719 Drawings - Rev 12Jun15

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File	Type	Posted
RFP_Q A.pdf	PDF	Jul 20, 2015
FA4659-15-R-0009-0003.pdf	PDF	Jul 20, 2015
RFP_Q A.pdf	PDF	Jul 16, 2015
FA4659-15-R-0009-0002.pdf	PDF	Jul 16, 2015
sign-in.pdf	PDF	Jul 16, 2015
External_Attachment_4_-_Past_Performance_Questionnaire_with_Cover_Letter_(revised).pdf	PDF	Jun 24, 2015
FA4659-15-R-0009-0001.pdf	PDF	Jun 24, 2015
FA4659-15-R-0009.pdf	PDF	Jun 19, 2015
Solicitation_Cover_Letter.pdf	PDF	Jun 19, 2015
External_Attachment_1_-_JFSD200719_Specifications_-_Rev_17Jun15.pdf	PDF	Jun 19, 2015
External_Attachment_4_-_Past_Performance_Questionnaire_with_Cover_Letter.pdf	PDF	Jun 19, 2015
External_Attachment_3_-_JFSD200719_Submittal_Schedule.pdf	PDF	Jun 19, 2015
External_Attachment_5_-_Financial_Institution_Reference_Sheet.pdf	PDF	Jun 19, 2015

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U.S . 2

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Print Name:

Signature:

Date License #

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota.

Print Name:

Signature:

Date License #

Print Name:

Signature:

Date License #

Print Name:

Signature:

Date License #

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Architect under the laws of the State of Minnesota.

Registration #

Print Name:

Signature:

Date License #

Project No.

A R C H I T E C T U R E

EST. 1915

E N G I N E E R I N G

I N T E R I O R S

P L A N N I N G

ATLANTA

AUSTIN

DALLAS

DENVER

FORT WORTH

HONG KONG

HONOLULU

HOUSTON

LAS VEGAS

LOS ANGELES

MIAMI

MINNEAPOLIS

OMAHA

PHOENIX

SAN ANTONIO

WACO

WASHINGTON, DC

575 TUSKEGEE AIRMAN BLVD

GRAND FORKS AFB, ND 58205-6436

JFSD200719

CIVIL ARCHITECTURAL STRUCTURAL MECHANICAL ELECTRICAL

JFSD200719 ADD/REPAIR

SMALL ARMS RANGE

GRAND FORKS AFB,

NORTH DAKOTA

GRAND FORKS AIR FORCE BASE

GRAND FORKS AIR

FORCE BASE

03/23/15

ISSUED FOR BID/ CONSTRUCTION

021-10085-014

Stephen W. Nelson

03/23/2015 14186

Joseph W. Reister

03/23/2015 062-043516

Richard F. Burt

03/23/2015 5045603/23/2015 45140 03/23/2015 42362

Dean W. SmithEric J. Jeppesen

*REVISED 12-JUN-15

LEO A DALY Company 2014

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G-001

SHEET INDEX

SHEET

SEQUENCE

NUMBER IS

/23

/20

SHEET NO. SHEET NAME

01 - GENERAL

1 G-000 COVER SHEET X

2 G-001 SHEET INDEX & SYMBOLS X

3 G-002 LIFE SAFETY ANALYSIS X

04 - SURVEY

4 V-101 TOPOGRAPHIC SURVEY X

05 - CIVIL

5 C-001 STAGING PLAN X

6 C-002 STANDARD CIVIL NOTES X

7 C-010 DEMOLITION PLAN X

8 C-101 SITE PLAN X

9 C-201 GRADING AND DRAINAGE PLAN X

10 C-211 EROSION CONTROL PLAN X

11 C-501 STANDARD CIVIL DETAILS X

12 C-502 STANDARD CIVIL DETAILS X

07 - STRUCT

13 S-001 GENERAL STRUCTURAL NOTES & DETAILS X

14 S-101 FOUNDATION PLAN X

15 S-102 ROOF FRAMING PLAN X

16 S-301 SECTIONS X

17 S-401 FOUNDATION DETAILS X

18 S-501 FRAMING DETAILS X

08 - ARCH

19 A-001 DEMOLITION PLAN X

20 A-101 FLOOR PLAN X

21 A-102 ROOF PLAN X

22 A-201 EXTERIOR ELEVATIONS X

23 A-301 WALL SECTIONS & DETAILS X

24 A-601 SCHEDULES & DETAILS X

14 - MECH

25 M-001 MECHANCAL ABBREVIATIONS AND SYMBOLS X

26 M-100 MECHANICAL DEMOLITION PLAN X

27 M-101 MECHANICAL FLOOR PLAN X

28 M-102 GAS PIPING PLAN X

29 M-601 MECHANICAL SCHEDULES AND DETAILS X

30 M-602 MECHANICAL SECTIONS AND DETAILS X

15 - ELEC

31 E-001 ELECTRICAL SYMBOLS X

32 E-100 ELECTRICAL SITE PLAN X

33 E-101 ELECTRICAL DEMOLITION PLAN X

34 E-111 LIGHTING PLAN X

35 E-121 POWER AND SYSTEMS PLAN X

36 E-601 ONE-LINE DIAGRAM AND SCHEDULES X

N O

N D

A T E

F O

R B

O N

U C

N /2

F O

R A

D D

W O

R K

-M

A R

-1

O R

N A

T G

A S

-J

U N

-1

OCCUPANCY

62 EXIT A

EGRESS PATH WITH NAME, SEGMENT LENGTH, AND DIRECTION

INDICATED

EXIT INDICATOR WITH NAME OF EXIT AND TOTAL OCCUPANTS

EXITING INDICATED

IBC OCCUPANCY GROUP

ROOM (NET) AND AREA (GROSS) TAGS INDICATING SQUARE

FOOTAGE / OCCUPANCY LOAD FACTOR, AND RESULTING

OCCUPANCY BELOW

PATH A

CODE ANALYSIS LEGEND

FEC FIRE EXTINGUISHER CABINET W/ FIRE EXTINGUISHER

AREA NAME

150 SF

00 OCC.

FE FIRE EXTINGUISHER

1,937 SF

FIRING RANGE

OCCUPANCY

PATH A 74'-0"

20 OCCUPANTS

FECFEC

FE FEFE

STORAGEELECTRICAL

(UNOCCUPIED)

PATH B 74'-0"

11,630 SF

DOWNRANGE

904 SF

TRAP MAINTENANCE

LIFE SAFETY REQUIREMENTS

A. APPLICABLE CODES

2012 INTERNATIONAL BUILDING CODE

2012 INTERNATIONAL FUEL GAS CODE

2012 INTERNATIONAL MECHANICAL CODE

UFC 4-010-01 DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS

UFC 4-010-02 DOD MINIMUM ANTITERRSISM STANDOFF DISTANCES FOR BUILDINGS

UNIFORM FEDERAL ACCESSIBILITY STANDARDS (UFAS)

AMERICANS WITH DISABILITIES ACT ACCESSIBILITY GUIDELINES (ADAAG)

NATIONAL FIRE PROTECTION ASSOCIATION (NFPA) STANDARDS

-NFPA 70 - NATIONAL ELECTRICAL CODE

-NFPA 101 - LIFE SAFETY CODE

ARCHITECTURAL COMPATIBILITY STANDARDS FOR GRAND FORKS AFB

HQ USAF FORCE PROTECTION GUIDE

B. OCCUPANCY CLASSIFICATION - IBC CHAPTER 3

BUSINESS, GROUP B

C. GENERAL BUILDING HEIGHTS AND AREAS - IBC CHAPTER 5

ALLOWABLE BUILDING HEIGHT - IBC CHAPTER 5, SECTION 503

GROUP B AND TYPE II-B = 3 STORIES, 55'-0" MAXIMUM HEIGHT

PROPOSED HEIGHT = 1 STORY, 18'-3" MAXIMUM HEIGHT

ALLOWABLE BUILDING AREA - IBC CHAPTER 5, SECTION 503

GROUP B AND TYPE II-B = 23,000 SF

PROPOSED AREA = 1,937 SF - PER ENGINEERING TECHNICAL

LETTER 11-18: SMALL ARMS RANGE DESIGN AND CONSTRUCTION

SECTION 7.2.10, DOWNRANGE SPACE SHALL NOT BE INCLUDED

IN CALCULATING MINIMUM EGRESS CAPACITY REQUIREMENTS.

D. TYPE OF CONSTRUCTION - IBC CHAPTER 6

TYPE II-B

FIRE RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTS (HOURS)

TABLE 601

STRUCTURAL FRAME: 0-HOUR RATING

BEARING WALLS EXTERIOR : 0-HOUR RATING

BEARING WALLS INTERIOR: 0-HOUR

NONBEARING WALLS AND PARTITIONS EXTERIOR: 0-HOUR RATING

NONBEARING WALLS AND PARTITIONS INTERIOR: 0-HOURS

FLOOR CONSTRUCTION, INCLUDING SUPPORTING BEAMS AND JOISTS: 0-

HOUR RATING

ROOF CONSTRUCTION INCLUDING SUPPORTING BEAMS AND JOISTS:

0-HOUR RATING

E. FIRE PROTECTION SYSTEMS - IBC CHAPER 9

THE BUILDING IS NOT SPRINKLERED.

F. MEANS OF EGRESS - IBC CHAPTER 10

OCCUPANT LOAD: BUSINESS, 100 SF/OCCUPANT

1,937 SF / 100 SF = 20 OCCUPANTS

EGRESS CAPACITY: 20 OCCUPANTS X .2" PER OCCUPANT = 4"

EGRESS PROVIDED: 2 EXITS @ 32" = 64"

MAX TRAVEL DISTANCE, B OCCUPANCY: 200 FT

LEO A DALY Company 2014

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9 C

LIT

A S

B Y:

1 2 3 4 5

Sheet of 36

:0 :5

LIF

G-002

L A

B, N

/23

ISSUED FOR BID/

CONSTRUCTION

4_ G-

/23

SCALE: 1/16" = 1'-0"G-002

C3 LEVEL 1 - LIFE SAFETY PLAN

NTRUE

NORTH

EGRESS PATH SCHEDULE

Egress Path Name Travel Distance

PATH A 74'-0"

PATH B 74'-0"

LIFE SAFETY ANALYSIS - AREA SCHEDULE

Name Area IBC Use Classification

- Chapter 10

IBC (2006) Design Occupant Load

IBC OLF

GrossNet

IBC #

Occupants

FIRING RANGE 1,937 SF Business Areas 100 SF Gross 20 DOWNRANGE 11,630 SF (none)

TRAP

MAINTENANCE

904 SF (none)

Grand total 20

N O

N D

A T E

F O

R B

O N

R U

C T

N /2

BUILDING

FFE = 893.95

BUILDING

C M

BUILDING OVERHANG

15" C M

C M

SHEET

PROJECT NUMBER

CHECKED / APPROVED

DATE

DRAWING TYPE

PREPARED BY

PROJECT NO.

CLIENT

F i l e

L o a l y

S m a l l

A r m s

F i r e

S u r v e y

D a t a

A T

S m a l l

A r m s

R a n g o p o d w g

L a s t

S a v e d

B y d a m

S l e t t n t u e s d a y

M a r c h

P l o t t e d

B y d a m

S l e t t n t u e s d a y

M a r c h

L a y o u t

O G

R A

P H

U R

V E

S Y

M D

A T

E D

E S

C R

I P

T I O

N A

P P

DRAWING

Advanced Engineering and Environmental Services, Inc. ¸ 4050 Garden View Dr Ste 200 Grand Forks, ND 58201 ¸ (t) 701-746-8087 (f) 701-746-0370 ¸ www.ae2s.com

C A

A N

G E

G R

A N

O R

G R

A N

O R

K S

TOPOGRAPHIC

ELB

AWS JS

MAR. 2015

P10232-2014-000

T O

P O

G R

A P

V E

20 0

Scale in Feet

20 40

1" = 20'

MAJOR CONTOUR

LIGHT POLE

ELECTRIC PAD

MINOR CONTOUR

LEGEND

AREA INLET

○ ○ ○ CHAIN LINK FENCE

SIDEWALK

BUILDING

GAS LINE

BACK OF CURB

COMMUNICATIONS MANHOLE

SIGN

FLAG POLE

GAS METER

GRAVEL EDGE

STORM SEWER

UNDERGROUND ELECTRIC LINE

CONCRETE SURFACE

I, Steven E. Swanson, Professional Land Surveyor in the State of North Dakota, hereby certify that this map is a true and complete survey made by me or under my direct supervision on June 26, 2014.

Steven E. Swanson Date:

SURVEY CERTIFICATE

1.) DATE OF SURVEY: JUNE 26, 2014.

2.) CONTOUR INTERVALS ARE 1' AND 5'.

3.) THERE IS NO OBSERVABLE EVIDENCE OF CURRENT EARTH

MOVING WORK, BUILDING CONSTRUCTION OR BUILDING

ADDITIONS AT THE TIME OF SURVEY.

4.) COORDINATE SYSTEM IS US STATE PLANE, NAD 83, NORTH

DAKOTA, NORTH ZONE, VERTICAL DATUM NGVD 88, US SURVEY

FEET.

5.) INFORMATION FOR UNDERGROUND UTILITY LOCATIONS WAS

COMPILED FROM FIELD LOCATION MARKING PROVIDED FROM A

ONE-CALL-LOCATE, SUPPLEMENTED BY SURVEY OF UTILITY

STRUCTURES VISIBLE AT GROUND LEVEL AT TIME OF SURVEY.

ONE-CALL DOES NOT GUARANTEE LOCATION OF UTILITIES.

ADDITIONAL UNMARKED UTILITIES MAY BE PRESENT WITHIN

THE SURVEY AREA.

GENERAL NOTES

COMMUNICATIONS PEDESTAL

COMMUNICATIONS LINE

SANITARY SEWER

GEOTHERMAL LINE

GEOTHERMAL WELL

CONTROL POINTS

POINT # NORTHING EASTING ELEV. DESCRIPTION

1 363984.92 2733733.94 890.11 5/8X18" REBAR

2 362393.95 2732077.58 893.03 NAIL IN CONCRETE SLAB

100 368900.60 2729263.06 893.76 5/8X18" REB. WITH CP CAP

101 368915.90 2729438.63 892.68 5/8X18" REB. WITH CP CAP

Professional land Surveyor

North Dakota LS-4185

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Sheet 4 of 36 ven E. Swanson Date:

fessional land Surveyor th Dakota LS-4185

C-001

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REMOVAL (OR DEMOLITION) NOTES

SITE PLAN NOTES

GRADING NOTES

GENERAL NOTES EROSION CONTROL NOTES EROSION CONTROL NOTES

C-010

A1 C-010

DEMOLITION PLAN 10'

SCALE: 1"=20'-0"

0 10' 20'

LEO A DALY Company 2014

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892.5 x x 893.5 x

893 x x HP

892.9 x 891.9

1.0%

EOF

894.0 x x 894.0

SIDEWALK SLOPE

MIN. 1%

MAX. 2%

894.5 FFE

x 893.4

894.0 x x 893.7

893.5 x

TOP OF PAD

ELEVATION = 894.2

TOP OF PAD

ELEVATION = FFE

894.5 x 894.0

894.0 x

893.7 x x 893.5

893.5 x

TOP OF PAD

ELEVATION = 894.2

893.75 x

TOP OF PAD

ELEVATION = FFE

x 893.0 x 893.5 x 893.2

TOP OF PAD

ELEVATION = 894.0

x 894.0 x 894.0 x 893.3

I N x 892.6

894.0 x

893.5 x

893.0 x

x 893.6

TOP OF PAD

ELEVATION = 894.0

x 893.3

894.0 x

893.2 x

I N

C-201

GRADING AND DRAINAGE PLAN

10'

SCALE: 1"=20'-0"

0 10' 20'

LEO A DALY Company 2014

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SCALE: 1"=30'-0"

0 15' 30'

C-501

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ISSUED FOR BID/

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BEFORE FABRICATION AND ERECTION OF ANY MATERIALS, FIELD VERIFY ALL

EXISTING ELEVATIONS, DIMENSIONS AND CONDITIONS AS SHOWN ON THE DRAWINGS

AND REPORT ANY DISCREPANCIES TO THE ARCHITECT AT ONCE

CONTRACTOR IS SOLELY RESPONSIBLE FOR PROTECTION OF EXISTING BUILDING

DURING ALL PHASES OF CONSTRUCTION

PROVIDE ALL SHORING, BRACING, ETC., AS REQUIRED TO TEMPORARILY SUPPORT

THE EXISTING STRUCTURE DURING REMOVAL OF EXISTING STRUCTURAL ELEMENTS

CONTRACTOR TO PROVIDE ADDITIONAL ANGLES TO SUPPORT DECKING AT AREAS

WHERE DECK IS CUT FOR COLUMNS OR OTHER PENETRATIONS TO INSURE NO

WEAKENED AREAS IN DECKING

PROVIDE GALVANIZED DECK3.

THE DECK SHALL BE FASTENED TO SUPPORTING STEEL IN ACCORDANCE WITH

THE PROJECT MANUAL AND DRAWING DETAIL

1. THE ROOF DECK SHALL BE 1 1/2", WIDE RIB, 20 GAUGE STEEL

STEEL ERECTOR SHALL PROVIDE THE NECESSARY BRACING FOR STRUCTURE

STABILITY DURING ERECTION AND UNTIL ALL STEEL IS PLUMB AND SECURED.

STEEL BEAM CONNECTIONS SHALL BE DESIGNED BY THE FABRICATOR FOR AXIAL

LOADING CONDITIONS SHOWN ON PLANS. (SERVICE LEVEL LOADS)

STANDARD BEAM CONNECTIONS SHALL BE DESIGNED FOR A MINIMUM END REACTION

OF 0.60 x MAXIMUM TOTAL UNIFORM LOAD APPROPRIATE FOR BEAM SPAN.

MINIMUM ROWS OF BOLTS SHALL BE 4 FOR W16 AND 6 FOR W24 SHAPES.

UNLESS DETAILED OTHERWISE, ALL FIELD CONNECTIONS SHALL BE MADE USING 3/4"

DIAMETER ASTM A325 HIGH STRENGTH BOLTS.

CONNECTIONS SHALL BE SELECTED FOR THE GIVEN BEAM SIZE, SPAN AND STEEL

SPECIFICATION, USING THE FACTORS BELOW OR FOR THE BEAM REACTION SHOWN

ON THE DRAWINGS, WHICHEVER IS GREATER - UNLESS DETAILED OTHERWISE,

CONNECTIONS SHALL CONFORM TO THOSE SHOWN IN PART 9THRU PART 14

OF THE AISC STEEL CONSTRUCTION MANUAL, THIRTEENTH EDITION.

SEE ARCHITECTURAL FOR LOCATION OF CONTROL JOINTS, MASONRY OPENINGS

AND EMBEDDED ANCHORS FOR DOORS, EXTEND CONTROL JOINTS FULL HEIGHT

OF CMU WALL.

10.

ALL BEARING PLATES SHALL BE CENTERED ON WALLS AND CMU COLUMNS

UNLESS NOTED OTHERWISE, SEE

FILL ALL BLOCK LINTELS AND BOND BEAMS SOLID WITH CMU COREFILL8.

ALL LINTELS OR STEEL BEAMS SHALL BEAR A MINIMUM OF 8" ON SOLID MASONRY.

FILL BLOCK CORES UNDER ALL BEARINGS WITH CONCRETE CMU VERTICAL COREFILL A

MINIMUM OF 3 COURSES DOWN FOR A 24" LENGTH OF WALL UNLESS NOTED OTHERWISE.

PROVIDE STANDARD HORIZONTAL JOINT REINFORCEMENT AT 16" OC FULL HEIGHT

OF WALL.

PROVIDE VERTICAL REINFORCEMENT FULL HEIGHT OF WALL (FOOTING TO TOP

OF WALL OR PARAPET) - DOWEL TO FOOTING.

JAMB REINFORCING UNO: REINFORCE NUMBER OF CORES SHOWN BELOW WITH 2-#5

BARS (1 EACH FACE, FULL HEIGHT) EACH SIDE OF OPENING.

a. OPENINGS < = 4'-0": 1 CORE

b. 4'-0" < OPENINGS < = 8'-8": 2 CORES.

BOND BEAM REINFORCEMENT SHALL BE CONTINUOUS AT CONTROL JOINTS,

CORNERS, AND STEPPED BOND BEAMS - LAP REINFORCEMENT 48 BAR DIAMETERS.

LAP ALL VERTICAL AND HORIZONTAL REINFORCEMENT 48 BAR DIAMETERS.5.

FOR ALL OPENINGS, THROUGH MASONRY WALLS INCLUDING MECHANICAL AND

ELECTRICAL OPENINGS, PROVIDE ONE OF THE FOLLOWING UNLESS NOTED OTHERWISE.

a. STEEL ANGLE LINTELS:

1-3 1/2x3 1/2x1/4 ANGLE FOR EACH 4" THICKNESS OF WALL FOR SPANS UP TO 4'-0" 1-5x3 1/2x5/16 ANGLE FOR EACH 4" THICKNESS OF WALL FOR SPANS UP TO 5'-0" 1-6x3 1/2x5/16 ANGLE FOR EACH 4" THICKNESS OF WALL FOR SPANS UP TO 6'-0"

b. BLOCK LINTELS: (8" HIGH UNLESS NOTED OTHERWISE)

12" BLOCK 8" BLOCK 6" BLOCK

2-#4 BOT 2-#4 BOT 1-#4 BOT NON-BEARING WALL UP TO 3'-4" SPAN

2-#5 BOT 2-#5 BOT 1-#5 BOT NON-BEARING WALL 3'-5" TO 6'-4" SPAN

2-#5 BOT 2-#5 BOT --------- BEARING WALL UP TO 4'-6" SPAN

2-#6 T&B 2-#6 T&B --------- BEARING WALL 4'-7" TO 6'-4" SPAN (16" HIGH)

ALL COLUMNS SHALL BE CENTERED ON GRID LINES UNLESS NOTED OTHERWISE.1.

ALL COLUMNS FOOTINGS SHALL BE CENTERED ON COLUMNS UNLESS NOTED OTHERWISE.2.

ALL WALL FOOTINGS SHALL BE CENTERED ON WALLS UNLESS NOTED OTHERWISE.3.

FOOTING SHALL BEAR ON UNDISTURBED, NATURAL MATERIAL OR COMPACTED FILL.1.

THE NATURAL SOIL BELOW THE ENGINEERED FILL OR FOOTINGS SHALL BE

SURFACE COMPACTED.

IF THE SOIL AT THE FOOTING ELEVATIONS SHOWN IS OF QUESTIONABLE BEARING

VALUE, NOTIFY THE ARCHITECT'S OFFICE IMMEDIATELY.

AFTER FOOTING EXCAVATIONS ARE COMPLETED AND BEFORE PLACING CONCRETE,

THE EXCAVATED AREAS SHALL BE REVIEWED BY THE INDEPENDENT TESTING

LABORATORY (ITL).

UNDERPINNING CONTRACTOR SHALL HAVE A MINIMUM OF 5 YEARS EXPERIENCE

WITH UNDERPINNINGS.

BEFORE STARTING EXCAVATION, INVESTIGATE EXISTING CONDITIONS TO

DETERMINE EXTENT AND TYPE OF UNDERPINNING NECESSARY TO SUPPORT

EXISTING STRUCTURES WHILE NEW OR ADJOINING WORK IS BEING INSTALLED.

PRIOR TO START OF OPERATIONS SET GAUGE MARKS AND REFERENCE POINTS

FOR DETECTION OF MOVEMENTS DURING OPERATIONS. CHECK TWICE DAILY OR

MORE OFTEN IF NECESSARY. MAINTAIN RECORDS OF ALL READINGS AND

FURNISH COPIES TO ARCHITECT.

SET ALL NEEDLES, CRIBBING BRACING AND SHORING NEEDED TO ADVANCE THE

EXCAVATION AND TO CARRY THE LOADS WITHOUT MOVEMENT OF THE EXISTING

STRUCTURE. MAKE FINAL PICK-UP OF LOAD WITH SCREW JACKS.

CLEAN BOTTOMS OF OLD FOUNDATIONS OF ALL DIRT.5.

PLACE TOP OF CONCRETE FOOTINGS 3" BELOW BOTTOM OF OLD FOUNDATIONS

AFTER NEW CONCRETE REACHES PERCENT OF THE SPECIFIED STRENGTH

FILL THE 3" VOID BETWEEN NEW AND OLD FOOTINGS WITH NON-SHRINK HIGH

STRENGTH GROUT.

APPLY LOAD ONTO NEW WORK AFTER NEW CONCRETE AND GROUT REACHES

THE SPECIFIED STRENGTH. SLACK LOAD ONTO NEW FOUNDATIONS GRADUALLY

CHECKING CONTINUALLY. NEW WORK MUST CARRY OLD WITHOUT SETTLEMENT.

CONTINUE TO CHECK GAUGES FOR 7 DAYS AFTER LOAD TRANSFER.

ANY DAMAGE TO EXISTING STRUCTURES OR UTILITIES ARISING FROM THE

UNDERPINNING OPERATIONS SHALL BE REPAIRED OR REPLACED BY THE

CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE OWNER.

REINFORCING STEEL SHALL BE NEW AND ALL BARS SHALL BE DEFORMED.1.

NON-CONTINUOUS ENDS OF TOP BARS IN BEAMS, JOISTS AND SLABS SHALL

TERMINATE IN A STANDARD HOOK, UNLESS DETAILED OTHERWISE.

CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT AT SURFACES NOT

EXPOSED DIRECTLY TO THE GROUND OR WEATHER SHALL BE 3/4" FOR SLABS,

JOISTS AND WALLS AND 1 1/2" FOR BEAM STIRRUPS AND COLUMN TIES OR SPIRALS.

CONCRETE PROTECTIVE COVERING FOR REINFORCEMENT AT SURFACES WHICH

WILL BE EXPOSED TO THE WEATHER OR BE IN CONTACT WITH THE GROUND

SHALL BE 2" FOR BARS LARGER THAN #5 AND 1 1/2" FOR #5 BARS OR SMALLER

PROVIDE 3" COVER BELOW FOOTING BARS.

LOCATION AND SIZES OF OPENINGS, SLEEVES, ETC., REQUIRED FOR OTHER

TRADES MUST BE VERIFIED BY THESE TRADES BEFORE PLACING CONCRETE.

FOR CONSTRUCTION, CONTROL AND EXPANSION JOINTS IN WALLS AND SLABS,

SEE PROJECT MANUAL AND DETAILS.

1. DESIGN CODES - (ALL LATEST EDITIONS UNLESS NOTED)

- INTERNATIONAL BUILDING CODE (IBC) 2012

- UFC 3-301-01

- AMERICAN CONCRETE INSTITUTE (ACI)

- AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

- AMERICAN WELDING SOCIETY (AWS)

- NATIONAL CONCRETE MASONRY ASSOCIATION (NCMA)

- STEEL JOIST INSTITUTE (SJI)

- STEEL DECK INSTITUTE (SDI)

- STRUCTURAL STEEL (ASTM A992)

- STRUCTURAL PLATES,

CHANNELS AND ANGLES (ASTM A36)

- STRUCTURAL TUBING (ASTM A500, GRADE B)..

- STRUCTURAL PIPE (ASTM A53, GRADE B)

- CAST-IN-PLACE CONCRETE:

(EXCEPT GROUT AND COREFILL)

- FOOTINGS

- FOUNDATION WALLS

- NON-INDUSTRIAL SLABS-ON-GRADE

- EXTERIOR SLABS-ON-GRADE

(AIR ENTRAINED)

- CMU COREFILL

(LINTELS AND BOND BEAMS)

- CMU VERTICAL COREFILL

- ALL OTHER CONCRETE

- REINFORCING STEEL:

- TYPICAL BARS (ASTM A615, GRADE 60)

- WELDABLE BARS (ASTM A706, GRADE 60)

- CONCRETE MASONRY

- ROOFS

- SNOW

2. DESIGN STRESSES

4. DESIGN LIVE LOADS

- SOIL BEARING PRESSURE

- SUBGRADE MODULES

- FOUNDATION DESIGN IS BASED ON REQUIREMENTS OF

GEOTECHICAL INVESTIGATION REPORT NO. M5145063

DATED: DEC 4, 2014

PREPARED BY: TERRACON CONSULTANTS INC

GRAND FORKS, NORTH DAKOTA

5. DESIGN SOIL BEARING PRESSURES

a. FABRICATORS, EXCEPT WHEN FABRICATOR MAINTAINS ONGOING INSPECTIONS

BY AN APPROVED INDEPENDENT INSPECTION OR QUALITY CONTROL AGENCY

b. STEEL CONSTRUCTION (AS DETAILED IN TABLE 1704.3)

c. CONCRETE CONSTRUCTION (AS DETAILED IN TABLE 1704.4)

d. STRUCTURAL MASONRY CONSTRUCTION (AS DETAILED IN TABLE 1704.5.1OR 1704.5.3)

e. SOILS (AS DETAILED IN TABLE 1704.7)

1. PROVIDE SPECIAL INSPECTIONS FOR THE FOLLOWING ITEMS AS NOTED:

B. SPECIAL INSPECTIONS....................................................BASED ON IBC '12

C. GENERAL INFORMATION

A. DESIGN DATA

E. FOOTINGS

G. UNDERPINNING

J. CAST-IN-PLACE CONCRETE

M. CONCRETE MASONRY

N. STRUCTURAL STEEL

P. STEEL ROOF DECK

Q. EXISTING CONSTRUCTION

GENERAL STRUCTURAL NOTES

- LOADS SHOWN ON DRAWINGS ARE SERVICE LOADS (FACTORED LOADS). BASED ON

ALLOWABLE STRESS BASIC (STRENGTH DESIGN) LOAD COMBINATIONS.

3. DESIGN LOADS

f'c = 4,000 PSI @ 28 DAYS f'c = 4,000 PSI @ 28 DAYS f'c = 4,000 PSI @ 28 DAYS f'c = 4,000 PSI @ 28 DAYS f'c = 3,000 PSI @ 28 DAYS f'c = 2,500 PSI @ 28 DAYS f'c = 3,000 PSI @ 28 DAYS

Fy = 60,000 PSI Fy = 60,000 PSI f'm = 1,500 PSI @ 28 DAYS

Fy 50,000 PSI

Fy 36,000 PSI Fy 46,000 PSI Fy 35,000 PSI

20 PSF

51 PSF (FLAT ROOF)

1500 PSF

100 PCI

2. INSPECTIONS FOR WIND REQUIREMENTS (SECTION 1706)

a. WIND-RESISTING COMPONENTS (PERIODIC)

- ULTIMATE WIND DESIGN SPEED

- RISK CATEGORY

- WIND EXPOSURE

- ENCLOSURE CLASSIFICATION

- INTERNAL PRESSURE COEFFICIENT

- COMPONENT AND CLADDING LOADING

6. WIND CRITERIA

Vult = 115 MPH I I C

ENCLOSED

± 0.18

SEE DETAIL SHEET S-001

PIER

3" COVER

TYPICAL

FOR FTG SIZE AND REINF

SEE FOOTING SCHEDULE

DWG S-001

FOR BASE PLATE SIZE

AND ANCHOR BOLTS

SEE COL SCHEDULE ON

DWG S-001

TFE

TPE

TSE

STD

3" 3"

GRID

2-ADD'L TIES @ 3"OC

@ TOP OF PIER

3 5

5'-10" TYP

1 29.0 27.0 27.0

ZONE 10 100 500

TRIBUTARY AREA (SQ FT)

STRENGTH LEVEL (LRFD)

DESIGN WIND PRESSURE (PSF)

NOTES:

1. IT IS PERMITTED TO INTERPOLATE BETWEEN

VALUES OF TRIBUTARY AREA.

2. SEE ASCE 7 FOR ADDITIONAL INFORMATION.

49.0 32.0 32.0

73.0 32.0 32.0

29.0 25.0 22.0

36.0 28.0 22.0

GRID

GRID GRID

GRID

LINTEL SCHEDULE

MK SHAPE DESCRIPTION

L-1

L-2

12"x8"W/ 2-#5

12"x16"W/ 2-#5 T & B

NOTES:

1. CMU LINTELS ARE WIDTH x HEIGHT.

2. FOR TYPICAL CMU LINTEL NOTES SEE GENERAL

STRUCTURAL NOTES.

3. SEE ARCHITECTURAL PLANS FOR LINTEL LOCATIONS.

4. EXTEND ALL HORIZONTAL REINF 24" BEYOND FACE OF

JAMB UNLESS NOTED OTHERWISE.

5. AT L-1 LINTEL - EXTEND #6 BARS 24" BEYOND FACE OF

JAMB & PROVIDE STD HOOK EA END.

L-3 12"x16"W/ 2-#5 T & B

#3 STIRRUPS @ 8"

1-#3 TIE INTO

BOND BEAM TYP

THUS:

P-1

GRID

SEE PLAN

WALL

CORNER

P-1

WALL

P-2

WALL

2'-

1-#3 TIE INTO

BOND BEAM TYP

THUS:

24"x24" CMU PILASTER

W/ 8-#7 VERTS W/ STD HK

AT FTG REINF, & #3 TIES @

8"OC, 3 @ 2"OC TOP - TYP

24"x60" CMU PILASTER

W/ 16-#7 VERTS W/ STD HK

AT FTG REINF, & #3 TIES @

8"OC, 3 @ 2"OC TOP - TYP

#3 @ 8"OC HORIZ

T/PIER OR

FOOTING

1'- 4"

3/4 "Ø

S THREADED

PROJECTION

1 1/2" GROUT BED AT 3/4"Ø

93/2

56" 1'-6

103/

197/

TACKWELD NUT

BP-1

CL COL

C L

GRID

2" EQ EQ 2"

CMU WALL

BP-2

CL COL

C L

GRID

/2"

2 1/2"2 1/2"

CMU WALL

2"1/4

1/4

4. DIAPHRAGM DESIGNS AND CAPACITIES BASED ON DECK

PROFILE AND FASTENING SHOWN.

5. AT PERIMETER PROVIDE 2 SELF DRILLING SCREWS

EACH DECK FLUTE TO PERIMETER ANGLE THUS:

36/7

3'-0"

@ EA SUPPORT

SEE PLAN FOR

NUMBER OF SIDE

LAP CONN'S

STEEL DECK DIAPHRAGM NOTES:

1. ALL CONNECTORS TO SUPPORT MEMBERS SHALL BE

5/8" PUDDLE WELD.

2. ALL CONNECTORS TO SIDELAPS SHALL BE

#10 SELF DRILLING SCREWS.

3. PROVIDE CONNECTORS @ 6"OC AT ALL PERIMETER EDGES

AND AROUND ALL ROOF OPENINGS.

R-1

EXIST

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P M

ILS

S-001

B, NO

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Ch ec ke r

Au tho r

De sig ne r

ISSUED FOR BID/

CONSTRUCTION

4_ S-

/23

SCALE: 1/2" = 1'-0"S-001

D3 DIAGRAMMATIC PIER DETAIL

SCALE: NTSS-001

C4 WIND-COMPONENTS AND CLADDING

SCALE: 1/2" = 1'-0"S-001

B3 PIER TYPE PLANS

SCALE: NTSS-001

B4 ANCHOR BOLT DETAIL

SCALE: 3/4" = 1'-0"S-001

B5 BASE PLATE DETAILS

SPREAD FOOTING SCHEDULE

MARK SIZE REINF BOT REINF TOP REMARKS

F-1 15' x 7' x 24" SEE B2/S-401 F-2 7' x 7' x 18" 7-#7 EW F-3 4' x 4' x 12" 5-#5 EW

COLUMN SCHEDULE

MARK COLUMN SIZE

BASE PLATES ANCHOR

BOLTS REMARKSSIZE (TxWxL) TYPE C-1 HSS6X6X5/16 3/4x9x1'-6" BP-1 4-3/4"Ø BP-2 @ C-1A, PL3/4x13 1/2x1'-1 1/2" C-2 HSS8X6X3/8 3/4x18x1'-6" BP-1 4-3/4"Ø C-3 HSS8X8X5/16 3/4x9x1'-6" BP-1 4-3/4"Ø

CMU PIER SCHEDULE

MARK PIER SIZE

VERTICAL

REINFORCING TIES REMARKS

P-1 24 x 24 8-#7 #3 @ 8" SEE DTL SHT S-001 P-2 24 x 60 16-#7 #3 @ 8"

SCALE: 3/4" = 1'-0"S-001

A5 DECK FASTENING DETAIL

N O

N D

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O N

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A-1.7 A-3.5

R-6

B-1

1 2 3 4 5 6 7 8 9 10 11

A-3 B-2

D2 S-301

6'-6" 70'-0" 65'-0" 60'-0" 14'-0"

32'-0" 15'-6" 15'-0" 15'-0" 14'-0" 15'-0" 15'-0" 14'-0" 15'-0" 15'-0" 15'-6" 34'-6"

31'-6" 150'-0" 34'-0"

A-2A-1 A-4

'-0

7'-

/2" 2'-

8'- 0"

2'-

'-2

2'-

'-1 1"

2'-

'-5

2'-

1'-5" 25'-1" 25'-1" 1'-5"

R-1 7'-

/2"

'-6

1'-

9'-

12" CMU WALL12" CMU WALL

EXISTING CONCRETE PIERS

AND FTGS TO BE REMOVED

ALONG GRIDS 'RJ' & 'RK'

4" CONC SLAB ON GRADE

W/ 6x6-W2.9 x W2.9 WWF

TSE=100'-0"

EXISTING SHELTER SLAB

115'-2"

B1 S-301

VIF VIF VIF VIF VIF VIF VIF VIF VIF VIF

VIF

TFE = 93'-4" TYP

TFE = 94'-9"

TFE = 93'-4" TYP

EXIST FTG

10'-0"x8'-0"x2'-0"

TFE=98'-0" (VIF)

TFE = 93'-4" TYP

5" CONC SLAB ON GRADE

W/ #4 @ 16"OC EW

TSE=100'-0"

TFE = 94'-9"

EXIST HSS6x6x1/4

EXIST HSS6x6x1/4 EXIST HSS6x6x1/4

EXIST HSS6x6x1/4

EXIST

HSS5x5x5/16

EXIST

HSS5x5x5/16

EXIST

HSS5x5x5/16

F-1 F-1 P-1P-1

P-1 F-3

P-2 F-2

P-1 F-3

P-1 F-3P-1

F-2 P-1 F-2

P-1 F-3

EXISTING CONCRETE PIERS

AND FTGS TO BE REMOVED

ALONG GRIDS 'RJ' & 'RK'

EXISTING CONCRETE PIERS

AND FTGS TO BE REMOVED

ALONG GRIDS 'RJ' & 'RK'

3'- 6"

1'- 0"

2'- 6"

EXIST 15'-0"x7'-0"x3'-0"

THICK FOOTING (VIF)

EXIST 22'-6"x8'-0"x3'-0"

THICK FOOTING (VIF)

EXIST 15'-0"x7'-0"x3'-0"

THICK FOOTING (VIF)

EXIST 22'-6"x8'-0"x3'-0"

THICK FOOTING (VIF)

EXIST T/FTG

EL = 93'-4" (VIF)

EXIST T/FTG

EL = 93'-4" (VIF)

EXIST FTG

10'-0"x8'-0"x2'-0"

TFE=98'-0" (VIF)

EXIST FTG

10'-0"x8'-0"x2'-0"

TFE=98'-0" (VIF)

EXIST FTG

10'-0"x8'-0"x2'-0"

TFE=98'-0" (VIF)

EXIST FTG

10'-0"x8'-0"x2'-0"

TFE=98'-0" (VIF)

EXIST FTG

10'-0"x8'-0"x2'-0"

TFE=98'-0" (VIF)

EXIST FTG

10'-0"x8'-0"x2'-0"

TFE=98'-0" (VIF)

EXIST FTG

10'-0"x8'-0"x2'-0"

TFE=98'-0" (VIF)

EXISTING CONCRETE PIERS

AND FTGS TO BE REMOVED

ALONG GRIDS 'RJ' & 'RK'

EXIST 1'-6"x5'-0"

CONC PIER

T/PIER EL=96'-3"

TYP 8 LOC

EXIST 11'-0"x7'-6"x1'-2"

THICK FOOTING (VIF)

EXIST 11'-0"x7'-6"x1'-2"

THICK FOOTING (VIF)

EXIST 11'-0"x7'-6"x1'-2"

THICK FOOTING (VIF)

EXIST T/FTG

EL = 92'-5" (VIF)

EXIST T/FTG

EL = 92'-5" (VIF)

EXIST T/FTG

EL = 92'-5" (VIF)

EXIST 1'-2"x5'-0"

CONC PIER

TYP 3 LOC

EXIST 3'-0"x3'-0"x1'-0"

THICK FOOTING

TFE=93'-0" (VIF)

EXIST 3'-0"x3'-0"x1'-0"

THICK FOOTING

TFE=93'-0" (VIF)

UNDERPIN TURNDOWN

@ INTERSECTION W/

CMU WALL FTG

UNDERPIN TURNDOWN

@ INTERSECTION W/

CMU WALL FTG100'-0"

EXIST T/SLAB

EL= (VIF)

@ GRID 'B'

EXIST 3'-0"x3'-0"x1'-0"

FTG TFE=94'-0"

TYP ALONG GRID 'B'

EXIST 1'-0" SQ PIER

TYP ALONG GRID 'B'

EXIST TURNED DOWN

SLAB ALONG GRID 'B'

EXIST

HSS4x4x1/4

EXIST

HSS4x4x1/4 EXIST 1'-0"x1'-0"

CONC PIER

EXIST 1'-0"x1'-0"

CONC PIER

UFER

GROUND

SEE C5/S-401

C-1

C-1C-3C-3C-1

C-1

C-2C-2

7'-0"

6'- 0"

2'- 0"

9'- 4"

3'-0"

7'-0"

CJT, TYP

S-401

SIM

6'- 0"

2'- 0"

9'- 4"

3'-0"

S-401

13'-0"

6'- 0"

13'-0"

6'- 0"

A A

S-401 B1

S-401

3'- 6"

1'- 0"

2'- 6"

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

1. FOR GENERAL STRUCTURAL NOTES SEE DRAWING S-001

2. P-1 INDICATES COLUMN PIER DESIGNATION. FOR PIER SCHEDULE

SEE DRAWING S-001, FOR DETAILS SEE B3/S-001. TPE=99'-0" UNO.

3. F-1 INDICATES COLUMN FOOTING DESIGNATION. FOR FOOTING

SCHEDULE SEE DRAWING S-001

4. C-1 INDICATES COLUMN DESIGNATION. FOR COLUMN SCHEDULE

SEE DRAWING S-001

5. FOR BASE PLATE AND ANCHOR BOLT DETAILS SEE B4 & B5/S-001

6. FOR SLAB CONSTRUCTION (CJ) & CONTROL (CJT) JOINTS

SEE DETAILS D1 & D2/S-401

7. FOR COLUMN/SLAB ISOLATION JOINT DETAIL SEE D3/S-401

8. FOR BELOW GRADE UTILITY LINES AT BUILDING PERIMETER

PROVIDE THICKENED CONTINOUS FOOTING PER DETAIL

D4/S-401 IF CONDITIONS AT UTILITY LINES REQUIRE ALTERNATE

METHODS NOTIFY ARCHITECT/ENGINEER

10. PROVIDE VAPOR RETARDER BELOW SLABS WHERE REQUIRED

11. PREPARE SOIL BELOW SLABS AS REQUIRED

FOUNDATION PLAN NOTES:

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B, ND

LIT

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Sheet of 36

P M

S-101

B, NO

/23

ISSUED FOR BID/

CONSTRUCTION

4_ S-

/23

SCALE: 1/8" = 1'-0"S-101

A1 FOUNDATION PLAN NTRUE

NORTH

N O

N D

A T E

O N

R U

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N /2

R-6

B-1

1 2 3 4 5 6 7 8 9 10 11

A-3 B-2

D2 S-301

A-2A-1 A-4

R-1

1'-5" 25'-1" 65'-0" 25'-1" 1'-5"

EXISTING SHELTER ROOF

FRAMING TO REMAIN

EXIST 44LH STL JST TO REMAIN

EXISTING 1998 TRUSS (24 THUS)

FIELD VERIFY LOCATIONS

EXISTING 1998 TRUSS

TO BE REMOVED

12" CMU WALL

BELOW

EXISTING 1998 TRUSS

TO BE REMOVED

12" CMU WALL

BELOW

B1 S-301

REBUILD BAFFLE TO

ORIGINAL DESIGN

(4 THUS, WESTSIDE)

REBUILD BAFFLE TO

ORIGINAL DESIGN

(4 THUS, EASTSIDE)

/2"

SHORE EXIST ROOF

STRUCTURE & REMOVE

EXIST 44LH JOISTS & COLUMNS

( 8 THUS, WESTSIDE)

SHORE EXIST ROOF

STRUCTURE & REMOVE

EXIST 44LH JOISTS & COLUMNS

( 8 THUS, EASTSIDE )

'-0

7'-

/2" 2'-

8'- 0"

2'-

'-2

2'-

'-1 1"

2'-

7'-

/2"

'-6

1'-

15'-6" 15'-0" 15'-0" 14'-0" 15'-0" 15'-0" 14'-0" 15'-0" 15'-0" 15'-6"

FRAMING & COLUMNS

TO BE REMOVED

ALONG GRID 'RJ' & 'RK'

TO VIF

CONTRACTOR

TO VIF

CONTRACTOR

7'-4" 7'-4"

CONTRACTOR

TO VIF

7'-4" 7'-4" 7'-4" 7'-4"

CONTRACTOR

TO VIF

VIF VIF VIF VIF VIF VIF VIF VIF VIF VIF

EXIST 44LH STL JST TO REMAIN

T/JST EL=112'-9" (VIF)

T/BM EL=112'-9"

FRAMING & COLUMNS

TO BE REMOVED

ALONG GRID 'RJ' & 'RK'

FRAMING & COLUMNS

TO BE REMOVED

ALONG GRID 'RJ' & 'RK'

FRAMING & COLUMNS

TO BE REMOVED

ALONG GRID 'RJ' & 'RK'

T/EXIST STEEL TRUSS

EL=117'-10 1/2" (VIF)

TYP AT GRID 'A'

EXIST 6" METAL

PURLINS @ 5'-0"OC (VIP)

W16X36W24X84 c = 1""W16X36

W16X36

T/BM EL=112'-9"W16X36

W24X55W24X84 c = 3/4"W24X55

W16X26

W16X26 W24X84 c = 1 1/4"

W24X84 c = 1"

W24X84 c = 1" W16X26

W16X26

DBE = 114'-5 1/2"

DBE = 113'-6"

T/EXIST STL TRUSS

EL = 114'-9" @ GRID R-1 TYP (VIF)

3'- 0"

LIC

E D4

/S -5

LIC

E D4

/S -5

5'-

/2" 5'-

/2"

5'-

/2" 5'-

/2"

S-501 C4

S-501

S-501 SIMSIM

S-501

8 LOC

GRID A-1.7

S-501

8 LOC

GRID A-2

S-501 C2

S-501

8 LOC

GRID A-3 8 LOC

GRID A-3.5

'-1

/2"

'-0

1/2

'-0"

S-501

25'-1" 65'-0" 25'-1"

S-501

SIM

'-1

/2"

'-0

1/2

'-0"

S-501

SIM

S-501

SIM

EXIST W18x50

T/BM EL=116'-10" (VIF)

TYP ALONG GRID 'A'

'-0

S-501

L2x2x1/4 BRACING

@ BEAM TOP FLG TYP

L-2

L-

L-2L-2L-2

L-

K40 K

10K

15K

20K

25K

15K

10K

S-501

1. FOR GENERAL STRUCTURAL NOTES SEE DRAWING S-001

2. FOR TYPICAL ROOF DECK FASTENING SEE DETAIL A5/S-001

3. (c=3/4") INDICATES AN UPWARD CAMBER AT MIDSPAN OF STEEL BEAM.

4. DBE INDICATES DECK BEARING ELEVATION.

ROOF FRAMING PLAN NOTES:

LEO A DALY Company 2014

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4_ S-

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SCALE: 1/8" = 1'-0"S-102

1 ROOF FRAMING PLAN NTRUE

NORTH

N O

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LEVEL 1

100'-0"

AAR-6

ROOF

118'-3"

BARARBRCRDRERFRGRHRJRK R-1

S-301

EXIST 1998 TRUSS

VERIFY SPACING

EXISTING GRADE

VERIFY IN FIELD

NEW ROOF EXIST ROOF

EXIST STRUCTURE

TO BE REMOVED

FOR EXTENTS SEE

SHEET A-100

BULLET TRAP

NOTE: BUILDING SECTION SHOWN FOR INFORMATION ONLY. REFER TO PLANS FOR REQUIREMENTS

LEVEL 1

100'-0"

A-1.7 A-3.5

ROOF

118'-3"

B-1 11A-3 B-2D2 S-301

A-2A-1 A-4

EXISTING 44LH TO

REMAIN (8 THUS)

EXISTING 1998 TRUSS

(24 THUS)

EXISTING 1998 TRUSS

TO BE REMOVED

12" CMU WALL

EXISTING 1998 TRUSS

TO BE REMOVED

12" CMU WALL

REBUILD BAFFLE TO

ORIGINAL DESIGN

(4 THUS)

REBUILD BAFFLE TO

ORIGINAL DESIGN

(4 THUS)

SHORE EXIST ROOF

STRUCTURE & REMOVE

EXIST 44LH JOISTS & COLUMNS

( 8 THUS )

SHORE EXIST ROOF

STRUCTURE & REMOVE

EXIST 44LH JOISTS & COLUMNS

( 8 THUS )

HSS COLUMNS TYP

7'-4"7'-4"7'-4"7'-4"

CONTRACTOR TO VIF

7'-4"7'-4"

CONTRACTOR TO VIF

NOTE: BUILDING SECTION SHOWN FOR INFORMATION ONLY. REFER TO PLANS FOR REQUIREMENTS

LEO A DALY Company 2014

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4_ S-

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SCALE: 1/8" = 1'-0"S-301

D2 BUILDING SECTION

SCALE: 1/8" = 1'-0"S-301

B1 SECTION IN FIELD

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1 2 3 4 5

:3 :5

S-401

N O

N D

A T E

O R

N A

T G

A S

-J

U N

GRID

1/8 2

VARIES T/EXIST TRUSS

VARIES

W GIRT SEE PLAN

EXIST 6" MTL

BLDG PURLIN

L7x4x3/8 CONT W/ 3/4"Ø

ADHESIVE ANCHOR @

2'-0"OC (HILTI HIT HY70 - 6 3/4"

EMBED OR EQUIV) . AT SIM: 3"

HORIZ SLOT HOLE, HAND

TIGHTEN, BACK OFF 1/4

TURN, DAMAGE THREADS

EL=112'-9"

HSS6x6 COL W/

3/4" CAP PL

12" CMU WALL L4x4x3/8

3/8" GUSSET PL EA END

BOTTOM OF

BAFFLE BEYOND

BAFFLE SUPPORT L

3/8x6x0'-6"

GUSSET PL 5'-

3"5'- 0"

5'-0"

1'-5"

3/16 4

TYP

EXIST TRUSS

EXIST BRACE

3/8" SINGLE PL

CONN, FULL DEPTH

L3x3x1/4

16" BOND BM

W/ 2-#5 T & B

8" BOND BM

W/ 2-#5

COLD-FORMED

L5x5x12GA CONT

BENT PL, FASTEN

TO EXIST 6" PURLIN

W/ 2-12/14 TEK

SCREWS EA

PURLIN

1 1/2"

1/4

1/4GIRT TO

CAP PL

P=±5K

3/16 2

1/4 12" MIN

TYP

1/4 4 MIN

TYP

1/4

5/16

3/16

R-1

8" 1"

1/4 2-12

T/BM EL

=114'-5 1/2"

T/EXIST TRUSS

EL=114'-9"

1 1/2" METAL

ROOF DECK

W BM SEE PLAN

EXIST TRUSS

EXIST ROOF DECK

EXIST 6" FRMG

1/4" BENT PL W/

2" VERT LEG

A.2

EL=112'-9"

EXIST HSS6x6x1/4

3/8" GUSSET PL

5'- 3" 5'- 0"

5'-0"

3/8" SINGLE PL

CONN, FULL DEPTH

3/8" GUSSET PL

EA END

L4x4x3/8

BOTTOM OF

BAFFLE BEYOND

W BM SEE PLAN

BAFFLE SUPPORT L

A.3

EXIST 44LH

JOIST

REMOVE EXIST

SEAT

NOTE:

SEE C1/S-501 FOR MORE INFO

GRID

3/16 1

WELD AFTER

BAFFLES

LEVELED

T/BM EL

=112'-9"

L5x31/3x3/8x0'-6" LLV @ EA HSS2x2

W BM SEE PLAN

TYP

GRID

2" 6 1/2" 2'-10"

3'- 8"

1'- 7"

3/16 3/16 3

TYP

3/16 3

HSS2x2x1/4 @ 1'-0" FROM

END OF BAFFLE PANEL

5/8"Ø ROD

(A36)

L2x2x1/4 @ EA

TRUSS BRG PT

L4x4x5/16 CONT

L3x3x1/2 W/ 11/16"Ø HOLE

COPE HORIZ @

BAFFLE CONN

BAFFLE PANEL

L2x2x1/4 @ EA

TRUSS BRG PT

GRID

W GIRT - SEE PLAN

12" CMU WALL

PL1/2x6x0'-6"

1/4

3 SIDES

EA END,

TYP

SEE PLAN

FOR SPLICE

LOCATION

GRID

W GIRT - SEE PLAN

EL=112'-9"

12" CMU WALL

16" BOND BM

W/ 2-#5 T & B

/2"

3/4"Ø x 8" ADHESIVE

ANCHOR (HILTI HIT HY70

6 3/4" EMBED OR EQUIV)

@ 2'-0"OC. AT SIM: 3"

HORIZ SLOT HOLE, HAND

TIGHTEN, BACK OFF 1/4

TURN, DAMAGE THREADS

3/16 2

TYP

L3x3x1/4 @

EA EXIST

TRUSS PANEL

POINT

3/16 2

TYP

PL3/8

EXIST TRUSS

GRID

DBE

SEE PLAN

W BM SEE PLAN

12" CMU WALL

1'-5"

16" BOND BM

W/ 2-#5 T & B

8" BOND BM

W/ 2-#5

CONT 3/8" BENT PL

W/ 2" VERT LEG

SEE PLAN

1/4 2-12

1/4

3 SIDES

L8x6x1/2 x 1'-0" @ 4'-0"OC W/ 2-3/4"Ø x 6 3/4" EMBED ( 8" GA)

ADHESIVE ANCHOR (HILTI

HY70 OR EQUIV) 3" VERT

SLOT HOLE, HAND TIGHTEN,

BACK OFF 1/4, DAMAGE

THREADS. 3" HORIZ SLOT

HOLE @ SIM CONDITION

ROOF DECK, SEE PLAN

ORIENTATION VARIES

@ GRID R-6 LOC

L4x4x5/16 TO ADJ BM TOP FLG @ L8x6 LOC

PL3/8 END PL

1 1/2"

3/16 3

TYP

EXIST BOT

OF PLYWOOD

12" CMU WALL

8" BOND BM

W/ 2-#5

EXIST 1/8" STL PL

T/WALL

EL VARIES

EXIST 3/4" PLYWOOD

(2) LAYERS

L3x3x12GA CONT

FASTEN TO PLYWOOD

& 1/8" ST PL @ 6"OC

W/ SELF TAPPING

SCREWS

EXIST 2x6 FRAMING

LEO A DALY Company 2014

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ILS

S-501

B, NO

/23

ISSUED FOR BID/

CONSTRUCTION

4_ S-

/23

SCALE: 3/4" = 1'-0"S-501

C1 SECTION

SCALE: 3/4" = 1'-0"S-501

D2 SECTION

SCALE: 3/4" = 1'-0"S-501

C2 SECTION

SCALE: 3/4" = 1'-0"S-501

D5 SECTION

SCALE: 3/4" = 1'-0"S-501

D4 PLAN DETAIL

SCALE: 3/4" = 1'-0"S-501

D3 SECTION

SCALE: 3/4" = 1'-0"S-501

C4 SECTION

SCALE: 3/4" = 1'-0"S-501

C5 SECTION

N O

N D

R-6

1 2 3 4 5 6 7 8 9 10 11

A-3

A-2A-1 A-4

FIRING

PLATFORMAD13

AD13AD02AD02AD02AD02

AD01AD01 AD01AD01

AD04 AD04 AD04 AD04 AD04 AD04 AD04 AD04

AD05AD03

AD06

AD09 AD09

AD09

AD08

AD07

AD07AD07

AD07

AD07AD07

AD07

AD04AD04

AD06

43'-6" 26'-6" 26'-6" 33'-6"

DOWNRANGE

0401 02 03 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28

AD04AD04 AD04AD04

EXISTING WALLS TO REMAIN

AD05AD03

AD08AD08

EXIST STOOP

TO REMAIN

EXIST STOOP

TO REMAIN

AD11AD11AD11AD11 AD11AD11 AD11AD11

AD11 AD11 AD11

AD11AD11 AD11

PLATFORM & STEPS

TO REMAIN

5'-0" 10"

5'-8"

EDGE OF ROOF ABOVE EDGE OF ROOF ABOVE

EDGE OF EXISTING ROOF ABOVE TO REMAIN

AD08AD08

AD12AD12AD12AD12AD12

AD04AD04 AD10 AD10

AD10AD10 AD13AD13AD13AD13 AD13AD13

AD07

1. THE GENERAL CONTRACTOR SHALL ACCEPT THE PROJECT AS IT

EXISTS. ALL EXISTING CONDITIONS, WHETHER OR NOT SPECIFICALLY

NOTED ON THE DRAWINGS, SHALL BE VERIFIED BY THE GENERAL

CONTRACTOR PRIOR TO THE COMMENCEMENT OF WORK.

2. DEMOLITION DRAWINGS INDICATE GENERAL SCOPE OF WORK ONLY.

NOT ALL DEMOLITION WORK NECESSARY IS SPECIFICALLY INDICATED.

THE EXTENT AND METHOD OF DEMOLITION SHALL BE AS NEEDED TO

ACCOMMODATE THE NEW WORK AS DETAILED.

3. ACCESS ITEMS INDICATED FOR DEMOLITION IN A MANNER DESIGNED

TO MINIMIZE IMPACT ON EXISTING WORK INDICATED TO REMAIN.

WHENEVER POSSIBLE, PERFORM DEMOLITION ACTIVITIES FROM

AREAS TO BE CONCEALED BY NEW WORK.

4. PATCH AND REPAIR ALL EXISTING CONSTRUCTION WHICH IS DAMAGED

OR DISTURBED TO MATCH EXISTING OR RESTORE TO ORIGINAL

CONDITION. WHERE AREAS OR ITEMS THAT ARE INDICATED TO BE

REMOVED ABUT OR ADJOIN EXISTING CONSTRUCTION INDICATED TO

REMAIN, SAWCUT OR OTHERWISE REMOVE TO PROVIDE A CLEAN

EDGE. IF EVIDENCE OF DEMOLITION WILL NOT BE CONCEALED BY

NEW WORK, PATCH AND/OR REPAIR TRANSITION TO MATCH ADJACENT

SURFACE AND FINISH.

5. ALL ITEMS TO BE SALVAGED FOR THE OWNER HAVE BEEN INDICATED

ON THE DRAWINGS OR IN THE SPECIFICATIONS OR WILL BE REMOVED

BY THE OWNER PRIOR TO THE START OF DEMOLITION. ALL OTHER

ITEM(S) SHALL BECOME THE CONTRACTOR’S PROPERTY AND SHALL

BE REMOVED ENTIRELY FROM THE SITE.

6. ALL CONSTRUCTION SCHEDULING AND SEQUENCING SHALL BE

COORDINATED WITH THE OWNER PRIOR TO BEGINNING ANY WORK.

COORDINATE ALL DEMOLITION WORK TO ACCOMMODATE OWNER’S

NORMAL OPERATIONS.

7. ERECT TEMPORARY PARTITIONS/BARRIERS AS REQUIRED TO

PREVENT CONTAMINATION OF ADJACENT AREAS THAT ARE OR WILL

BE USED BY THE OWNER FROM DUST, DEBRIS, AND EXCESSIVE NOISE

CAUSED BY DEMOLITION ACTIVITIES.

8. SHORE AND/OR BRACE EXISTING WORK AS REQUIRED TO SAFELY

REMOVE ITEM(S) OR EXISTING CONSTRUCTION WITHOUT DAMAGE TO

EXISTING CONSTRUCTION INDICATED TO REMAIN.

9. DO NOT MODIFY EXISTING STRUCTURE UNLESS SPECIFICALLY

INDICATED ON THE DRAWINGS OR APPROVED IN ADVANCE BY BOTH

THE ARCHITECT AND STRUCTURAL ENGINEER.

10. REFER TO MECHANICAL AND ELECTRICAL DEMOLITION DRAWINGS

FOR SPECIFIC DEMOLITION OF RELATED ITEM(S).

DEMOLITION GENERAL NOTES

DEMOLITION PLAN LEGEND

EXISTING WALL TO REMAIN

EXISTING WALL TO BE REMOVED

EXISTING DOOR TO REMAIN

EXISTING DOOR TO BE REMOVED

LEO A DALY Company 2014

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LIT

A-001

L A

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ISSUED FOR BID/

CONSTRUCTION

4_ A-

/23

SCALE: 1/8" = 1'-0"A-001

A1 LEVEL 1 - DEMOLITION PLAN

DEMOLITION PLAN KEYNOTES

AD01 REMOVE EXISTING DOOR AND WALL STOPS. FRAME TO REMAIN.

AD02 REMOVE EXISTING CLOSET AND ALL ASSOCIATED ELECTRICAL

EQUIPMENT.

AD03 REMOVE EXISTING TARGET RETRIEVAL SYSTEM.

AD04 REMOVE EXISTING WINDOW.

AD05 REMOVE EXISTING PEA GRAVEL.

AD06 REMOVE EXISTING OVERHEAD BAFFLE, FRAMING, COLUMNS,

PIERS AND FOOTINGS.

AD07 MODIFY EXISTING OVERHEAD BAFFLE SUPPORT JOISTS TO BEAR

ON NEW STEEL FRAMING. REMOVE PORTION OF JOIST BETWEEN

NEW CMU WALL AND EXISTING SUPPORT COLUMN. REMOVE

EXISTING SUPPORT COLUMN.

AD08 REMOVE PORTION OF ROOF DECK AND JOISTS BETWEEN EDGE

OF ROOF AND NEW CMU WALL.

AD09 REMOVE EXISTING 2 LAYERS OF PLYWOOD ON COLUMN.

AD10 REMOVE PORTION OF WALL AS REQUIRED FOR NEW OPENING.

SEE FLOOR PLANS AND ELEVATIONS FOR SIZE.

AD11 REMOVE EXISTING 2 LAYERS OF PLYWOOD ON OVERHEAD

BAFFLE OR CANOPY.

AD12 REMOVE EXISTING WOOD LOADING COUNTER.

AD13 REMOVE EXISTING DOOR, FRAME AND WALLSTOPS.

NTRUE

NORTH

N O

N D

A T E

F O

R B

O N

R U

C T

N /2

R-6

A-201 D1

A-201 C1

A-201 B1

A-201 A1

A4 A-301

C1 A-301

FIRING

PLATFORM

ELECTRICAL

STORAGE

DOWNRANGE

107D

A4 A-301

1 2 3 4 5 6 7 8 9 10 11

A-3

107C

01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 16 17 18 19 20 21

3'-4" 3'-4"

118'-0"

2'- 8"

8'- 0"

9'-

A-2

7'- 0"

1'- 8" 53'-11" 1'-3"

1'- 8"3'-9" 42'-9"

A5 A-301

R-1 9'-

4" 7"

3'-0"

3'-4" 5'-8"

AF1AF1

AF2 AF2

AF2AF2

AF3 AF3

TYP (9 THUS) TYP (9 THUS) AF4AF4

AF5AF5 AF5AF5

AF10 AF10

AF14AF14AF14

AF7

AF7AF7

AF8 TYP

AF8TYP

AF9

AF15

AF9

AF15

AF11AF11

25'-1" 65'-0" 25'-1"

'-0

7'- 7 1

/2" 2'-

8'- 0"

2'-

'-2

2'-

'-1 1"

2'-

7'-

0 1 /2"

'-6

M8 M8 M12G M8M8M12G

RANGE MASTER'S

CONTROL PLATFORM

7M TARGET LINE

10M TARGET LINE

15M TARGET LINE

25M TARGET LINE

AF2AF2AF2AF2AF2AF2

AF2AF2AF2

S4NS4NS4N

A5 A-301

AF2AF2

102'-0"

100'-0"

99'-5 3/4"

100'-0" 100'-0"

AF9AF9

READY LINE READY LINE

FIRING LINEFIRING LINE

AF13AF13

M12G

M12G M12G

W1W1

AF7

A-601 TYP

M-602

AF5AF5 AF5AF5

1'- 4"

TRAP

MAINTENANCE

TYP

AF12AF12 AF12

FEC FEC

AF2CHASE

CHASE

S4PS4P

S4N FE

A-601 B2

TYP

AF9

AF9 AF9

AF9

AF9 AF9

AF9

M8H M8H

1'-0" 9'-2" 9'-2" 1'-0"

AF12

3'-0" 3'-4" 2'-0" 3'-0" 3'-4"3'-4" 2'-8" 4'-8" 3'-4" 5'-8"

AF12 AF12

AF8

TYP AF8

TYP

AF6 AF6

3'-0"

2'- 8"

8'- 0"

6'- 0"

3'-4" 3'-4"

6'- 0"

9'- 4"

6'- 0"

13'-0"13'-0"7'-0" 7'-0"

AF8AF8

AF9

AF15

A-601 C1

TYP

A-601 C2

TYP

AF9

A-601 C2

SIMA-601

SIM

'-8

AF7

1. FINISH FLOOR ELEVATION (FFE) 100'-0" EQUALS 893.95' ON THE CIVIL

DRAWINGS.

2. ALL PENETRATIONS THROUGH NON-RATED FLOORS, WALLS AND

OTHER ASSEMBLIES SHALL BE SEALED AT BOTH SIDES WITH

MATERIALS APPROPRIATE TO THE ASSEMBLY CONSTRUCTION TO

REDUCE SOUND TRANSMISSION.

3. ALL PENETRATIONS THROUGH FIRE-RATED FLOORS, WALLS, AND

OTHER ASSEMBLIES SHALL BE PROTECTED BY MATERIALS AND

INSTALLATION DETAILS THAT CONFORM TO UL OR OTHER APPROVED

LISTINGS AND MATCH THE RATING OF THE CONSTRUCTION BEING

PENETRATED.

4. PROVIDE SOLID WOOD BLOCKING AS REQUIRED TO SUPPORT ALL

WALL MOUNTED ITEMS (INCLUDING, BUT NOT LIMITED TO, MAP

RAILS, MARKER BOARDS, SIGNAGE, CASEWORK, MILLWORK, AND

TOILET ACCESSORIES).

5. PROVIDE SOLID WOOD BLOCKING AT RAILINGS AND GUARDRAILS

CAPABLE OF SUPPORTING THE POINT AND UNIFORM LOADS

REQUIRED BY CODE.

6. VERIFY CLEARANCES REQUIRED FOR INSTALLATION OF ALL

RECESSED OR SEMI-RECESSED EQUIPMENT AND FIXTURES (E.G.

CABINETS, DISPENSERS, PANELS, ETC.). NOTIFY ARCHITECT

IMMEDIATELY IF SPECIFIED WALL TYPES DO NOT PROVIDE

ADEQUATE SPACE FOR PROPER INSTALLATION.

7. FLOOR PLAN DIMENSIONS ARE LOCATED FROM THE FINISHED FACE

OF PARTITIONS, UNLESS NOTED OTHERWISE.

8. ALL MASONRY DIMENSIONS ARE NOMINAL UNLESS NOTED

OTHERWISE.

9. DO NOT SCALE DRAWINGS; DIMENSIONS SHALL GOVERN.

10. EXTERIOR WALL CONSTRUCTION SHOWN ON WALL SECTIONS.

11. LOCATE DOOR FRAMES 4” CLEAR FROM ADJACENT PERPENDICULAR

WALLS UNLESS NOTED OTHERWISE.

FLOOR PLAN GENERAL NOTES

G - GROUT SOLID

PARTITION TYPE SYMBOL

PARTITION

DESIGNATION M12G

MATERIAL

NOMINAL

THICKNESS OPTION(S)

STUDS

CMU

S =

M = 7 5/8" MASONRY8 =

11 5/8" MASONRY12 =

3 5/8" STUD4 =

P - 3/16 PERFORATED

METAL BOTH SIDES

BRACE TO EXT

WALL AS REQUIRED

PARTITION TYPES LEGEND

ALL PARTITIONS EXTEND TO STRUCTURE UNLESS NOTED OTHERWISE

N - NON-PERFORATED

METAL SHEET

H - PARTIAL HEIGHT

WALL TO 7'-0"

FLOOR PLAN LEGEND

EXISTING WALL

NEW WALL

EXISTING DOOR

NEW DOOR

LEO A DALY Company 2014

2 3 4 5

P L

A N

N I N

G A

R C

H I T

E C

T U

R E

E N

G I N

E E

R I N

G I

N T

E R

I O

R S

S ec o n d A ve n u e

So u th

Su it e

M in n ea p o li s, -2

T el

-3

-8

F ax

-3

-4

B, N D

9 C

LIT

A S

B Y:

1 2 3 4 5

Sheet of 36

:0 :0

A-101

L A

B, N

/23

ISSUED FOR BID/

CONSTRUCTION

4_ A-

/23

SCALE: 1/8" = 1'-0"A-101

A1 LEVEL 1 - FLOOR PLAN

FLOOR PLAN KEYNOTES

AF1 INSTALL METAL WALL PANELS ON EXISTING WOOD SIDING,

ENTIRE FIRING PLATFORM BUILDING.

AF2 WALL SHEATHING INFILL AT REMOVED WINDOWS OR DOORS.

MATCH ADJACENT CONSTRUCTION OF 1/2" EXTERIOR PLYWOOD,

2 X 6 WOOD FRAMING & 1/2" INTERIOR WOOD PANELING. STAIN

PANELING TO MATCH EXISTING WHERE VISIBLE.

AF3 STAINLESS STEEL LOADING COUNTER

AF4 MECHANICAL PLENUM WALL

AF5 RUBBER TILE FLOORING TO EXTENTS SHOWN.

AF6 EQUIPMENT STOOP

AF7 REPLACE 2 LAYERS OF PLYWOOD ON FRONT FACE OF EXISTING

BAFFLE WITH 2 LAYERS FIRE RETARDANT PLYWOOD SHEATHING

ABOVE. STAGGER JOINTS.

AF8 2" THICK ACOUSTIC BALLISTIC PANELS OVER CMU WALLS FROM

T.O. FLOOR SLAB TO ROOF DECK.

AF9 2" THICK ACOUSTIC BALLISTIC PANELS OVER COLUMN.

AF10 CONCRETE STOOP

AF11 NEW CONCRETE SLAB THROUGHOUT DOWNRANGE & TRAP

MAINTENANCE AREA. SEE STRUCTURAL FOR THICKNESS.

AF12 DOWNSPOUT & CONCRETE SPLASH BLOCK.

AF13 GRANULAR RUBBER BULLET TRAP

AF14 REPLACE 2 LAYERS OF 3/4" PLYWOOD ON EXISTING OVERHEAD

CANOPY WITH 2 LAYERS FIRE RETARDANT PLYWOOD

SHEATHING. STAGGER JOINTS.

AF15 2" THICK ACOUSTIC BALLISTIC PANELS OVER 2 LAYERS OF 3/4"

PLYWOOD OVER EXISTING COLUMN FURRING.

NTRUE

NORTH

N O

N D

A T E

F O

R B

O N

R U

C T

N /2

R-6

A-201 D1

A-201 C1

A-201 B1

A-201 A1

A4 A-301

C1 A-301

A4 A-301

1 2 3 4 5 6 7 8 9 10 11

A-3

A-2

A5 A-301

R-1

AR1AR1

AR2 AR5

AR3AR3

AR4AR4 AR4AR4

AR6

AR7AR7

A5 A-301

A-301

TRANSLUCENT PANEL, TYP

AR8

AR9

TYP, 12 THUS

AR9

TYP, 12 THUS

AR11

4'- 0"

AR10AR10AR10AR10

1. SEE FLOOR PLAN FOR BUILDING DIMENSIONS. DO NOT SCALE

THE ROOF PLAN.

2. EQUIPMENT PADS AND CURBS SHALL BE SIZED ACCORDING TO

EQUIPMENT REQUIREMENTS UNLESS NOTED OTHERWISE.

3. INSTALL ROOFING IN ACCORDANCE WITH MANUFACTURER’S

REQUIREMENTS TO ACHIEVE SPECIFIED WARRANTY. FOLLOW

MANUFACTURER’S STANDARD INSTALLATION DETAILS AND

REQUIREMENTS AT ALL CONDITIONS NOT SPECIFICALLY

DETAILED BY ARCHITECT.

4. VENTS, BOILER STACKS, EXHAUST FANS, TIE-OFFS, ANTENNA

SUPPORTS AND OTHER ITEMS THAT EXTEND ABOVE THE

PARAPET HEIGHT AND ARE VISIBLE FROM GROUND LEVEL SHALL

BE PAINTED UNLESS FACTORY FINISHED OR NOTED OTHERWISE.

5. SEE MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL

INFORMATION REGARDING…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Nov 14, 2017.