Attachment I - D1_B1450.pdf

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

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DRAWFORM REVISION: 25 AUGUST 2020

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BRANCH MANAGER

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FIRE PROTECTION

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AS INDICATED

B1450

D1

APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

S p ro je c ts

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G-001

1760523

FINAL SUBMITTAL

12915607

MARCH 19, 2025

JAS JAS DJE,III

DRR/KRT

DJD

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06 MAY 2025

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BUILDING 1450 ADDITION

MARINE CORPS BASE CAMP LEJEUNE

P-1556 10TH MARINES OPERATIONAL COMPLEX

NAVAL FACILITIES ENGINEERING SYSTEMS COMMAND

MID-ATLANTIC

DESIGN AND CONSTRUCTION

FACILITIES ENGINEERING AND ACQUISITION DIVISION

NORFOLK, VIRGINIA

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

R

MCB CAMP LEJEUNE

ATLANTIC OCEAN

ATLANTIC OCEAN

NEW

R

IVER

P-1556 SITE

GENERAL PROJECT NOTES GOVERNING REGULATIONS

BUILDING CODE:

UNIFIED FACILITIES CRITERIA (UFC) 1-200-01 (01 SEP 2022, W/ CHANGE 3, 26 FEB 2024) UNIFIED FACILITIES CRITERIA (UFC) 1-200-02 (01 DEC. 2020, W/CHANGE 02, 01 JUN 2022) UNIFIED FACILITIES CRITERIA (UFC) 3-110-03 (01 MAY 2012, W/CHANGE 5, 12 JUN 2020)

ACCESSIBILITY CODE:

UNIFORM ACCESSIBILITY STANDARDS (UFAS)

AMERICANS WITH DISABILITIES ACT (ADA)

ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES (ADAAG)

MECHANICAL CODE:

INTERNATIONAL MECHANICAL CODE (IMC) 2021

ELECTRICAL CODE:

NFPA 70, NATIONAL ELECTRIC CODE (2023)

PLUMBING CODE:

INTERNATIONAL PLUMBING CODE (IPC) 2021

FIRE PREVENTION & LIFE SAFETY CODE:

UNIFIED FACILITIES CRITERIA (UFC) 3-600-01 (15 DEC. 2016, W/CHANGE 6, 06 MAY 2021)

NFPA 101, LIFE SAFETY CODE (2024)

1. WHERE EXISTING CONSTRUCTION IS DAMAGED BY CONSTRUCTION REQUIRED BY THESE

DOCUMENTS. REPAIR THE DAMAGED ITEM(S) WITH MATERIALS TO MATCH THE ADJACENT

MATERIAL, TEXTURE AND COLOR.

2. FIELD VERIFY EXISTING DIMENSIONS, PRIOR TO ORDERING MATERIALS OR BEGINNING

DEMOLITION.

3. ALL ITEMS NOT SHOWING AS "EXISTING" MUST BE PROVIDED AND INSTALLED UNDER THE

REQUIREMENTS OF THIS CONTRACT.

4. COORDINATE LAY DOWN AREA WITH THE CONTRACTING OFFICER PRIOR TO THE

PRECONSTRUCTION MEETING. THE ALLOWABLE AREA SIZE MUST BE ESTABLISHED BY THE

CONTRACTING OFFICER.

5. MANUFACTURER'S TRADE NAMES LISTED ARE NOT INTENDED TO BE PROPRIETARY.

PRODUCTS OF OTHER MANUFACTURERS WILL BE ACCEPTABLE PROVIDED THEY MATCH THE

COLOR, FINISHES, TEXTURES AND PATTERNS OF THE MANUFACTURER LISTED, AND MEET THE

TECHNICAL REQUIREMENTS OF THE SPECIFICATIONS.

6. OBSERVE AND MAINTAIN BUILDING AND COMPOUND SECURITY REQUIREMENTS AS DIRECTED

BY THE CONTRACTING OFFICER.

7. CONSTRUCTION WILL BE ACCOMPLISHED IN AND AROUND AREAS WHICH WILL REMAIN

OPERATIONAL. AVOID INTERFERENCE WITH THE OPERATIONAL WORK ROUTINE.

8. ALL SUBMITTALS REQUIRED BY THESE DRAWINGS OR SPECIFICATIONS MUST BE SUBMITTED

TO THE CONTRACTING OFFICER FOR APPROVAL PRIOR TO COMMENCEMENT OF RELATED

WORK.

B1450

B1445

B1337

NEW PARKING

B1

D1

D2

CONTROLLED

HUMID

ITY

W

AREHOUSE

A2

FIELD M

AIN

T.

SHOP

A1

A4

A5

A3-3

A3-3

PHASE 2

PHASE 1

A3

A3

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

N T

O F

T H

E N

A V

Y N

A V

A L

F A

C

IL

IT

IE

S E

N G

IN

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DRAWFORM REVISION: 25 AUGUST 2020

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B A

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PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

M

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G E R

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50679

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AS INDICATED

B1450

D1

APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

S p ro je c ts

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G-002

1760523

FINAL SUBMITTAL

12915608

MARCH 19, 2025

JAS JAS DJE,III

DRR/KRT

DJD

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06 MAY 2025

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ARCHITECT

MBF ARCHITECTS, P.A.

317-C POLLOCK STREET

NEW BERN, NC 28560

CIVIL

STANTEC

801 JONES FRANKLIN ROAD, SUITE 300

RALEIGH NC 27606

LANDSCAPE

STANTEC

229 PEACHTREE STREET NE, SUITE 1900

ATLANTA GA 30303

GEOTECHNICAL

ECS SOUTHEAST, LLP

6714 NETHERLANDS DRIVE

WILMINGTON, NC 28405

LIFE SAFETY

JENSEN HUGHES

4445 CORPORATION LANE, SUITE 211

VIRGINIA BEACH, VA 23455

STRUCTURAL

KAYDOS-DANIELS ENGINEERS, PLLC

400-201 WEST MORGAN STREET

RALEIGH, NC 27603

COMPREHENSIVE INTERIOR DESIGN

WITHIN INTERIOR DESIGN, INC.

1008 GRANBY STREET

NORFOLK, VA 23510

FIRE ALARM /FIRE PROTECTION

JENSEN HUGHES

4445 CORPORATION LANE, SUITE 211

VIRGINIA BEACH, VA 23455

PLUMBING / MECHANICAL / ELECTRICAL

CRENSHAW CONSULTING ENGINEERS

3516 BUSH STREET, SUITE 200

RALEIGH, NC 27609

REGIONAL MAP

VICINITY MAP

SITE MAP

PROJECT LOCATION

N

N

N

TELECOMMUNICATIONS

CRENSHAW CONSULTING ENGINEERS

3516 BUSH STREET, SUITE 200

RALEIGH, NC 27609

LIGHTNING PROTECTION

CRENSHAW CONSULTING ENGINEERS

3516 BUSH STREET, SUITE 200

RALEIGH, NC 27609

AUDIOVISUAL

THORBURN ASSOCIATES, INCORPORATED

2500 GATEWAY CENTRE BLVD., SUITE 800

MORRISVILLE, NC 27560

DESIGN TEAM INDEX OF DRAWINGS

BUILDING LOCATION AND PHASING MAP

S Y

M D

E S

C R

IP

T

IO

N

D A

T E

A P

X

Y

FIRE EXTINGUISHER BRACKET (4A:80B:C)

*EXISTING FIRE EXTINGUISHERS ARE NOT INDICATED

X = REQUIRED EGRESS CAPACITY (PERSONS)

Y = PROVIDED EGRESS CAPACITY (PERSONS)

ROOM AREA (SF)

OCCUPANT FACTOR (SF/PERSON)

NUMBER OF OCCUPANTS (PERSONS)

1-HR FIRE BARRIER

TRAVEL PATH AND DISTANCE

FIRE ALARM/MASS NOTIFICATION CONTROL PANEL

TD = XXFT

LIFE SAFETY LEGEND

1,000

XXXXX

XXXX

XXXX

FMCP

APPLICABLE BUILDING CODES

USE GROUP/OCCUPANCY

B (IBC 304.1) / BUSINESS (LSC 6.1.11.1.) - ORDINARY HAZARD (LSC 38.1.5)

S-1 (IBC 311.2) / SPECIAL PURPOSE INDUSTRIAL OCCUPANCY (NFPA 30A 7.4.1)

FOR IBC, BUILDING IS NON-SEPARATED MIXED GROUP B AND GROUP S-1 OCCUPANCIES.

FOR LSC, BUILDING IS NON-SEPARATED MIXED BUSINESS AND SPECIAL PURPOSE INDUSTRIAL OCCUPANCIES.

FIRE PROTECTION SYSTEMS

WET PIPE SPRINKLER SYSTEMS

EMERGENCY VOICE/MASS NOTIFICATION FIRE ALARM SYSTEM

CONSTRUCTION TYPE

FLOOR LEVEL

REQUIRED EXIT

CAPACITY

AVAILABLE EXIT

CAPACITY

NUMBER OF EXITS

REQUIRED

NUMBER OF EXITS

PROVIDED

AFFECTED AREAS 32 510 2 3

BUILDING AREA & HEIGHT:

BASED ON SPRINKLERED GROUP S-1 ALLOWABLE PROVIDED

ALLOWABLE AREA (IBC TABLE 506.2): 52,500-SF 18,097-SF

ALLOWABLE STORIES (IBC TABLE 504.4): 4-STORIES 2-STORIES

ALLOWABLE HEIGHT (IBC TABLE 504.3): 75-FT 60-FT

TYPE II-B

EXTERIOR WALLS

EXTERIOR FIRE EXPOSURE BASED ON SEPARATION DISTANCE (TYPE II-B)

FIRE SEPARATION DISTANCE

< 5 FT

> 5 FT AND < 10 FT

> 10 FT

GROUP B

1 - HOUR

1 - HOUR

0 - HOUR

INTERIOR FINISH CLASSIFICATION LIMITS

LIMITS (BASED ON BUSINESS / INDUSTRIAL OCCUPANCIES WITH REDUCTION FOR SPRINKLERS)

REQUIRED PROVIDED

EXIT (TABLE A10.2.2.) MINIMUM CLASS C MINIMUM CLASS C

EXIST ACCESS CORRIDORS (TABLE A10.2.2.) MINIMUM CLASS C MINIMUM CLASS C

OTHER SPACES (TABLE A10.2.2) MINIMUM CLASS C MINIMUM CLASS C

FLOOR FINISH MINIMUM 0.1 W/CM2 MINIMUM 0.1 W/CM2

OCCUPANT LOADS

OCCUPANT LOADS (LSC TABLE 7.3.1.2)

SPECIAL PURPOSE INDUSTRIAL MAXIMUM PROBABLE

MEP SPACE 500 SF/PERSON

STORAGE 500 SF/PERSON

TRAVEL DISTANCE (LSC TABLE A.7.6)

COMMON PATH OF TRAVEL (BUSINESS / SP INDUSTRIAL): 100-FT / 100-FT

TOTAL TRAVEL DISTANCE (BUSINESS / SP INDUSTRIAL): 300-FT / 400-FT

DEAD END CORRIDOR (BUSINESS / SP INDUSTRIAL): 50-FT / 50-FT

CAPACITY OF EXITS (LSC TABLE 7.3.3.1)

LEVEL COMPONENTS (WIDTH/PERSON) 0.2 IN/PERSON

NUMBER OF EXITS (LCS 7.4)

2 FOR OCCUPANT LOAD ≤ 500, 3 FOR OCCUPANT LOAD > 500 AND ≤ 1,000.

FIRE RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTS

(IBC TABLE 601, TYPE II-B CONSTRUCTION)

REQUIRED PROVIDED

PRIMARY STRUCTRUAL FRAME, INCL. COLUMNS, GIRDERS & TRUSSES 0-HOUR 0-HOUR

PRIMARY STRUCTURAL FRAME SUPPORTING A ROOF ONLY 0-HOUR 0-HOUR

BEARING WALLS, INTERIOR & EXTERIOR 0-HOUR 0-HOUR

FLOOR CONSTRUCTION 0-HOUR 0-HOUR

ROOF CONSTRUCTION (SECONDARY MEMBERS ONLY) 0-HOUR 0-HOUR

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

IBC INTERNATIONAL BUILDING CODE 2021

UFC 1-200-01 DOD BUILDING CODE, 12 JUNE 2023

UFC 3-520-01 INTERIOR ELECTRICAL SYSTEMS, 12 APRIL 2021

UFC 3-600-01 FIRE PROTECTION ENGINEERING FOR FACILITIES, 6 MAY 2021

UFC 4-021-01 DESIGN AND O&M: MASS NOTIFICATION SYSTEMS, JANUARY 2010

NFPA 10 PORTABLE FIRE EXTINGUISHER 2022

NFPA 13 INSTALLATION OF SPRINKLER SYSTEMS 2022

NFPA 24 INSTALLATION OF PRIVATE FIRE SERVICE MAINS AND THEIR APPURTENANCES 2022

NFPA 30 FLAMMABLE AND COMBUSTIBLE LIQUIDS CODE 2024

NFPA 30A MOTOR FUEL DISPENSING FACILITIES AND REPAIR GARAGES 2021

NFPA 30B MANFACTURE AND STORAGE OF AEROSOL PRODUCTS 2023

NFPA 70 NATIONAL ELECTRICAL CODE 2023

NFPA 72 NATIONAL FIRE ALARM AND SIGNALING CODE 2022

NFPA 90A INSTALLATION OF AIR-CONDITIONING AND VENTILATING SYSTEM 2024

NFPA 101 LIFE SAFETY CODE (LSC) 2024

THERE IS A DISTANCE OF AT LEAST 40-FT BETWEEN BUILDING D1 AND ANY OTHER STRUCTURES ON ALL SIDES. THIS PROVIDES A FIRE SEPARATION DISTANCE OF AT LEAST 30-FT FROM THE ADJACENT BUILDINGS TO AN IMAGIANRY LOT LINE AND AT LEAST 10-FT FROM THE IMAGINARY LOTE LINE TO BUILDING D1; THEREFORE, THERE IS NO FIRE RESISTANCE RATING REQUIRED ON THE EXTERIOR WALLS BASED ON THE FIRE SEPARATION DISTANCE.

INTERIOR FIRE RESISTANCE RATING REQUIREMENTS

ROOM

LIQUID STORAGE ROOMS

REQUIRED SEPARATION

1-HOUR (NFPA 30 TABLE 9.9.1)

ADDITIONAL LIFE SAFETY CRITERIA

MEANS OF EGRESS MUST BE ILLUMINATED IN ACCORDANCE WITH LSC 7.8 (LSC 38.2.8; 40.2.8). ARTIFICIAL LIGHTING IS REQUIRED AT LOCATIONS

AND TIMES NECESSARY TO MAINTAIN ADEQUATE ILLUMINATION (LSC 7.8.1.2.1).

EMERGENCY LIGHTING SYSTEMS MUST BE PROVIDED IN ACCORDANCE WITH LSC 7.9 (LSC 38.2.9.1; 40.2.9.1).

MEANS OF EGRESS MUST BE PROVIDED WITH SIGNS IN ACCORDANCE WITH LSC 7.10 AND UFC 3-600-01 2-5.2 (LSC 38.2.10; 40.2.10). SIGNS MUST HAVE LETTERING ON AN OPAQUE BACKGROUND. INTERNALLY ILLUMINATED SIGNS MUST BE LIGHT EMITTING DIODE (LED) TYPE, ELECTROLUMINESCENCE (LEC), OR COLD CATHODE TYPE. INCANDESCENT FIXTURES ARE NOT PERMITTED. RADIOLUMINOUS EXIT SIGNS ARE NOT

PERMITTED (UFC 3-600-01 10-2.1).

FIRE EXTINGUISHERS ARE REQUIRED IN BUSINESS OCCUPANCIES AND MUST BE LOCATED IN ACCORDANCE WITH NFA 10 (LSC 38.3.5 & UFC 3-600-01 9-17.1 & 9-17.2).

GROUP S-1

2-HOUR

1-HOUR

0 - HOUR

PROVIDED

1-HOUR

AREA OCCUPANCY/USE APPROX.

AREA (SF)

OCCUPANT LOAD

FACTOR

(SF/PERSON)

OCCUPANT

LOAD

(PERSONS)

WORK BAYS SP INDUSTRIAL / SP INDUSTRIAL 4,509 18MAX

MT TOOLS 1,025 2500

8,950TOTAL 32-

PROVIDED

0 - HOUR

SPRINKLER VALVE ROOM 1-HOUR (NFPA 24 6.2.9(6)) 1-HOUR

FUEL-FIRED EQUIPMENT ROOM SMOKE PARTITION (LSC 38.3.2.1) SMOKE PARTITION

BATTERY ROOM 129 0500

WORK BAYS ADDITION 3,287 12MAX

SP INDUSTRIAL / STORAGE

SP INDUSTRIAL / STORAGE

SP INDUSTRIAL / SP INDUSTRIAL

EXISTING AFFECTED AREAS

ADDITION

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

N T

O F

T H

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A V

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A V

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DRAWFORM REVISION: 25 AUGUST 2020

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PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

L F

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IL

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AS INDICATED

D1

APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

C U s e rs \a e lb o g h d a d y \D o c u m e n ts

\2 F

IR

E

D B a e lb o g h d a d y .r v t

/2

/2

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GI001

1760523

FINAL DESIGN SUBMITTAL

12915609

MARCH 19, 2025

APF AHE KEC

DRR/KRT

EJA

DSN

P -1

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Lic. No. 044409

AARON P FREIDC

O M M O

N W

EAL

THOF

V

IR

G

IN

IA

P R O F

E

SSIONAL EN

G

IN

E E R

06 MAY 2025

DSN

FMCP

C M

1 2 2.8 3

G

F

E

D

C

B

A

STAIR

OVE STORAGE

DISPATCH

WORK BAYS

OFFICE STAIR

MT TOOLS

MEN

SEC. STG

JAN

WOMEN STORAGE

MECH

STAIR

POL

BATTERY RM

EXISTING WORK

BAYS

WORK BAYS

TD = 83 FT

TD = 148 FT

4,509

MAX

3,287

MAX

1,025

EXISTING ADDITION

MATERIAL CLASS/LEVEL QUANTITY

NOTES:

* AUTOMATIC SPRINKLER PROTECTION ALLOWANCES HAVE BEEN APPLIED IN ACCORDANCE

WITH NFPA 30 SECTION 9.6.2.1.

HAZARDOUS MATERIAL STORAGE LIMITATIONS

AEROSOLS

1 UNLIMITED

IIIA 120 GAL

IIIB 680 GAL

COMBUSTIBLE LIQUIDS (BUSINESS OCCUPANCY)*

COMBUSTIBLE LIQUIDS (LIQUID STORAGE ROOMS)

IIIB 240 GAL

IB 20 GALFLAMMABLE LIQUIDS (BUSINESS OCCUPANCY)*

2 2,000 LB

GENERAL SHEET NOTES:

1.

2.

3.

4.

5.

FOR LIFE SAFETY LEGEND, SEE SHEET GI001.

FIRESTOP PENETRATIONS AND JOINTS TO MAINTAIN THE

INTEGRITY OF THE FIRE-RATED CONSTRUCTION. FIRE-

RESISTANCE-RATING OF WALLS, FLOORS, CEILINGS, AND

SHAFTS MUST BE MAINTAINED.

PENETRATIONS AND JOINTS MUST BE PROVIDED WITH UL

LISTED FIRESTOP SYSTEMS.

THE RATINGS OF FIRESTOP SYSTEMS MUST BE GREATER

THAN OR EQUAL TO THE RATING OF THE BARRIER.

UL ASSEMBLIES AND MATERIAL PRODUCT DATA SHEETS

FOR FIRESTOPPING SYSTEMS MUST BE SUBMITTED AND

APPROVED BEFORE ANY FIRESTOPPING IS INSTALLED.

REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL

REQUIREMENTS AND INFORMATION.

SATISFACTORY TO

APPROVED

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D E

P A

R T

M E

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O F

T H

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IT

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DRAWFORM REVISION: 25 AUGUST 2020

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T A T

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PM/DM

BRANCH MANAGER

CHIEF ENG/ARCH

FIRE PROTECTION

N A

V A

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G S

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A N

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AS INDICATED

D1

APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

C U s e rs \a e lb o g h d a d y \D o c u m e n ts

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GI101

1760523

FINAL DESIGN SUBMITTAL

12915610

MARCH 19, 2025

APF AHE KEC

DRR/KRT

EJA

DSN

P -1

T

H M

A R

IN

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S O

P E

R A

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SCALE: 3/32" = 1'-0"

A3

B1450 ADDITION LIFE SAFETY FLOOR PLAN

GRAPHIC SCALE: 3/32"=1'-0"

8' 0 8' 16' 24'

N

S Y

M D

E S

C R

IP

T

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D A

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A P

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Lic. No. 044409

AARON P FREIDC

O M M O

N W

EAL

THOF

V

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IN

IA

P R O F

E

SSIONAL EN

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IN

E E R

06 MAY 2025

DSN

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D

EP

AR

TM

EN

T

O F

TH

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AV

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AV

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M S

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DRAWFORM REVISION: 25 AUGUST 2020

DE

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ON

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(D C)

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AS INDICATED

B1450

D1

APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

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S-001

1760523

FINAL SUBMITTAL

12915611

MARCH 19, 2025

BCC HON LGG

DRR/KRT

NBJ

EJA

DSN

06 MAY 2025

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SHEET INDEX

SHEET NO SHEET TITLE

S-001 COVER SHEET

S-002 STRUCTURAL NOTES

S-003 STRUCTURAL NOTES

S-101 FOUNDATION PLAN

S-102 ROOF FRAMING PLAN

S-201 STRUCTURAL SECTIONS

S-501 GENERAL CONSTRUCTION DETAILS

S-502 GENERAL CONSTRUCTION DETAILS

DESIGN CRITERIA

1. BUILDING CODES..............................2021 IBC "INTERNATIONAL BUILDING CODE"

UFC 1-200-01, CHANGE 2, 12 JUN 2023 "GENERAL BUILDING REQUIREMENTS"

UFC 3-301-01, CHANGE 1, 02 OCT 2023 "STRUCTURAL ENGINEERING"

UFC 4-010-01, CHANGE 2, 30 JUL 2022 "MINIMUM ANTI-TERRORISM

STANDARDS FOR BUILDINGS"

2. BUILDING RISK CATEGORY........................................................................................... II

3. SUPERIMPOSED DEAD LOADS:

a) ROOF...................................................................................................... 20 PSF

4. DESIGN LIVE LOADS:

a) ROOF...................................................................................................... 20 PSF

b) FLOOR.................................................................................................. 100 PSF

c) VEHICLE BAY (AXLE LOAD) ...................................................................... 16K

5. SNOW:

a) GROUND SNOW LOAD ........................................................................ 10 PSF

b) FLAT ROOF SNOW LOAD..................................................................... 10 PSF

c) SNOW EXPOSURE FACTOR, Ce ............................................................... 1.0

d) IMPORTANCE FACTOR, Is ........................................................................ 1.0

e) THERMAL FACTOR, Ct ............................................................................... 1.0

f) SNOW SURCHARGE LOADING..........................SEE ROOF FRAMING PLAN

6. WIND

a) ULTIMATE WIND SPEED ................................................................. 144 MPH

b) NOMINAL WIND SPEED.................................................................... 112 MPH

c) WIND EXPOSURE CATEGORY..................................................................... B

d) INTERNAL PRESSURE COEFFICIENT .................................................... 0.18

e) ROOF COMPONENTS AND CLADDING .......... SEE TABLE ON SHEET S001

f) WALL COMPONENTS AND CLADDING .......... SEE TABLE ON SHEET S001

g) WIND BASE SHEAR (ULTIMATE)...................................... Vx = 40K, Vy =27K

7. SEISMIC:

a) SITE CLASS .................................................................................................. D

b) IMPORTANCE FACTOR, Ie ........................................................................ 1.0

c) MAPPED SPECTRAL RESPONSE ACCELERATION, Ss ................... 0.115 G

d) ONE SECOND PERIOD SPECTRAL RESPONSE COEFFICIENT, ..... 0.055 G

e) SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT, SDS ........ 0.123 G

f) ONE SEC PERIOD SPECTRAL RESPONSE COEFFICIENT, SD1...... 0.088 G

g) SEISMIC RESPONSE COEFFICIENT, Cs ............................................... 0.051

h) RESPONSE MODIFICATION FACTOR, R

i) SEISMIC DESIGN CATEGORY .................................................................... B

j) BASIC SEISMIC FORCE RESISTING SYSTEM ........... STEEL SYSTEM NOT

SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE

k) ANALYSIS PROCEDURE ............................ EQUIVALENT LATERAL FORCE

l) SEISMIC BASE SHEAR ........................................................................ V = 5 K

8. RAIN:

a) RAIN INTENSITY, i ............................................................................ 4.25 in/hr

A A

ZONE 45 5

3 2 3

3 2 3

ZO

NE

WALLS

ROOF

COMPONENTS & CLADDING PRESSURE (PSF)

SHOP DRAWINGS/SUBMITTALS:ABBREVIATIONS:

ParallelPAR.

CONT Continuous

Double Degree Demolish, Demolition

Centered Counter Sink

Depressed

Existing

Electric, Electrical

Each Face

Elevation Edge Nail

Equipment

Expansion Joint

Drawing

Diameter Diagonal Dimension

Drag Truss

Face of Steel (Studs)

Face Of

Far Side

Face of Masonry

Field Nail Floor, Flooring

Foundation

Face of Concrete

Existing

Exterior Expansion

Each Way

Finish, Finished

Finished Floor Finish Grade

Floor Joist

Future

Header Hanger

Height

Gusset

Heating/Ventilation/ Air Conditioning

Hold Down

Horizontal High Point

Grade Beam

Grade, Grading Glued Laminated Girder Truss

Footing

Each Side

Laminated Length, Angle

Include

Inside Diameter

Information

Interior Insulated

FTG

INT.

JST

L

LAM

JT. Joint Joist

HT

H.P.

HORIZ

H.V.A.C

IN

I.D.

INCL

INFO

INS

Inch

GA

GD

G.B.

FUT.

GLB

G.T.

HD

HGR

HDR

GUSS.

Gauge

Equal

F.J.

FLR

F.N.

FND

F.S.

F.O.

F.O.C.

F.O.S.

F.O.M.

FT. Feet

EQ.

EQPT.

EXP.

E.W.

F.F.

F.G.

FIN

EXT.

EXIST'G

E.S.

DO

DWG

DWL

D.T.

E.F.

E.J.

E.N.

ELV

ELEC

EA.

Dowel

Each

CSK

DBL

DEG

DEP

DEM

CTR'D

DIA

DIM

DIAG

Ditto

Pounds per Cubic Foot

Plate, Property Line

Precast Concrete

Pounds per Square Foot Pounds per Square Inch

Revision, Revised

Pressure Treated

R.,RAD.

Return

Rafters Roof

Required Reinforcement Reference

RFT.

RF.

REF.

RET.

REQ.

REINF.

REV.

Plywood Panel

Penetration

Radius

PLY.

PNL.

P.T.

P.S.I.

P.S.F.

PENT.

P.C.C.

P.C.F.

PL.

American Concrete Institute

Air Conditioning Anchor Bolt

Bottom Bottom of Footing

Above Finished Floor

American Society for Testing Materials

American Plywood Institute

Between

Blocking

Boundry Nail

Adjacent

Architect

Alternate Aluminum

Concrete Masonry Unit

Control Joint / Ceiling Joist

Connection Construction

Ceiling

Cast-in-Place

Concrete

Channel

ARCH.

C.J.

CLG

COL

CLR

CONC

CMU

C.I.P.

CONST

CONN

C

Column

Clear

A.S.T.M.

B.N.

BM

BLW.

BETWN.

BLK.

BOTT

B.O.F.

BLKG

Beam

Below

Block

A/C A.B.

A.C.I.

AL.

ADJ.

ALT.

A.P.A.

A.F.F.

Long Leg Horizontal

Mount, Mounted, Mounting

Manufacture, Manufacturer

Long Leg Vertical

Opposite Hand, Overhead Outside Diameter

MaximumMAX

Number Nominal

Opening

On Center Not To Scale

Not In Contract

Near Side

North

O.D.

O.C.

N.T.S.

OPNG

O.H.

NOM

N.S.

N.I.C.

NO.

N.

Minimum

Medium

Metal

Mezzanine

Miscellaneous Masonry Opening

Machine Bolt

Mechanical

MFR

MIN

MISC

M.O.

MTL

MT.

MECH

M.B.

MEZZ

MED

Long Pound

Live Load

Louver Masonry

Low Point

L.L.H.

L.P.

LVR

MAS

L.L.V.

L.L.

LG

LB

(E)

P PlateL

Unless Otherwise Noted Unless Noted Otherwise

Welded Wire Mesh Welded Wire Fabric WeightWT.

W.W.M.

W.W.F.

Vapor Barrier Vertical

Without

West Wood

Water Proof Working Point

With

W/O W.P.

W.PT.

W.

WD.

V.B.

U.O.N.

VERT.

U.N.O.

W/

Toe Nail

Typical Tube Steel Top of Wall

Top of Beam

Top of Steel Top of Parapet Top of Footing Top of Concrete

T.O.S.

T.S.

TYP.

T.O.W

T.N.

T.O.B.

T.O.P.

T.O.F.

T.O.C.

Sheet Metal Screw Specification(s)

Thick, Thickness

R.T. Roof Truss

S.S. Stainless Steel

Steel Structural

Stiffener Standard

Tongue & Groove Top & Bottom Symmetrical Suspended

Top of Curb

SYM

THK

T.C.

T&G T&B

STL.

STD.

STRUCT

STIFF.

SUSP.

South Schedule Section

Similar Sheet

Square

Separation

SHT.

SIM.

SPEC.

S.M.S.

SQ.

SEC.

SEP.

SCHED.

S.

Room

Rough Sawn Rough Opening

R.S.

R.O.

RM.

International Building CodeIBC Seismic Lateral Resisting SystemSLRS

GalvanizedGAL

Grade BeamGB

Masonry Control JointMCJ

Pre-Engineered Metal BuildingPEMB.

Powder Acuated FastenersP.A.F.

S-XXX

A1

A1

S-XXX

A1

S-XXX

GRID LINES - CENTER LINE

DETAIL NO.

ELEVATION NO.

SECTION NO.

SECTION

ELEVATION

DETAIL BUBBLE

GRID LINES - F.O. STUD/WALL

GRID NO.

SHEET NO. WHERE

SECTION IS SHOWN

SHEET NO. WHERE

ELEVATION IS SHOWN

SHEET NO. WHERE

DETAIL IS SHOWN

DESIGN BASIS: SYMBOLS:

1.

2.

3.

4.

5.

STEEL REINFORCING LISTS AND QUANTITIES AND LENGTH

OF ALL MATERIALS ARE THE RESPONSIBILITY OF THE

CONTRACTOR TO ASSURE COMPLIANCE WITH THE PLANS.

THE ENGINEER WILL NOT REVIEW THESE ITEMS.

SHOP DRAWINGS MUST BE SUBMITTED AT LEAST TWO WEEKS PRIOR

TO THE SCHEDULED FABRICATION DATE.

REPRODUCTION OF THESE STRUCTURAL DRAWINGS IS

PROHIBITED FOR THE PURPOSE OF PREPARING SHOP

DRAWINGS. SUBCONTRACTOR/FABRICATOR MUST PROVIDE

INDEPENDENTLY CREATED DRAWINGS BASED ON THE

INFORMATION SHOWN IN THE CONTRACT DOCUMENTS.

SEE SPECIFICATIONS AND DEFERRED SUBMITTAL REQUIREMENTS

ON SHEET S-002 FOR REQUIRED SHOP DRAWING AND SUBMITTAL

REQUIRMENTS TO BE PROVIDED TO THE CONTRACTING OFFICER

FOR REVIEW AND COMMENT.

REVIEW OF SHOP DRAWINGS IS FOR THE PURPOSE OF GENERAL

COMPLIANCE WITH THE CONTRACT DOCUMENTS. ALL ERRORS IN

DETAILING, FABRICATION, AND CORRECT FITTING OF ALL

STRUCTURAL MEMBERS INCLUDING COORDINATION WITH OTHER

TRADES ARE THE RESPONSIBILITY OF THE CONTRACTOR. SHOP

DRAWING SUBMITTAL REVIEW DOES NOT CONSTITUTE CHANGE

ORDERS. ANY PROPOSED CHANGES MUST BE SUBMITTED IN A

LETTER OR DETAIL FOR APPROVAL.

RO

OF

COMPONENTS & CLADDING NEW DESIGN WIND PRESSURE (ULTIMATE)

ZONE

EFFECTIVE

WIND

AREA

(+) PRESSURE

(PSF)

(-) PRESSURE

(PSF)

1 10 36 -64

1 20 31 -57

1 50 25 -47

1 100 20 -40

2 10 -88

2 20 -79

2 50 -66

2 100 -57

3 10

3 20

3 50

3 100

4 10 48 -52

4 20 46 -50

4 50 48 -47

4 100 41 -45

4 500 36 -40

5 10 -64

5 20 -60

5 50 -54

5 100 -50

5 500 -40

W

AL

LS

-88

-79

-66

-57

REFERENCE SPECIFICATIONS FOR

SPECIAL INSPECTION REQUIREMENTS

SY

M

D

ES

C R

IP

TI

O N

D

AT

E

AP

PR

ACTIVITY

FOR COMMANDER NAVFAC

SEAL

A/E INFO

SCALE:

CONSTR. CONTR. NO.

SHEET

NAVFAC DRAWING NO.

DES DRW CHK

EPROJECT NO.:

A

B

C

D

1 2 3 4 5

1 2 3 4 5

A

B

C

D

D

EP

AR

TM

EN

T

O F

TH

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N

AV

Y N

AV

AL

F

AC

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IT

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S

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IN

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IN

G S

YS

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M S

C O

M M

AN

D

DRAWFORM REVISION: 25 AUGUST 2020

DE

SI

GN

A

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C

ON

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(D C)

C

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NA

VA

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BRANCH MANAGER

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AV

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IN

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M

S C

O M

M

AN

D

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AS INDICATED

B1450

D1

APPROVED BY SOFIA SCHWARTZ

AMB DIRECTOR

MCB CAMP LEJEUNE

C :\U se rs

\h en ry .K

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D

O S-

D

AN

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LS

\D oc um en ts \S

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4:

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ST

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TU

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AL

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S

S-002

1760523

FINAL SUBMITTAL

12915612

MARCH 19, 2025

BCC HON LGG

DRR/KRT

NBJ

EJA

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06 MAY 2025

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1.0.1

1.0.2

1.0.3

1.0.4

1.0.5

1.0.6

1.0.7

1.0.8

1.0.9

1.0.10

1.0.11

1.0.12

1.0.13

3.2.1

3.2.2

3.2.3

3.2.4

3.2.5

3.2.6

3.3.4

3.3.1

3.3.2

3.3.3

3.2.7

3.2.8

3.2.9

3.2.10

3.2.11

3.3.5

3.3.6

3.3.7

3.3.8

3.3.9

3.1.9

3.1.10

3.1.11

2.0.4

2.0.5

2.0.6

2.0.7

2.0.8

2.0.9

2.0.10

3.0

STRUCTURAL NOTES

2.0 FOUNDATION:1.0 GENERAL NOTES: 3.3 MECHANICAL ANCHORS IN HARDENED

CONCRETE AND MASONRY

(EXPANSION ANCHORS):

CONCRETE:

REINFORCING STEEL:3.1

3.2 ADHESIVE, ANCHOR RODS AND REBAR

IN HARDENED CONCRETE (EPOXY

ANCHORS):

A.

B.

C.

D.

TYPICAL DETAILS MUST BE USED WHENEVER APPLICABLE WHETHER

SPECIFICALLY REFERENCED OR NOT.

DRAWINGS MUST NOT BE SCALED FOR CONSTRUCTION PURPOSES.

REFER TO ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:

SIZE AND LOCATION OF DOOR AND WINDOW OPENINGS, UNLESS

OTHERWISE NOTED.

SIZE AND LOCATION OF INTERIOR AND EXTERIOR NON-BEARING

PARTITIONS.

SIZE AND LOCATION OF CURBS, FLOOR DRAINS, SLOPES, DEPRESSED

AREAS, CHANGES IN LEVEL, RAMPS, CHAMFERS, GROOVES, INSERTS, ETC.,

EXCEPT AS SHOWN.

SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS, EXCEPT AS SHOWN.

FLOOR AND ROOF FINISHES.

STAIR FRAMING AND DETAILS, EXCEPT AS SHOWN.

DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.

REFER TO MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR THE

FOLLOWING:

PIPE RUNS, SLEEVES, HANGERS, TRENCHES, SLAB OPENINGS, ETC.,

EXCEPT AS SHOWN OR NOTED.

ELECTRICAL CONDUITS, BOXES, OUTLETS.

CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL AND PLUMBING

FIXTURES.

SIZE AND LOCATION OF MACHINE AND EQUIPMENT BASES, ANCHOR

BOLTS, ETC.

ASTM REFERENCES ARE FROM THE LATEST ISSUE AND LATEST REVISION,

UNLESS OTHERWISE NOTED.

CONSTRUCTION MATERIALS, IF PLACED ON STRUCTURAL MEMBERS, MUST BE

SPREAD OUT SUCH THAT THE LOADING DOES NOT EXCEED THE DESIGN LIVE

LOADS. PROVIDE SHORING AND BRACING WHERE CONSTRUCTION LOADING

EXCEEDS THE DESIGN STRENGTH OF THE STRUCTURAL MEMBERS OR THE

STRUCTURAL STRENGTH HAS NOT BEEN ATTAINED OR THE STRUCTURE IS NOT

COMPLETE.

A.

B.

C.

D.

E.

F.

G.

CHEMICAL ANCHOR SYSTEMS:

ADHESIVE ANCHOR INSTALLATIONS MUST COMPLY WITH

MANUFACTURER'S WRITTEN INSTRUCTIONS AND SPECIFICATIONS, INCLUDING

ANY ICC-ES REPORTS.

DUST MUST BE BLOWN FROM THE HOLE WITH COMPRESSED AIR TO ENSURE

PROPER ANCHOR SEATING DEPTH AND TO PROVIDE A CLEAN BONDING

SURFACE. ADDITIONALLY, THE HOLE MUST BE BRUSHED WITH A NYLON

BRUSH THEN BLOWN AGAIN WITH COMPRESSED AIR.

ADHESIVE MUST ONLY BE APPLIED TO DRY SURFACES.

BASE MATERIAL TEMPERATURE MUST BE 40°F OR ABOVE AT TIME OF

INSTALLATION. FOR BEST RESULTS, MATERIAL SHOULD BE 70°F-80°F.

WHEN INSTALLING EPOXY ANCHORS INTO MASONRY, ANCHORS MUST BE

INSTALLED IN SOLID GROUTED CELLS ONLY.

EXPANSION ANCHOR SYSTEMS:

ANCHORS TO BE INSTALLED IN HOLES DRILLED WITH CARBIDE-TIPPED DRILL

BITS. ANCHORS TO BE INSTALLED PER MANUFACTURER'S WRITTEN

INSTRUCTIONS.

WHEN INSTALLING DRILLED EXPANSION ANCHORS IN EXISTING REINFORCED

CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE

EXISTING REINFORCEMENT.

MAINTAIN A MINIMUM CLEARANCE OF 25 mm[1"] BETWEEN THE

REINFORCEMENT AND THE DRILLED EXPANSION ANCHORS. EXPANSION

ANCHORS MUST NOT BE USED AT CONCRETE CURBS.

EXAMINE THE STRUCTURAL DRAWINGS AND THE

SPECIFICATIONS AND NOTIFY THE ENGINEER & CONTRACTING

OFFICER OF DISCREPANCIES IN ELEVATIONS, DIMENSIONS, AND SITE

CONDITIONS INCLUDING ERRORS BEFORE PROCEEDING WITH ANY WORK.

OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE

DRAWINGS (AND SPECIFICATIONS) MUST BE RESOLVED IN WRITING WITH THE

ENGINEER/ARCHITECT & CONTRACTING OFFICER PRIOR TO START OF WORK.

NO PIPES OR DUCTS MUST BE PLACED IN STRUCTURAL MEMBERS UNLESS

SPECIFICALLY DETAILED OR APPROVED BY THE ENGINEER & CONTRACTING

OFFICER.

THE DRAWINGS (AND SPECIFICATIONS) REPRESENT THE COMPLETED

STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.

PROVIDE MEASURES AND MEANS NECESSARY TO PROTECT PERSONS AND

THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES MUST INCLUDE,

BUT NOT BE LIMITED TO BRACING, SHORING, ETC. OBSERVATION VISITS BY THE

ARCHITECT OR ENGINEER DOES NOT INCLUDE REVIEW OF THESE MEASURES.

INVESTIGATE THE SITE DURING CLEARING AND EXCAVATION FOR UNSUITABLE

CONDITIONS, UNCONSOLIDATED AND UNDOCUMENTED FILLS, BURIED

STRUCTURES, UTILITIES, ETC., AND IMMEDIATELY NOTIFY THE

ARCHITECT/ENGINEER & CONTRACTING OFFICER OF SITE CONDITIONS

NOT REFLECTED ON THE DRAWINGS OR DIFFERENT FROM MAXIMUM OR

MINIMUM DIMENSIONS INDICATED, INCLUDING CONFLICT IN GRADES, ADVERSE

SOIL CONDITIONS, GROUNDWATER PRESENT, DEEPENED FOOTINGS,

UNCOVERED AND UNEXPECTED UTILITY LINES, ETC.

DETERMINE THE LOCATION OF UTILITY SERVICES IN AREAS TO BE

EXCAVATED BEFORE BEGINNING EXCAVATION. EXERCISE EXTREME

CAUTION IN EXCAVATING AND TRENCHING. DAMAGE CAUSED AS A RESULT

OF FAILING TO EXACTLY LOCATE AND PRESERVE EXISTING

UNDERGROUND UTILITIES IS THE RESPONSIBILITY OF THE CONTRACTOR.

B.

A.

THE PROJECT SPECIFICATIONS (A BOOK OF SPECIFICATIONS)

ARE A PART OF THE CONTRACT DOCUMENTS. IF THERE IS A DISCREPANCY

FOUND BETWEEN THE SPECIFICATIONS AND THE DRAWINGS, SPECIFICATIONS

TAKE PRECEDENCE, HOWEVER THE MATTER MUST BE PROMPTLY SUBMITTED

TO THE CONTRACTING OFFICER FOR CLARIFICATION. WORK PERFORMED BY

THE CONTRACTOR WITHOUT SUCH A CLARIFICATION MUST BE AT

CONTRACTOR'S OWN RISK AND EXPENSE.

CONCRETE: USE ONLY ADHESIVE ANCHOR SYSTEMS THAT HAVE

BEEN ISSUED AN ICC-ES REPORT IN ACCORDANCE WITH

PROVISIONS OF OF ICC-ES AC308. ANCHOR SYSTEM SHOULD BE

APPROVED FOR USE IN CRACKED CONCRETE AND SEISMIC DESIGN

CATEGORIES A-F PER SECTION 2.0 OF THE ICC-ES EVALUATION

SERVICES REPORT. ANCHOR SYSTEM MUST BE INSTALLED PER

REQUIREMENTS OF THE ICC-ES EVALUATION SERVICES REPORT

FOR SPECIFIC ANCHOR, AND AS REQUIRED BY THE

MANUFACTURER.

GROUT-FILLED MASONRY UNITS: USE ONLY ADHESIVE ANCHOR

SYSTEMS THAT HAVE BEEN ISSUED AN ICC-ES REPORT IN

ACCORDANCE WITH PROVISIONS OF ISS-ES AC58. ANCHOR

SYSTEMS MUST BE INSTALLED PER REQUIREMENTS OF ICC-ES

EVALUATION SERVICES REPORT FOR THE SPECIFIC ANCHOR,

AND AS REQUIRED BY THE MANUFACTURER.

ANCHOR RODS:

RODS WILL BE ASTM A36 THREADED RODS WITH ASTM A563 GRADE A NUTS

AND ANSI B18.22.1 TYPE A WASHERS, UNLESS OTHERWISE NOTED. ANCHORS

DESIGNATED AS ASTM A193 GRADE B7 THREADED RODS WILL USE ASTM A563

GRADE DH HEAVY HEX NUTS AND ASTM F436 WASHERS.

REINFORCEMENT BARS: ASTM A615 GRADE 60 STEEL.

REMOVE GREASE, OIL, RUST AND OTHER LAITANCE FROM RODS AND

DOWELS PRIOR TO INSTALLATION.

SPECIAL INSPECTION REQUIREMENTS MUST BE DICTATED BY SECTION 4.0

OF THE ICC-ES EVALUATION SERVICES REPORT. SPECIAL INSPECTION

MUST VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE,

CONCRETE COMPRESSIVE STRENGTH, HOLE DIMENSIONS, ANCHOR

SPACINGS, EDGE DISTANCES, SLAB THICKNESS, ANCHOR EMBEDMENT, AND

TIGHTENING TORQUE.

CONTRACTOR'S OPTION TO USE OTHER MANUFACTURER'S PRODUCTS ONLY WITH

PRIOR APPROVAL OF THE ENGINEER & CONTRACTING OFFICER. SUBMIT

MANUFACTURER'S LITERATURE AND PRODUCT INSTALLATION FOR REVIEW.

A.

B.

CONCRETE: USE ONLY EXPANSION ANCHOR SYSTEMS THAT HAVE BEEN

ISSUED AN ICC-ES REPORT IN ACCORDANCE WITH THE PROVISIONS OF

ICC-ES AC193. ANCHOR SYSTEMS SHOULD BE APPROVED FOR USE WITH

CRACKED CONCRETE AND SEISMIC DESIGN CATEGORIES A-F PER

SECTION 2.0 OF THE ICC EVALUATIONS SERVICES REPORT. ANCHOR

SYSTEM MUST BE INSTALLED PER THE REQUIREMENTS OF THE ICC-ES

EVALUATION SERVICES REPORT FOR THE SPECIFIC ANCHOR, AND AS

REQUIRED BY THE MANUFACTURER.

MASONRY: USE ONLY EXPANSION ANCHOR SYSTEMS THAT HAVE BEEN

ISSUED AN ICC-ES REPORT IN ACCORDANCE WITH THE PROVISIONS OF

ICC-ES AC01. ANCHOR SYSTEMS SHOULD BE APPROVED FOR SEISMIC

USE DETAILED IN THE CONDITIONS OF USE LISTED IN THE ICC-ES

EVALUATION SERVICES REPORT. ANCHOR SYSTEM MUST BE INSTALLED

PER THE REQUIREMENTS OF THE ICC-ES EVALUATION SERVICES REPORT

FOR THE SPECIFIC ANCHOR, AND AS REQUIRED BY THE MANUFACTURER.

UNDERCUT ANCHOR SYSTEMS:

CONCRETE: USE ONLY UNDERCUT ANCHOR SYSTEMS THAT HAVE BEEN ISSUED

AN ICC-ES REPORT IN ACCORDANCE WITH THE PROVISIONS OF ICC-ES AC193.

ANCHOR SYSTEMS SHOULD BE APPROVED FOR USE IN CRACKED CONCRETE

AND SEISMIC DESIGN CATEGORIES A-F PER SECTION 2.0 OF THE ICC

EVALUATIONS SERVICES REPORT. ANCHOR SYSTEM MUST BE INSTALLED

PER THE REQUIREMENTS OF THE ICC-ES EVALUATION SERVICES REPORT

FOR SPECIFIC ANCHOR, AND AS REQUIRED BY THE MANUFACTURER.

WHERE THE MANUFACTURER'S INSTALLATION INSTRUCTIONS OR

APPLICABLE ICC-ES EVALUATION SERVICES REPORT CALL FOR THE

APPLICATION OF AN INSTALLATION TORQUE, THE SPECIFIED TORQUE MUST

BE APPLIED WITH CALIBRATED TORQUE WRENCH. THE SPECIFIED

INSTALLATION TORQUE WILL NOT BE EXCEEDED.

ANCHORS ARE TYPICALLY AVAILABLE IN ELECTRO-GALVANIZED CARBON

STEEL, HOT DIPPED GALVANIZED CARBON STEEL, AND STAINLESS STEEL.

USE OF ELECTRO-GALVANIZED CARBON STEEL ANCHORS IS TYPICALLY

LIMITED TO DRY, INTERIOR LOCATIONS, UNLESS OTHERWISE NOTED.

STAINLESS STEEL OR HOT-DIPPED GALVANIZED ANCHORS ARE GENERALLY

SUITABLE FOR APPLICATIONS EXPOSED TO EXTERIOR WEATHER CONDITIONS.

FINAL AUTHORITY ON TYPE OF ANCHOR COATING UTILIZED RESTS WITH THE

EXPANSION ANCHORS FOR NON-VIBRATION ISOLATED MECHANICAL

EQUIPMENT RATED OVER 10HP ARE NOT PERMITTED BY ASCE 7-10 SECTION

13.6.5.5. ANCHORS INSTALLED IN OVERHEAD CONDITIONS FOR NON-

VIBRATION ISOLATED EQUIPMENT WITH RECIPROCATING OR ROTATING

MECHANISMS WILL BE UNDERCUT ANCHORS.

THE SPECIAL INSPECTOR MUST BE ON THE JOBSITE CONTINUOUSLY

DURING ANCHOR INSTALLATIONS, UNLESS OTHERWISE NOTED IN ICC-ES

ESR, TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE,

CONCRETE COMPRESSIVE STRENGTH, HOLE DIMENSIONS ANCHOR

SPACINGS, EDGE DISTANCES, SLAB THICKNESS, ANCHOR EMBEDMENT, AND

TIGHTENING TORQUE.

STRUCTURAL ENGINEER OF RECORD & CONTRACTING OFFICER AND MUST BE

APPROVED BY SUCH.

STRUCTURAL DRAWINGS TO BE USED IN CONJUNCTION WITH

ARCHITECTURAL DRAWINGS BY: MBF ARCHITECTS

SLAB ON GRADE

FOOTINGS & ALL OTHER CONCRETE

MIN. f'c

4,000 psi 3,000 psi

REINFORCING BARS MUST BE PROVIDED WITH THE FOLLOWING CONCRETE

COVER:

SLAB ON GRADE REINFORCEMENT MUST BE POSITIONED AT MID-DEPTH.

SHOP DRAWINGS FOR SIZE AND LAYOUT OF REINFORCING REBARS ARE

REQUIRED WHEN NOTED IN THE LIST OF REQUIRED SHOP DRAWINGS.

3"

2" 1 1/2"

1 1/2" 3/4"

3.0.11 PROVIDE CONSTRUCTION OR CONTROL JOINTS IN SLAB ON GRADE AS SHOWN

ON PLANS UNLESS SPECIFIED OTHERWISE. LOCATION OF JOINTS NOT

SPECIFICALLY INDICATED MUST BE REVIEWED BY THE STRUCTURAL

ENGINEER & CONTRACTING OFFICER PRIOR TO PLACING REINFORCING

STEEL.

3.0.12 DRY PACK MUST BE ONE PART CEMENT AND 2 3/4 PARTS SAND WITH JUST

ENOUGH WATER TO HYDRATE CEMENT AND FORM A BALL SHOWING

MOISTURE ON THE SURFACE WHEN SQUEEZED. IT MUST BE RAMMED IN TIGHT

TO MAXIMUM DENSITY ATTAINABLE, AND MUST BE FROM A PRODUCT THAT

SPECIFIES A MINIMUM STRENGTH AT 28 DAYS OF 5000 psi.

3.0.13 NON-SHRINK GROUT MUST BE FROM A PRODUCT THAT SPECIFIES A MINIMUM

COMPRESSIVE STRENGTH AT 28 DAYS OF 7,000 psi PER ASTM C109.

GROUTING OF BASE PLATES PRIOR TO PLUMBING OF COLUMN IS NOT

PERMITTED.

3.0.14 PROJECTING CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC., MUST BE

FORMED WITH A 3/4" CHAMFER OR TOOLED EDGE, UNLESS OTHERWISE

NOTED.

3.0.15 CONCRETE WHICH DURING THE LIFE OF THE STRUCTURE MUST BE

SUBJECT TO FREEZING TEMPERATURES WHILE WET, MUST HAVE A WATER

CEMENT RATIO NOT EXCEEDING 0.45 BY WEIGHT AND MUST CONTAIN

ENTRAINED AIR PER ACI 613. SUCH CONCRETE MUST INCLUDE EXTERIOR

SLABS, PERIMETER FOUNDATIONS, EXTERIOR CURBS, ETC.

3.0.1 CEMENT MUST CONFORM TO ASTM C150, TYPE II / V

3.0.2 AGGREGATES FOR NORMAL WEIGHT CONCRETE MUST CONFORM TO ASTM C33, 1

1/2" MAXIMUM SIZE.

3.0.3 ADMIXTURES MUST NOT BE USED WITHOUT PRIOR APPROVAL OF THE ENGINEER &

CONTRACTING OFFICER. ADMIXTURES USED TO INCREASE THE WORKABILITY

OF THE CONCRETE MUST NOT REDUCE THE STRENGTH OF CONCRETE. FLY ASH

(POZZOLAN) IF PERMITED BY SPECIFICATIONS MUST NOT EXCEED 25% FOR SLAB

ON GRADE AND 25% FOR OTHER CONCRETE.

3.0.4 THE MIX DESIGN, INCLUDING PROPORTIONS OF MATERIALS FOR A ONE YARD

BATCH, MUST BE SUBMITTED TO THE ENGINEER OF RECORD & CONTRACTING

OFFICER FOR REVIEW PRIOR TO ORDERING CONCRETE.

3.0.5 READY-MIX CONCRETE MUST BE MIXED AND DELIVERED IN ACCORDANCE WITH

ASTM C94.

3.0.6 REINFORCING BARS AND INSERTS MUST BE SECURED IN PLACE PRIOR TO

PLACING CONCRETE.

3.0.7 CONDUITS EMBEDDED HORIZONTALY IN THE SLAB MUST HAVE AN OUTSIDE

DIAMETER NO GREATER THAN 1/3 THE THICKNESS OF THE SLAB. CONDUIT MUST

NOT BE EMBEDDED IN A SLAB THAT IS LESS THAN 3 1/2" THICK. EXCEPT FOR

LOCAL OFFSETS, MIN. CLEAR DISTANCE BETWEEN CONDUITS MUST BE 6".

3.0.8 NON-STRUCTURAL STEEL MEMBERS EMBEDDED IN CONCRETE MUST BE

GALVANIZED OR PAINTED. ALL DAMAGED GALVANIZED AREAS MUST BE

REPAIRED PRIOR TO EMBEDMENT.

3.0.9 ALL CONCRETE MUST HAVE A MAXIMUM DRY DENSITY OF 150 pcf.

3.0.10 MINIMUM CONCRETE COMPRESSIVE STRENGTHS AT 28 DAYS.

CONCRETE CAST AGAINST AND PERMANENTLY

EXPOSED TO EARTH:

CONCRETE EXPOSED TO EARTH OR WEATHER:

NO.6 THROUGH NO.18 BAR

NO.5 BAR, W31 OR D31 WIRE, AND SMALLER

CONCRETE NOT EXPOSED TO WEATHER OR IN

CONTACT WITH GROUND:

SLABS, WALLS, JOISTS:

NO.14 AND NO.18 BAR

NO.11 BAR AND SMALLER

3.1.1 DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS MUST BE IN

ACCORDANCE WITH ACI MANUAL OF STANDARD PRACTICE FOR DETAILING

REINFORCED CONCRETE STRUCTURES, ACI 315-LATEST ADOPTED EDITION.

3.1.2 REINFORCING MUST BE ADEQUATELY SUPPORTED TO PREVENT

DISPLACEMENT BY CONCRETE PLACEMENT OR WORKERS.

3.1.3 REINFORCING BARS EXCEPT BARS TO BE WELDED MUST CONFORM TO THE

"STANDARD SPECIFICATION FOR DEFORMED BILLET STEEL BARS FOR

CONCRETE REINFORCEMENT", ASTM A615 GRADE 60. BARS TO BE WELDED

MUST CONFORM TO ASTM A706.

3.1.4 WELDING OF REINFORCING BARS TO BE IN ACCORDANCE WITH "STRUCTURAL

WELDING CODE-REINFORCING STEEL", AWS D1.4. REINFORCING STEEL TO BE

WELDED MUST HAVE A MAXIMUM CARBON EQUIVALENT (CE) OF 0.75. SPECIAL

INSPECTION IS REQUIRED. TESTING IS REQUIRED FOR WELDS THICKER

THAN 5/16".

3.1.5 WHERE CONTINUOUS BARS ARE CALLED OUT IN FOOTINGS, SPLICES MAY BE

USED. WHERE BARS ARE SHOWN SPLICED, THEY MAY RUN CONTINUOUS AT

CONTRACTOR'S OPTION.

3.1.6 REINFORCING BAR BENDS WILL BE MADE COLD.

3.1.7 UNLESS OTHERWISE SHOWN, WALL VERTICAL REINFORCING MUST BE

POSITIONED AT THE CENTER OF THE WALL.

3.1.8 DOWELS BETWEEN FOOTINGS AND WALLS MUST BE THE SAME GRADE, SIZE,

AND SPACING AS VERTICAL REINFORCING.

THE FOOTING EXCAVATIONS MUST BE KEPT FREE FROM LOOSE MATERIAL

AND STANDING WATER AND MUST BE NEAT AND TRUE TO LINE BEFORE

ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW

CONSTRUCTION WILL BE REMOVED.

WALL FOOTINGS ARE CONTINUOUS POURED CONCRETE WITH CONTINUOUS

REINFORCING PLACED 3" CLEAR OF BOTTOM AND SIDES.

UNLESS OTHERWISE NOTED, WALL FOOTINGS ARE CENTERED UNDER WALLS

AND COLUMN FOOTINGS UNDER COLUMNS.

PROVIDE FOR DE-WATERING OF EXCAVATIONS FROM SURFACE, GROUND,

AND OR SEEPAGE WATER.

PROVIDE FOR DESIGN AND INSTALLATION OF CRIBBING, SHEATHING AND

SHORING REQUIRED TO SAFELY RETAIN GRADES.

SUBMIT COMPACTION TEST REPORTS FOR FILL BY A QUALIFIED

TESTING LAB TO ARCHITECT/ENGINEER & CONTRACTING OFFICER BEFORE

FOUNDATION PLACEMENT. LOOSE SOIL AND FILL DIRT WILL BE COMPACTED

TO A MINIMUM OF 95% MAXIMUM DENSITY.

CONCRETE IS PLACED.

1.

A.

B.

C.

D.

2.

DEFERRED SUBMITTALS:

THE DEFERRED SUBMITTAL ITEMS MUST NOT BE INSTALLED UNTIL

THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN

REVIEWED BY THE ARCHITECT OR ENGINEER OF RECORD AND

THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE

WITH THE DESIGN OF THE BUILDING.

STRUCTURAL STEEL SHOP DRAWINGS AND CONNECTION

DESIGN, EXCLUDING LATERAL CONNECTIONS PROVIDED

WITHIN THE CONTRACT DOCUMENTS.

LADDERS, GUARDRAILS, HANDRAILS AND THEIR COMPONENTS

SUPPORT ANCHORAGE OF MECHANICAL, ELECTRICAL AND

PLUMBING EQUIPMENT AND COMPONENTS

SLAB ON GRADE CONTROL JOINT PLAN (PE SEAL NOT

REQUIRED FOR THIS ITEM)

THE ABOVE LISTED SUBMITTAL DOCUMENTS MUST BE STAMPED

AND SIGNED BY A REGISTERED PROFESSIONAL ENGINEER.

2.0.1

2.0.2

2.0.3

CONT. EXT.

FTG.

MIN. FTG. WIDTH MIN. FTG. THICKNESS MIN. EMBEDMENT

CONT. INT.

FTG.

COLUMN

FTG.

2'-0"

MIN. FOOTING REQUIREMENTS

12" 18"

18"

18"

12"

12"

2'-0"

3'-0"

FOUNDATION DESIGN IN BASED ON A MAXIMUM NET ALLOWABLE SOIL

BEARING PRESSURE OF 4,000 PSF TO BE PROVIDED AFTER THE

INSTALLATION AND APPROVAL OF DENSIFIED DISPLACEMENT AGGREGATE

PIERS (DDAPS) FOR THE ENTIRE BUILDING FOUNDATION SYSTEM AS

RECOMMENDED IN THE AECOM GEOTECHNICAL ENGINEERING REPORT

REVISION DATED 30 JANUARY 2024 AND AS SPECIFIED. ALL WALL AND

COLUMN FOOTING MUST BE SUPPORTED ON DDAPS.

FOOTING DEPTHS SHOWN ARE A MINIMUM AND MAY REQUIRE DEEPENING

BASED ON SITE CONDITIONS.

FOOTINGS MUST BEAR ON FIRM UNDISTURBED OR COMPACTED SOIL.

MINIMUM FOOTING DIMENSIONS AND EMBEDMENTS MUST BE AS FOLLOWS:

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3.4.1

4.0.1

4.0.2

4.0.3

4.0.4

4.0.8

4.0.9

4.0.10

4.0.11

4.0.12

4.0.13

4.0.14

4.0.15

4.0.17

4.0.18

4.0.19

4.0.20

4.0.21

4.0.5

4.0.6

4.0.7

4.0.16

3.4.2

3.4.3

3.4.4

3.4.5

3.4.6

3.4.7

4.0.22

5.0.1

5.0.2

5.0.3

5.0.4

5.0.5

5.0.6

5.0.7

5.0.8

5.0.9

5.0.10

5.0.11

5.0.12

STRUCTURAL NOTES

3.4 POWDER ACTUATED FASTENERS IN

HARDENED CONCRETE, MASONRY,

AND STEEL (SHOT PINS):

4.0 MASONRY:

STRUCTURAL STEEL:5.0

POWDER ACTUATED FASTENING SYSTEMS:

CONCRETE MASONRY UNITS

MASONRY COMPONENTS

DESIGN STRENGTH: f'm = 2000 psi

MORTAR (TYPE S)

GROUT

STRENGTH @ 28 DAYS

2000 psi

3000 psi

1800 psi

MASONRY WORK MUST CONFORM TO INTERNATIONAL BUILDING CODE

(IBC), LATEST ADOPTED EDITION AS LISTED HEREIN.

CONCRETE MASONRY UNITS MUST BE MEDIUM WEIGHT UNITS IN

ACCORDANCE WITH ASTM C90 WITH MAXIMUM LINEAR SHRINKAGE OF 0.065%.

CEMENT MUST BE AS SPECIFIED FOR CONCRETE.

MORTAR MUST CONFORM TO ASTM C270

EXCERPTS FROM ASTM C270:

CELLS BELOW GRADE MUST BE FULLY GROUTED UNLESS OTHERWISE NOTED.

ADDITIONALLY, CELLS WITH REINFORCING MUST BE FILLED SOLID WITH

GROUTED UNLESS OTHERWISE NOTED WITHIN THE SECTIONS AND TYPICAL

DETAILS.

GROUT MUST BE CONSOLIDATED WITH A MECHANICAL VIBRATOR.

MINIMUM 4000 rpm, 3/4" MAXIMUM HEAD. PROVIDE INSPECTION AND

CLEANOUT HOLES AT THE BASE OF GROUTED CELLS FOR ALL LIFTS

GREATER THAN 5'-0".

WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL

CONSTRUCTION JOINTS MUST BE FORMED BY STOPPING THE GROUT

POUR 1 1/2" BELOW TOP OF THE UPPERMOST UNIT.

UNLESS OTHERWISE NOTED, MASONRY MUST BE CONSTRUCTED

WITH A RUNNING BOND PATTERN.

ELECTRIC CONDUIT BOXES AND/OR OTHER OBSTRUCTIONS ARE NOT

PERMITTED IN CELLS CONTAINING REINFORCING, UNLESS APPROVED BY

THE ENGINEER & CONTRACTING OFFICER.

UNLESS OTHERWISE SHOWN ON THE PLANS, LAP SPLICES OF

REINFORCING STEEL IN MASONRY MUST BE PER SCHEDULE.

HORIZONTAL REINFORCEMENT BARS MUST BE PLACED IN BOND BEAM

MASONRY UNITS.

LINTEL REINFORCEMENT BARS MUST BE PLACED IN LINTEL BEAM BLOCK.

VERTICAL REINFORCEMENT BARS MUST BE PLACED AT THE CENTER OFTHE

WALL UNLESS OTHERWISE SHOWN. VERTICAL BARS ARE TO BE TIED OR

OTHERWISE FIXED IN POSITION AT INTERVALS OF NOT MORE THAN 200

BAR DIAMETERS AND AT TOP AND BOTTOM.

ANCHOR BOLTS MUST BE SET WITH TEMPLATES AND HELD IN PLACE

PRIOR TO GROUTING.

PROVIDE A MINIMUM OF ONE BAR DIAMETER OF GROUT BETWEEN MAIN

REINFORCING AND MASONRY UNITS. PROVIDE A MINIMUM OF 1"

GROUT AROUND ALL BOLTS EMBEDDED IN MASONRY.

NOT USED

TABLE 2 PROPERTY SPECIFICATION REQUIREMENTSA

MORTAR TYPE

AVG. COMPRESSIVE

STRENGTH AT 28

DAYS, MIN.

WATER

RETENTION,

MIN. %

AIR

CONTENT,

MAX. %B

AGGREGATE RATIO

(MEASURED IN DAMP,

LOOSE CONDITIONS)

GROUT MUST CONFORM TO ASTM C476.

EXCERPTS FROM ASTM C476:

CEMENT-

LIME

MORTAR

CEMENT

MASONRY

CEMENT

M

S

N

O

M

S

N

O

M

S

N

O

2500 psi

1800 psi

750 psi

350 psi

2500 psi

1800 psi

750 psi

350 psi

2500 psi

1800 psi

750 psi

350 psi

75 12

75 12

75 14

75 14

75 12

75 12

75 18

75 18

75 20

75 20

C

C

C

C

D

D

NOT LESS THAN 2 1

AND NOT MORE THAN

3 1

2 THE SUM OF

SEPARATE VOLUMES

OF CEMENTITIOUS

MATERIALS

A

LABORATORY PREPARED MORTAR ONLY

B

SEE NOTE

C

WHEN STRUCTURAL REINFORCEMENT IS INCORPORATED IN CEMENT-LINE OR

CEMENT MORTAR, THE MAX. AIR CONTENT MUST BE 12%.

D

WHEN STRUCTURAL REINFORCEMENT IS INCORPORATED IN MASONRY OR

CEMENT MORTAR, THE MAX. AIR CONTENT MUST BE 18%.

PROPORTIONS BY VOLUME (CEMENTITIOUS MATERIALS)

MORTAR TYPE

PORTLAND

CEMENT OR

BLENDED

CEMENT

CEMENT-

LIME

MORTAR

CEMENT

M

S

N

O

M

M

S

S

N

O

1/2

M

M

S

S

N

O

1/2

M S N M S N

TABLE 1 PROPORTION SPECIFICATION REQUIREMENTS

MASONRY

CEMENT

MORTAR

CEMENT

NOT LESS THAN

2 1

4 AND NOT

MORE THAN 31

THE SUM OF

SEPARATE

VOLUMES OF

CEMENTITIOUS

MATERIALS

AGGREGATE

RATIO

(MEASURED IN

DAMP, LOOSE

CONDITIONS)

HYDRATED

LIME OR LIME

PUTTY

1/4

OVER 1/4 TO 1/2

OVER 1/2 TO 1 1/4

OVER 1 1/4 TO 2 1/2

MORTAR JOINTS MUST BE STRAIGHT, CLEAN AND UNIFORM IN THICKNESS,

AND MUST BE TOOLED AS SHOWN ON THE PLANS OR AS SPECIFIED (FLUSH

JOINTS IF NO SPECIAL TREATMENT SPECIFIED). UNLESS OTHERWISE

SPECIFIED OR DETAILED ON THE PLANS, HORIZONTAL AND VERTICAL MORTAR

JOINTS WILL BE 3/8" THICK WITH FULL MORTAR COVERAGE ON THE

FACE SHELL.

OVERHANGING MORTAR DROPPINGS AND DEBRIS MUST BE REMOVED

FROM CELLS RECEIVING GROUT. FAILURE TO REMOVE DEBRIS MUST BE

CAUSE FOR REJECTION OF WALL AND REPAIR OR REWORK NECESSARY

MUST BE ENTIRELY AT CONTRACTOR'S EXPENSE.

VERTICAL HEAD JOINTS MUST BE BUTTERED WELL FOR A THICKNESS EQUAL

TO THE FACE SHELL OF THE BLOCK AND THESE JOINTS MUST BE SHOVED

TIGHTLY SO THAT THE MORTAR BONDS WELL TO BOTH BLOCKS. IF IT IS

NECESSARY TO MOVE A BLOCK SO AS TO OPEN A JOINT, THE BLOCK MUST

BE REMOVED FROM THE WALL, CLEANED AND SET IN FRESH MORTAR

TABLE 2103.12

GROUT PROPORTIONS BY VOLUME FOR MASONRY CONSTRUCTION

PARTS BY VOLUME

OF PORTLAND

CEMENT OR

BLENDED CEMENT

PARTS BY

VOLUME OF

HYDRATED

LIME OR LIME

PUTTY

AGGREGATE, MEASURED IN A DAMP,

LOOSE CONDITION

FINE COARSE

TYPE

FINE GROUT 1 0-1/10

1 0-1/10COARSE

GROUT

2 1/4-3 TIMES THE

SUM OF THE

VOLUMES OF THE

CEMENTITIOUS

MATERIALS

2 1/4-3 TIMES THE

SUM OF THE

VOLUMES OF THE

CEMENTITIOUS

MATERIALS

1-2 TIMES THE SUM

OF THE VOLUMES

OF THE

CEMENTITIOUS

MATERIALS

4.0.8.1 SPECIFIED COMPRESSIVE STRENGTH- PROPORTIONS ESTABLISHED

BY 28-DAY COMPRESSIVE STRENGTH TESTS IN ACCORDANCE WITH

TEST METHOD C 1019 THAT OBTAIN THE SPECIFIED COMPRESSIVE

STRENGTH. THE GROUT MUST BE MIXED TO A SLUMP OF 8 in. TO 11

in. AS DETERMNINED BY TEST METHOD C 143/C 143M AND MUST HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 psi AT 28 DAYS.

A.

B.

C.

CONCRETE: FOR GENERAL CONCRETE AND LIGHTWEIGHT CONCRETE:

POWDER ACTUATED FASTENING SYSTEMS MUST BE INSTALLED PER

REQUIREMENTS OF THE ICC-ES EVALUATION SERVICES REPORT FOR

THE SPECIFIC FASTENER, AND AS REQUIRED BY THE MANUFACTURER.

MASONRY: POWDER ACTUATED FASTENING SYSTEMS MUST BE

INSTALLED PER THE REQUIREMENTS OF THE ICC-ES EVALUATION

SERVICES REPORT FOR SPECIFIC FASTENER, AND AS REQUIRED BY

THE MANUFACTURER.

STEEL: POWDER ACTUATED FASTENING SYSTEMS MUST BE INSTALLED

PER THE REQUIREMENTS OF THE ICC-ES EVALUATION SERVICES REPORT

FOR THE SPECIFIC FASTENER, AND AS REQUIRED BY THE

MANUFACTURER.

WHEN INSTALLING POWDER ACTUATED FASTENERS IN EXISTING NON-

PRESTRESSED REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOID

HITTING OR DAMAGE TO THE EXISTING REINFORCING BARS. MAINTAIN A MINIMUM

CLEARANCE OF 1" BETWEEN THE REINFORCEMENT AND THE FASTENER.

POWDER ACTUATED FASTENERS ARE NOT PERMITTED BY ASCE 7-16 SECTION

13.4.5 FOR SEISMIC TENSION LOAD APPLICATIONS. POWDER ACTUATED

FASTENERS MUST NOT BE USED TO CARRY SEISMIC TENSION LOADS (EXCEPT

FOR VERTICAL SEISMIC LOAD PRODUCED BY SELF-WEIGHT OF THE

COMPONENTS SUPPORTED) OR IN CRACKED CONCRETE UNLESS PRE-

APPROVED FOR SUCH LOADING BY THE ENFORCEMENT AGENCY.

THE USE OF POWDER DRIVEN FASTENERS FOR TENSION LOADS IS LIMITED TO

SUPPORT OF MINOR LOADS LIKE ACOUSTICAL CEILINGS, DUCTWORK CONDUITS,

ETC.

ALLOWABLE TENSION LOADS MUST BE LIMITED TO LESS THAN 100 POUNDS.

POWDER ACTUATED FASTENERS MAY BE USED FOR SEISMIC SHEAR, WHEN

THEY ARE SPECIFICALLY LISTED FOR SERVICE IN RESISTING LATERAL LOADS

IN AREAS SUBJECT TO EARTHQUAKE.

MINIMUM EDGE DISTANCE FOR ACTUATED FASTENERS MUST BE THE LARGER

OF THE VALUES GIVEN IN ASTM E 1190 OR THE APPLICABLE ICC-ES

EVALUATION SERVICES REPORT.

FOR MASONRY WORK INSPECTIONS SEE INSPECTION AND TESTING

SPECIFICATIONS.

REFER TO MASONRY CONSTRUCTION DETAILS ON SHEET S501 & S502.

STEEL JOISTS:6.0

6.1.1

6.1.2

6.1.3

FABRICATION AND ERECTION OF STEEL JOISTS MUST BE IN ACCORDANCE

WITH THE LATEST SPECIFICATIONS AND CODE OF STANDARD PRACTICE OF

THE STEEL JOIST INSTITUTE.

JOISTS MUST BE DESIGNED FOR A MINIMUM NET UPLIFT OF 20 PSF,

UNLESS NOTED OTHERWISE.

SEE PLANS FOR JOIST DESIGNATIONS.

STEEL DECK:6.1

METAL DECKING MUST BE DESIGNED, FABRICATED AND ERECTED IN

ACCORDANCE WITH THE LATEST EDITION OF THE STEEL DECK INSTITUTE

SPECIFICATIONS.

WELDING OF METAL DECKING MSUT CONFORM TO AWS D1.3,

"STRUCTURAL WELDING CODE-SHEET STEEL"

METAL DECK MUST BE GALVANIZED AND SHOP-PRIMED STEEL SHEET:

ASTM A653, STRUCTURAL STEEL (55) GRADE 33 or 50, G60 ZINC COATING;

CLEAN, PRETREATED, AND PRIMED WITH MANUFACTURER'S STANDARD

BAKED-ON, RUST-INHIBITIVE PRIMER. COLOR MUST BE THE

MANUFACTURER'S STANDARD UNLESS OTHERWISE NOTED ON THE

ARCHITECTURAL PLANS

METAL DECK MUST HAVE A 3-SPAN CONDITION UNLESS NOTED

OTHERWISE AND HAVE HAVE INTERLOCKING SEAM SIDELAPS.

FASTEN ROOF DECK PANELS TO STEEL SUPPORTING MEMBERS AS

INDICATED ON THE ROOF DECK DETAIL ON THESE DRAWINGS. FASTEN

SIDELAPS OF PANELS BETWEEN SUPPORTS WITH No. 10 SELF-DRILLING

CARBON STEEL SCREWS AS INDICATED ON THE ROOF DECK DETAIL ON

THESE DRAWINGS. INSTALL DECK ENDS OVER SUPPORTING FRAMING

WITH A 1-1/2" MINIMUM END BEARING AND LAP JOINTS 2". FASTEN ROOF

DECK PANELS TO DIAPHRAGM PERIMETER, i.e. EDGE ANGLES, WITH 5/8"

DIA. PUDDLE WELDS AT 6" O.C. TYPICAL UNLESS NOTED OTHERWISE.

PROVIDE MISCELLANEOUS DECK ACCESSORIES NOT SPECIFICALLY NOTED

ON THESE DRAWINGS AS REQUIRED TO SUBSTRATE A COMPLETE DECK

INSTALLATION. THESE ACCESSORIES MUST INCLUDE RIDGE AND VALLEY

PLATES, FINISH STRIPS, END CLOSURES, REINFORCING CHANNELS, AND

WELD COVER PLATES AT CHANGES IN DIRECTION OF DECK PANELS

ACCORDING TO DECK MANUFACTURER'S WRITTEN INSTRUCTIONS.

ACCESSORIES ACCORDING TO APPLICABLE SPECIFICATIONS AND

COMMENTARY IN SDI PUBLICATION No. 30, MANUFACTURER'S WRITTEN

INSTRUCTIONS AND REQUIREMENTS IN THESE DOCUMENTS.

INSTALL TEMPORARY SHORING BEFORE PLACING DECK PANELS, IF

REQUIRED TO MEET DEFLECTION LIMITATIONS.

PLACE DECK PANELS ON SUPPORTING FRAME AND ADJUST TO FINAL

POSITION WITH ENDS ACCURATELY ALIGNED AND BEARING ON

SUPPORTING FRAME BEFORE BEING PERMANENTLY FASTENED. DO NOT

STRETCH OR CONTRACT SIDELAP INTERLOCKS.

6.2.1

6.2.2

6.2.3

6.2.4

6.2.5

6.2.6

6.2.7

6.2.8

6.2.9