Atch_2-__Construct_Addition_to_Bldg_90020 _Drawings_Final.pdf

PDF 8 MB Posted May 23, 2016

Attached to: Construct Addition to Bldg 90020 Federal contract opportunity
Solicitation number: FA4417-16-R-0017
Issued by: Department of the Air Force Special Operations Command

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Attachment 2 Drawings to Solicitation FA4417-16-R-0017 Construct Addition to Bldg 90020

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File	Type	Posted
Amendment_0003.docx	DOCX document	Jun 22, 2016
Question_Answer_-12-13 _22_Jun_2016 _16-R-0017.doc	DOC document	Jun 22, 2016
Amendment_02.docx	DOCX document	Jun 22, 2016
Question_Answer_-11 _21_Jun_2016 _16-R-0017.pdf	PDF	Jun 21, 2016
Amendment_0001_and_Revised_Drawings_E3 _E7 _E9 _E10_and_T3.pdf	PDF	Jun 20, 2016
Questions_Answers_1_thru_10 _16_Jun_2016 _16-R-0017.pdf	PDF	Jun 16, 2016
Site_Visit_Sign-in_Sheet_and_Memorandum_for_Record.pdf	PDF	Jun 6, 2016
Solicitation _FA4417-16-R-0017.docx	DOCX document	May 23, 2016
Atch_6 _ _Additional_Contract_Requirements.docx	DOCX document	May 23, 2016
Atch_3_-_Wage_Determination _16R0017.pdf	PDF	May 23, 2016
Atch_5_-_Financial_Worksheet _16R0017.docx	DOCX document	May 23, 2016
Atch_1-__Construct_Addition_to_Bldg_90020 _Specs.pdf	PDF	May 23, 2016
Atch_4_-_PPQ _16R0017.docx	DOCX document	May 23, 2016

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SHELTER

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GOLF

WT-12

MT-12 WT-14

MT-14

MT-15

WT-15

WT-13

MT-13

WT-11

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SHELTER

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S S

G-12

G-13

G-14S

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S S

MT-11

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TANK

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TANKS

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TANKS

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B O U N D A R Y

BOUNDARY

R E S E R V A T I O N

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R E S E R

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ANTENNA

LOCALIZER

R OA DW A Y

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PENSACOLA

40 MILES

GULF OF MEXICO

SANTA ROSA ISLAND

ESTHER

MARY

FORT WALTON

BEACH

HURLBURT

FIELD

EGLIN AIR FORCE BASE

PENSACOLA

40 MILES

GULF OF MEXICO

SANTA ROSA ISLAND

ESTHER

MARY

FORT WALTON

BEACH

HURLBURT

FIELD

EGLIN AIR FORCE BASE

HURLBURT FIELD

I A

N P

L O

M M

F O

R C

L O

O N

S C

O M

M A

N D

DATE:

DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

L E

P'D

P E

L O

P E

R A

N S

E N

E E

R S

Q U

A D

R O

N H

U R

R T

D , F

(2 4"

C O

S H

C O

T A

T O

FTEV 15-1069

90020

S. SISSON

M. FAWZY

6 MAY 2016

PROJECT

LOCATION

PROJECT

LOCATION

CONSTRUCT ADDITION TO

BUILDING 90020

FTEV 15-1069

BASE MAP

SCALE: 1" = 1000'

REGIONAL MAP

SCALE: N.T.S.

AREA MAP

SCALE: N.T.S.

INDEX OF DRAWINGS

SHEET

NUMBER SHEET NAME SUBMITTAL DATE

GENERAL

G1 COVER SHEET 6 MAY 2016

G2 PROJECT INFORMATION SHEET 6 MAY 2016

G3 LIFE SAFETY ANALYSIS 6 MAY 2016

SURVEY/MAPPING

V1 EXISTING SITE, SURVEY 6 MAY 2016

CIVIL

C1 EXISTING SITE, DEMOLITION & EROSION CONTROL PLAN 6 MAY 2016

C2 SITE LAYOUT, DIMENSION AND UTILITY PLAN 6 MAY 2016

C3 SITE GRADING AND DRAINAGE PLAN 6 MAY 2016

C4 DETAILS 6 MAY 2016

DEMOLITION

D1 DEMOLITION PLANS & SEQUENCING PLAN 6 MAY 2016

STRUCTURAL

S1 GENERAL NOTES 6 MAY 2016

S2 GENERAL NOTES & WIND LOAD DIAGRAMS 6 MAY 2016

S3 FOUNDATION PLAN 6 MAY 2016

S4 ROOF FRAMING PLAN 6 MAY 2016

S5 WALL SECTIONS 6 MAY 2016

S6 FOUNDATION SECTIONS AND DETAILS 6 MAY 2016

S7 ROOF SECTIONS AND DETAILS 6 MAY 2016

S8 TYPICAL DETAILS 6 MAY 2016

S9 BRACED FRAME ELEVATIONS 6 MAY 2016

ARCHITECTURAL

A1 OVERALL FACILITY PLAN 6 MAY 2016

A2 ENLARGED NEW WORK PLAN 6 MAY 2016

A3 NEW WORK ENLARGED REFLECTED CEILING PLAN 6 MAY 2016

A4 ENLARGED ROOF PLAN 6 MAY 2016

A5 ELEVATIONS 6 MAY 2016

A6 BUILDING SECTIONS 6 MAY 2016

A7 WALL SECTIONS 6 MAY 2016

A8 DETAILS 6 MAY 2016

A9 DETAILS 6 MAY 2016

A10 ROOF DETAILS 6 MAY 2016

A11 DOOR SCHEDULE & HARDWARE 6 MAY 2016

INTERIORS

I1 FINISH SCHEDULE AND SIGNAGE PLAN 6 MAY 2016

FIRE PROTECTION

FP0 FIRE PROTECTION LEGEND 6 MAY 2016

FP1 FIRE PROTECTION PLAN 6 MAY 2016

PLUMBING

P0 PLUMBING LEGEND 6 MAY 2016

P1 PLUMBING DEMO PLAN 6 MAY 2016

P2 PLUMBING NEW WORK PLAN 6 MAY 2016

P3 RISER DIAGRAMS 6 MAY 2016

MECHANICAL

M0 MECHANICAL LEGEND 6 MAY 2016

M1 MECHANICAL SCHEDULES 6 MAY 2016

M2 MECHANICAL DEMO PLAN 6 MAY 2016

M3 MECHANICAL NEW WORK PLAN 6 MAY 2016

M4 MECHANICAL NEW WORK PIPING PLAN 6 MAY 2016

M5 ENLARGED PLANS 6 MAY 2016

M6 MECHANICAL SECTIONS 6 MAY 2016

M7 MECHANICAL DETAILS 6 MAY 2016

M8 MECHANICAL DETAILS 6 MAY 2016

M9 MECHANICAL CONTROLS 6 MAY 2016

ELECTRICAL

E0 ELECTRICAL LEGEND & NOTES 6 MAY 2016

E1 ELECTRICAL SITE PLAN 6 MAY 2016

E2 ELECTRICAL DEMOLITION PLAN 6 MAY 2016

E3 ELECTRICAL LIGHTING PLAN 6 MAY 2016

E4 ELECTRICAL LIGHTING CALCULATIONS PLAN 6 MAY 2016

E5 ELECTRICAL POWER PLAN 6 MAY 2016

E6 ELECTRICAL MECHANICAL POWER PLAN 6 MAY 2016

E7 ELECTRICAL SYSTEMS PLAN 6 MAY 2016

E8 ELECTRICAL LIGHTNING PROTECTION PLAN 6 MAY 2016

E9 ELECTRICAL SINGLE LINE DIAGRAM 6 MAY 2016

E10 ELECTRICAL SCHEDULES 05/05/16

TELECOMMUNICATIONS

T1 TELECOMMUNICATIONS LEGEND 6 MAY 2016

T2 OVERALL TELECOMMUNICATIONS PLAN 6 MAY 2016

T3 TELECOMMUNICATIONS PLAN 6 MAY 2016

T4 TELECOMMUNICATIONS DETAILS 6 MAY 2016

T5 TELECOMMUNICATIONS DETAILS 6 MAY 2016

T6 DATA VOICE SINGLE LINE DIAGRAM 6 MAY 2016

T7 TELECOMMUNICATIONS ENLARGED PLANS 6 MAY 2016

BASE CIVIL

ENGINEERS

MLK JR

BLVD

CONTRACTORS

ENTRANCE

HAUL ROUTE

90020

90010

90005 90031

90057

90015

90061

PROPOSED CONTRACTOR

LAY-DOWN AREA

HAUL ROUTE

S Y M B O L S L E G E N D

EXTERIOR ELEVATION

INTERIOR ELEVATION

SECTION

ENLARGED CALLOUT

KEYNOTE; SEE GENERAL NOTE 8

ROOM IDENTIFICATION; SEE ROOM

FINISH SCHEDULE

DOOR IDENTIFICATION; SEE DOOR

SCHEDULE

WINDOW OR LOUVER

IDENTIFICATION; SEE WINDOW

SCHEDULE

PARTITION TYPE; SEE WALL TYPE

SCHEDULE

ELEVATION

NORTH ARROW

REVISION SYMBOL AND BUBBLE

TITLE KEY

Name

A101

SIM

A101

SIM___

1 View Name 1/8" = 1'-0"A102 A101

Name Elevation

0'4'8' 8' 16'

A101

DETAIL NUMBER

GRAPHIC SCALE BAR

SHEET DRAWN ON

SHEET OF FIRST REFERENCE

DETAIL NUMBER

SHEET DRAWN ON

DETAIL NUMBER

SHEET DRAWN ON

DETAIL NUMBER

SHEET DRAWN ON

DETAIL NUMBER

SHEET DRAWN ON

AFF ABOVE FINISHED FLOOR

AFG ABOVE FINISHED GRADE

ACOUS ACOUSTICAL

ADJ ADJUSTABLE

AL ALUMINUM

AB ANCHOR BOLT

APPROX APPROXIMATELY

BD BOARD

BLDG BUILDING

BLK BLOCK

BM BEAM

BOD BOTTOM OF DECK

CB CATCH BASIN

CDS CONCEALED DOWNSPOUT

CG CORNER GUARD

CJ CONTROL JOINT

CMU CONCRETE MASONRY UNIT

CEM CEMENT

CLG CEILING

COL COLUMN

CONC CONCRETE

CONST CONSTRUCTION

CONT CONTINUOUS

DBL DOUBLE

DTL DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIM DIMENSION

DS DOWNSPOUT

DWGS DRAWINGS

EA EACH

EF EXHAUST FAN

EL ELEVATION

ELECT ELECTRICAL

EQ EQUAL

EQUIP EQUIPMENT

GFCI GOVERNMENT FURNISHED,

CONTRACTOR INSTALLED

CFCI CONTRACTOR FURNISHED,

CONTRACTOR INSTALLED

A B B R E V I A T I O N S

GFGI GOVERNMENT FURNISHED,

GOVERNMENT INSTALLED

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FND FOUNDATION

FFE FINISH FLOOR ELEVATION

FIN FINISH

FLR FLOOR

FLUOR FLUORESCENT

FT FOOT

FTG FOOTING

FP FILLER PANEL

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GEN GENERAL

GYP GYPSUM

GYP BD GYPSUM BOARD

HM HOLLOW METAL

HORIZ HORIZONTAL

HT HEIGHT

INSUL INSULATION

INT INTERIOR

JT JOINT

LAM LAMINATE

LAV LAVATORY

LT WT LIGHT WEIGHT

MO MASONRY OPENING

MANUF MANUFACTURER

MAX MAXIMUM

MECH MECHANICAL

MTL METAL

MIN MINIMUM

OC ON CENTER

OH OPPOSITE HAND

OPNG OPENING

OVH OVERHANG

PT PLATE

PLYWD PLYWOOD

R RADIUS

RO ROUGH OPENING

REINF REINFORCED

REQD REQUIRED

RET RETAINING

RM ROOM

SC SCUPPER

SCHED SCHEDULE

SECT SECTION

SHT SHEET

SIM SIMILAR

SPEC SPECIFICATION

SQ SQUARE

SQ FT SQUARE FOOT

ST STANDARD

STL STEEL

STRUCT STRUCTURAL

SUSP SUSPENDED

T&G TONGUE AND GROOVE

TO TOP OF

TOD TOP OF DECK

TOG TOP OF GRADE

TOS TOP OF SLAB

TOW TOP OF WALL

TEL TELEPHONE

TYP TYPICAL

VIF VERIFY IN FIELD

VTR VENT THROUGH ROOF

WWF WELDED WIRE FABRIC

WD WOOD

XPT EPOXY PAINT

1. DO NOT SCALE DRAWINGS; REFERENCE

DIMENSIONS ON DRAWINGS AND FIELD VERIFY

ALL MEASUREMENTS.

2. UNLESS NOTED OTHERWISE, DIMENSIONS ARE

TO FACE OF STUD, COLUMN CENTERLINE, OR

FACE OF EXISTING FINISH.

3. UNLESS NOTED OTHERWISE, ALL NEW WORK

WHICH EXTENDS OR INFILLS EXISTING WORK

SHALL ALIGN WITH AND MATCH EXISTING

CONDITIONS.

4. UNLESS NOTED OTHERWISE, PROVIDE

CONTINUOUS 2x6 BLOCKING OR 18ga GALVANIZED

METAL STRAPPING FOR ALL ACCESSORIES,

FIXTURES, CFCI ITEMS AND MISCELLANEOUS

SPECIALTIES.

5. ALL WALL MOUNTED CABINETS, WALL MOUNTED

TV's, AND MONITORS SHALL HAVE WOOD

BLOCKING BETWEEN STUDS FOR INSTALLATION.

6. DUE TO MANUFACTURER'S VARIATION WITH SIZE

OF EQUIPMENT, CASEWORK, PLUMBING

FIXTURES, ETC., ALL DIMENSIONS REFERRING TO

THE SPACE WHERE SUCH ITEMS ARE BUILT-IN

SHALL BE VERIFIED WITH THE ITEM SUPPLIED.

7. ALL DISCREPANCIES OR CONFLICTING

INFORMATION BETWEEN EXISTING CONDITIONS,

CONSTRUCTION DRAWINGS, AND

SPECIFICATIONS ARE TO BE BROUGHT TO THE

ATTENTION OF THE CONTRACTING OFFICER FOR

RESOLUTION BEFORE COMMITTING TO WORK

OUTLINED.

8. KEYNOTE NUMBERING SEQUENCE FOUND ON

ONE SHEET IS INDEPENDENT FROM OTHER

SHEETS IN THE SET.

G E N E R A L N O T E S

ARCHITECT

CALDWELL ASSOCIATES

ARCHITECTS, INC

H. MILLER CALDWELL, JR., RA

116 NORTH TARRAGONA STREET

PENSACOLA, FLORIDA 32501

(850) 439-6576 phone

(850) 438-6537 fax

P R O J E C T T E A M

MECHANICAL/PLUMBING/FIRE

PROTECTION

SCHMIDT CONSULTING GROUP

JOE JONES, PE

9014 WEST GARDEN STREET

PENSACOLA, FLORIDA 32502

(850) 438-0050 phone

CIVIL

REBOL-BATTLE INC.

PAUL BATTLE, PE

214 EAST CHURCH STREET

PENSACOLA, FLORIDA 32502

(850) 438-0400 phone

STRUCTURAL

JOE DEREUIL ASSOCIATES, LLC

JOE DEREUIL, PE

301 WEST CERVANTES STREET

PENSACOLA, FLORIDA 32502

(850) 429-1951 phone

ELECTRICAL/COMMUNICATIONS

SCHMIDT CONSULTING GROUP

TODD NICHOLSON, PE

9014 WEST GARDEN STREET

PENSACOLA, FLORIDA 32502

(850) 438-0050 phone

EARTH/COMPACT FILL

CAST-IN-PLACE/PRECAST

CONCRETE

MORTAR/GROUT (SECTION)

GYPSUM BOARD (ELEVATION)

FINISH GRADE WOOD

NOMINAL DRESSED BLOCKING

SHIM/FILLER BLOCKING WITH

BACKER ROD AND SEALANT

CMU (IN SECTION)

RIGID INSULATION

BATT INSULATION

PLYWOOD

GYPSUM BOARD

M A T E R I A L L E G E N D

THIS PROJECT IS TO CONSTRUCT A 2850 SF ADDITION

ON THE SOUTHEAST CORNER OF BUILDING 90020 TO

ACCOMMODATE ONE (21) SEAT AND ONE (12) SEAT

CLASSROOM/MULTIPURPOSE LABS. THE CONNECTION

TO THE FACILITY SHALL BE THROUGH FORMER

EXISTING LAB 10 AND WILL BE CONSIDERED A PART OF

THE CLASSIFIED "OPEN STORAGE" AREA OF THE

EXISTING BUILDING. THE ADDITION WILL INCLUDE A

RAISED ACCESS FLOOR THROUGHOUT. THE

ADDITION'S FIRE ALARM/MNS, ACCESS CONTROL, AND

SECURITY SYSTEM WILL BE INTEGRATED INTO

BUILDING 90020 EXISTING SYSTEMS. COMMUNICATION

REQUIREMENTS INCLUDE COMPUTER LAN

CONNECTIONS AND AN EXTERIOR ANTENNA WITH

OVERHEAD CABLE TRAY. THIS PROJECT SCOPE SHALL

BE COORDINATED WITH NEW WORK PROVIDED BY

PROJECT FTEV 15-1055 UPGRADE HVAC SYSTEM 505

TRS BUILDING 90020 INCLUDING HVAC AND

ELECTRICAL SYSTEMS.

SCOPE OF WORK

I A

N P

L O

M M

F O

R C

L O

O N

S C

O M

M A

N D

DATE:

DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

L E

P'D

P E

L O

P E

R A

N S

E N

E E

R S

Q U

A D

R O

N H

U R

R T

D , F

(2 4"

S H

C O

T A

T O

FTEV 15-1069

90020

S. SISSON

M. FAWZY

6 MAY 2016

FEC

PM130.42M

PM130.42M PM130.42M PM130.42M PM130.42M

PM130.42M

PM130.42M PM130.42M PM130.42M PM130.42M

PJ100.72P

F16-1518G-BBF

PJ100.72P

PJ100.72PPJ100.72P

PJ100.72P

F1 6-

G -B

PJ100.72P

F16-1518G-BBF

PJ100.72PPJ100.72P PJ100.72PPJ100.72P

PJ100.72P

PJ100.72P PJ100.72PPJ100.72P

P-

-B

PB1LC.DB22PPB1LC.DB22P

LAB 10

LAB 11

MECHANICAL

ICO SERVER

ROOM

DOS STORAGE

COORIDOR

119E

CLASSROOM #2

CLASSROOM #3

CLASSROOM #4

CLASSROOM #5

CLASS-

ROOM #6

LAB #1

LAB #2

LAB #6

LAB #5

LAB #4

LAB #3

CLASSROOM #7

LAB #7

LAB #9

SYSAD LAB

MEN

WOMEN

MEN

WOMEN

COMM

CORRIDOR

119B

CORRIDOR

119C

COMMON PATH OF

TRAVEL 83 FTTRAVEL DISTANCE

FROM MOST

REMOTE POINT IN

ADDITION 95 FT

TRAVEL DISTANCE

FROM REMOTE POINT

IN ADDITION 242 FT

STAND-OFF DISTANCE

EXISTING CONSTRUCTION

NEW ADDITION

C O D E A N A L Y S I S

OCCUPANCY CLASSIFICATION

IBC 2012: GROUP B (BUSINESS)

GROUP A (ASSEMBLY) DESIGNATED

AREA ONLY

NFPA 101 2012: BUSINESS

ASSEMBLY

CONSTRUCTION TYPE

IBC 2012: TYPE IIB (2B), FULLY SPRINKLED

BUILDING AREA AND HEIGHT

FIRST FLOOR (BUSINESS/PUBLIC AREA)

FIRST FLOOR (BUSINESS/CLASSIFIED AREA

FIRST FLOOR (ASSEMBLY)

FIRST FLOOR (COMBINED)

SECOND FLOOR (BUSINESS)

TOTAL EXISTING BUILDING AREA:

TOTAL ADDITION AREA:

TOTAL BUILDING AREA:

ALLOWABLE AREA FOR BUSINESS OCCUPANCY

PER TABLE 503, BASIC ALLOWABLE FLOOR AREA FOR

TYPE II-B FOR BUSINESS USE IS 23,000 SF (SQ. FEET) &

9,500 SF FOR ASSEMBLY A-3 USE. THE AREA OF A

TWO-STORY GROUP B BUILDING CAN BE 69,000 AND

THE AREA OF A 1 STORY A-3 CAN BE 28,500 SF IF

PROVIDED WITH AN AUTOMATIC FIRE SPRINKLER

THROUGHOUT. (IBC 506.3)

ALLOWABLE BUILDING HEIGHT

FOR BUSINESS OCCUPANCY

11,045 SF

29,814 SF

3830 SF

44,689 SF

16,362 SF

61,362 SF

2,850 SF

64,212 SF

69,000 SF

4 STORIES

(SPRINKLED)

LIFE SAFETY INFORMATION

NOTE: DUE TO THE EXISTING BUILDING'S SPECIALIZED

USE AND LIMITED AREAS OF ACCESS, EGRESS

CALCULATIONS FOR THE NEW ADDITION ARE APPLIED

TO THE EXISTING CLASSIFIED BUSINESS USE AREA; THE

AREA BEING DIRECTLY AFFECTED BY THE NEW

ADDITION.

NFPA TABLE 7.3.1.2 FLOOR AREA PER OCCUPANT:

FIRST FLOOR CLASSIFIED AREA (29,814 SF)

NEW ADDITION (2850 SF) = 32,664 SF/100 SF

(GROSS/OCCUPANT)= 327 OCCUPANTS

MINIMUM TOTAL WIDTH MEANS OF EGRESS:

DOORS: 32"

CORRIDORS: 44"

SEE PLAN FOR MEANS OF EGRESS WIDTH PROVIDED

EGRESS WIDTH REQUIRED:

327 OCCUPANTS X 0.20" = 65" MIN REQUIRED FOR

DOORS AND CORRIDORS

DOORS: 5-36" PROVIDED

34" MIN CLEAR WIDTH= 5 x 34" = 170"

EXIT ACCESS DOORWAYS REQUIRED PER IBC 1015:

EXIT ACCESS DOORWAYS PROVIDED: 4

CORRIDOR 72" MIN. CLEAR WIDTH PROVIDED (EXISTING

AND NEW)

COMPLIES WITH MIN. WIDTH REQUIRED

EXIT ACCESS TRAVEL DISTANCE: 300 FT

EXIT ACCESS COMMON PATH OF TRAVEL:

100 FT

DEAD END CORRIDOR MAX. DISTANCE: 50 FT

SEE PLAN FOR TRAVEL DISTANCES PROVIDED

FIRE RESISTANCE

IBC TABLE 601 AND TABLE 602 FOR TYPE II B

CONSTRUCTION:

PRIMARY STRUCTURAL FRAME: 0 hr

BEARING WALLS:

EXTERIOR BEARING: 0 hr (SEE BELOW) INTERIOR BEARING: 0 hr

NONBEARING WALLS:

EXTERIOR BEARING: 0 hr (SEE BELOW) INTERIOR BEARING 0 hr

FLOOR CONSTRUCTION: 0 hr ROOF CONSTRUCTION: 0 hr

EXTERIOR WALL RATING BASED ON FIRE SEPARATION

DISTANCE

<5' SEPARATION 1 hr >5' to <10' SEPARATION 1 hr >10' to <20' SEPARATION 0 hr >20' to <30' SEPARATION 0 hr >30' SEPARATION 0 hr

FIRE EXTINGUISHER DISTRIBUTION

NFPA 101 TABLE 6.2.1.1 FOR ORDINARY HAZARD;

MAXIMUM DISTANCE BETWEEN UNITS: 75'-0"

MAXIMUM FLOOR AREA PER UNIT OF A: 1500 SF

EXTINGUISHERS PROVIDED IN ADDITION: (2)

4A-60BC UNITS

NFPA 101

EXIT TRAVEL DISTANCE

COMMON PATH OF TRAVEL

EXIT WIDTH

EXIT SIGN

SEMI-RECESSED FIRE EXTINGUISHER

CABINET

FIRE EXTINGUISHER ON BRACKET

FEC

LEGEND

I A

N P

L O

M M

F O

R C

L O

O N

S C

O M

M A

N D

DATE:

DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

L E

P'D

P E

L O

P E

R A

N S

E N

E E

R S

Q U

A D

R O

N H

U R

R T

D , F

(2 4"

C O

T A

T O

FTEV 15-1069

90020

S. SISSON

M. FAWZY

6 MAY 2016

1/16" = 1'-0"A5 G3

1 LIFE SAFETY PLAN

TRUE

NORTH

PROJECT

NORTH 0'8'16' 16' 32' 3 OF 64

DATE:

DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

L E

P' D

(2 4"

C O

T A

ITI

-1

FTEV 15-1069

GTP

PAB

90020

DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

L E

P' D

(2 4"

C O

T A

ITI

-1

FTEV 15-1069

GTP

PAB

6 MAY 2016

LEGEND

BUILDING ADDITION

CONCRETE SLAB EL=20.89

F.F.E.=21.89

DATE:

DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

L E

P' D

(2 4"

C O

T A

ITI

-1

FTEV 15-1069

GTP

PAB

6 MAY 2016

BUILDING ADDITION

CONCRETE SLAB EL=20.89

F.F.E.=21.89

DATE:

DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

L E

P' D

(2 4"

C O

T A

ITI

-1

FTEV 15-1069

GTP

PAB

6 MAY 2016

DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

L E

P' D

(2 4"

C O

T A

ITI

-1

FTEV 15-1069

GTP

PAB

6 MAY 2016

90020

SIDEWALK DETAILS

CONTRACTION JOINT DETAIL

EXPANSION JOINT DETAIL

CONCRETE RAMP WITH HANDRAILS DETAIL

CLEANOUT DETAIL

FLEXIBLE PIPE BEDDING

SILT FENCE DETAIL

SECTION 'A' CONCRETE RAMP TURNED DOWN EDGE

@ CONCRETE RAMP

N.T.S.

HANDICAP RAMP W/ RAILING DETAIL

GRAVEL SECTION

PM130.42M

PM130.42M PM130.30M PM130.30M

PM130.42M PM130.42M PM130.42M PM130.42M

PM130.42M

PM130.42M PM130.42M PM130.42M PM130.42M

FF FF

PJ100.72P

F16-1518G-BBF

F16-1518G-BBFF16-1518G-BBF

F16-1518G-BBF

PJ100.72P

PJ100.72PPJ100.72P

PJ100.72P

F1 6-

G -B

PJ100.72P

F1 6-

G -B

PJ100.72P

F16-1518G-BBF

PJ100.72P

F16-1518G-BBFF16-1518G-BBF F16-1518G-BBF

PJ100.72P PJ100.72PPJ100.72P

PJ100.72P

F16-1518G-BBF

F16-1518G-BBF F16-1518G-BBF F16-1518G-BBF

PJ100.72P

PJ100.72P PJ100.72PPJ100.72P

M19P-1518G-FF M19P-1518G-FF

P-

-B

PA2LC.BD23P

PB1LC.DB22PPB1LC.DB22P

LAB #10

ICO/T

LAB #8

NETAD

LAB

COMMUNICATI

ON CENTER

CORRIDO

119A

123 125124

EX.1

TYP TYP

GENERAL LIMITS OF DESIGNATED NEW WORK AREA.

SEE MECHANICAL, ELECTRICAL AND TELECOMMUNICATIONS

DRAWINGS FOR ADDITIONAL NEW WORK IN THE

EXISTING BUILDING OUTSIDE OF THIS AREA.

REMOVE PORTION OF SOFFIT AND FASCIA

O F

LIMITS OF

DEMOLITION

EX.CEX.A

R.O.

16 16

L E G E N D

EXISTING CONSTRUCTION TO REMAIN IN PLACE

EXISTING PARTITION AND / OR FINISHES TO BE REMOVED

EXISTING DOOR AND FRAME TO BE REMOVED

EXISTING RAISED ACCESS FLOORING TO BE REMOVED / EXISTING AND

RE-USED 2X2 ACOUSTICAL CEILING SYSTEM TO BE REMOVED AND

REUSED

DESIGNATED AREA OF WORK

NEW TEMPORARY WALL

CONSTRUCTION

SEQUENCING PLAN

NOTE: THE CONTRACTOR SHALL SUBMIT A WRITTEN

SEQUENCING PLAN TO THE CONTRACTING OFFICER

FOR REVIEW AND APPROVAL, PRIOR TO THE

COMMENCEMENT OF ANY WORK. DUE TO THE SECURE

NATURE OF THE EXISTING FACILITY, ALL DEMOLITION

AND NEW CONSTRUCTION OPERATIONS MUST BE

PLANNED AND EXECUTED TO PRESERVE THE SECURE

BOUNDARIES OF THE EXISTING BUILDING. THE

FOLLOWING OUTLINE PRESENTED BELOW SHALL BE

REVIEWED BY THE CONTRACTOR, CONFIRMED AND

COORDINATED WITH THE TIMING OF SPECIFIC

OPERATIONS NECESSARY FOR THE NEW

CONSTRUCTION.

1. START CONSTRUCTION OF THE ADDITION, INCLUDING

REMOVAL OF EXISTING EXTERIOR FINISHES, WITHOUT

PENETRATING THE EXISTING BUILDING'S SECURE

EXTERIOR WALL. THE NEW EXTERIOR EGRESS DOOR

OPENING SHALL BE USED AS A CONSTRUCTION

ENTRANCE FOR INTERIOR WORK IN THE ADDITION.

2. UNDER ESCORT, EXTEND NEW FIRE PROTECTION,

MECHANICAL, ELECTRICAL AND

TELECOMMUNICATIONS SERVICES TO SUPPORT THE

NEW ADDITION INSIDE THE EXISTING BUILDING,

STUBBING THROUGH EXISTING LAB 10 PERIMETER

WALLS AND TEMPORARILY CAPPING AND SEALING

OFF TO MAINTAIN BUILDING SECURITY. TEMPORARILY

CAP AND SEAL OFF EXISTING MECHANICAL DUCTS

PASSING THROUGH EXISTING LAB 10 PERIMETER

WALLS TO MAINTAIN BUILDING SECURITY.

COORDINATE NEW CONSTRUCTION OPERATIONS

WITHIN THE EXISTING BUILDING TO COINCIDE WITH

THE CONTRACTING OFFICER PRIOR TO THE

COMMENCEMENT OF ANY NEW WORK TO ENSURE

SECURE COMMUNICATIONS AND ALARM SYSTEM

SERVICES IN THE EXISTING LAB 10 AREA HAVE BEEN

APPROPRIATELY DISARMED OR RELOCATED.

3. UNDER ESCORT, PENETRATE THE EXISTING

BUILDING'S SECURE EXTERIOR WALL TO CREATE THE

NEW OPENING IN THE SOUTH END OF NEW CORRIDOR

119E. INTERIOR ACCESS TO SPACES UNDER

CONSTRUCTION SHALL CONTINUE TO BE THROUGH

THE NEW EXTERIOR EGRESS DOOR.

4. UNDER ESCORT, AND AT THE SAME TIME DURATION

THAT WORK OPERATIONS TO PENETRATE THE

EXISTING BUILDING'S SECURE EXTERIOR WALL

OCCUR, REMOVE/WALL-IN THE DOORWAY INTO

EXISTING LAB 10; THEREBY CREATING A FULL-HEIGHT,

SECURE ENVELOPE SEPARATING THE NEW

CONSTRUCTION AREA FROM THE EXISTING BUILDING.

5. CONVERT EXISTING LAB 10 AREA TO THE NEW

STORAGE ROOM AND CORRIDOR BY ACCESSING

THROUGH THE NEW ADDITION. EXTEND UTILITIES IN

THIS AREA TO THE NEW ADDITION, INCLUDING CORE-

DRILLING THE EXISTING FORMER EXTERIOR

CONCRETE PERIMETER STEM WALL BELOW ACCESS

FLOORING.

6. COMPLETE CONSTRUCTION OF THE ADDITION INSIDE

AND OUT, INCLUDING CONVERTED SPACES IN THE

EXISTING FACILITY.

7. UNDER ESCORT AND AFTER ACTIVATION OF THE

ALARM SYSTEM IN ALL AREAS OF NEW WORK, THE

FORMER LAB 10 WALLED-IN DOOR OPENING AND

SURROUNDING AREA SHALL BE OPENED UP

AND RECONFIGURED TO CREATE THE NEW NORTH

END WALL OPENING IN CORRIDOR 124A, AS SHOWN

ON THE DRAWINGS. NOTE THAT ANY REMAINING

WORK IN THE ADDITION MUST BE DONE UNDER

ESCORT AFTER REMOVAL OF THE WALLED-IN DOOR

OPENING OCCURS.

NOTE: COORDINATE RELATED MECHANICAL,

ELECTRICAL, FIRE PROTECTION, AND

COMMUNICATIONS NEW WORK WITH SEQUENCING

NOTED ABOVE.

1. SEE SHEET A1, MECHANICAL M2, ELECTRICAL

AND TELECOMMUNICATIONS DRAWINGS FOR

ADDITIONAL DEMOLITION WORK REQUIRED IN

THE EXISTING FACILITY.

GENERAL NOTES

I A

N P

L O

M M

F O

R C

L O

O N

S C

O M

M A

N D

DATE:

DRAWN BY:

BUILDING NO:

PROJECT NO:

SHEET REF:

SHEET NO:

L E

P'D

P E

L O

P E

R A

N S

E N

E E

R S

Q U

A D

R O

N H

U R

R T

D , F

(2 4"

N P

G P

C O

T A

T O

FTEV 15-1069

90020

S. SISSON

M. FAWZY

6 MAY 2016

3/16" = 1'-0"D1

2 DEMOLITION PLAN

K E Y N O T E S

1 REMOVE FULL HEIGHT OF EXISTING CMU VENEER WITH ADJUSTABLE

VENEER TIES DOWN TO CONCRETE FOUNDATION BELOW, INCLUDING

DECORATIVE VENEER BANDS AND PRECAST CONCRETE MEDALLIONS.

SAVE AND PROTECT EXISTING MEDALLIONS FOR LATER RE-USE IN NEW

CONSTRUCTION. PRESERVE INTEGRETY OF EXISTING EXTERIOR METAL

STUD BACK-UP SECURE WALL CONSTRUCTION TO REMAIN IN PLACE,

INCLUDING VAPOR BARRIER. REPAIR ANY DAMAGE TO WALL DUE TO

DEMOLITION OPERATIONS.

2 REMOVE EXISTING FASCIA CONSTRUCTION AT ROOF PERIMETER,

CONSISTING OF PREFINISHED METAL FASCIA PANELS AND TRIM, EXTERIOR

SHEATHING CLAD WITH ICE/WATER SHIELD ON VERTICAL SURFACES,

METAL HAT CHANNEL FURRING ON HORIZONTAL AND VERTICAL SURFACES,

AND PREFINISHED METAL SOFFIT PANELS AND TRIM. PRESERVE

INTEGRETY OF EXISTING EXTERIOR METAL STUD BACK-UP FASCIA/SOFFIT

CONSTRUCTION TO REMAIN IN PLACE. COORDINATE EXTENT OF

DEMOLITION WITH THE ADDITIONAL INFORMATION SHOWN ON PLANS,

ELEVATIONS, AND DETAILS PROVIDED FOR THE NEW WORK AND TO

FACILITATE TIE-IN OF NEW CONSTRUCTION AND TO ENSURE CONTINUITY

OF JUNCTION BETWEEN EXISTING TO NEW AIR/VAPOR BARRIER.

3 REMOVE EXISTING PREFINISHED METAL ROOFING AND FLASHING FROM

PERIMETER EDGE OF ROOF TO EXISTING BUILT-IN ROOF GUTTER.

PRESERVE INTEGRITY OF EXISTING BUILT-IN ROOF GUTTER AND ROOF

EDGE SUBSTRATE CLAD WITH ICE/WATER SHIELD TO REMAIN IN PLACE.

COORDINATE EXTENT OF DEMOLITION WITH THE ADDITIONAL

INFORMATION SHOWN ON PLANS, ELEVATIONS, AND DETAILS PROVIDED

FOR THE NEW WORK.

4 REMOVE EXISTING RAISED ACCESS FLOORING TILES AND RELATED

SYSTEM ACCESSORIES, INCLUDING RUBBER FLOOR BASE. SAVE AND

PROTECT EXISTING ACCESS FLOORING TILES AND RELATED SYSTEM

ACCESSORIES FOR LATER RE-USE IN NEW CONSTRUCTION.

5 REMOVE EXISTING SUSPENDED CEILING SYSTEM, INCLUDING ACOUSTICAL

CEILING TILES AND GRID.

6 REMOVE PORTION OF EXISTING EXTERIOR METAL STUD BACK-UP WALL

CONSTRUCTION UP TO HEAD HEIGHT OF NEW WALL OPENING. PROVIDE

ADDITIONAL METAL STUD FRAMING AT JAMBS AND HEAD TO CREATE NEW

OPENING. COORDINATE SEQUENCING OF THIS OPERATION WITH

SEQUENCING PLAN PRESCRIBED ON THIS DRAWING.

7 REMOVE EXISTING INTERIOR WOOD DOOR WITH HOLLOW METAL FRAME,

FOR TEMPORARY WALL OPENING INFILL. SALVAGE AND PROTECT EXISTING

DOOR HARDWARE, INCLUDING ELECTRIC STRIKE AND "HIRSCH" SECURE

ENTRY SYSTEM FOR RE-USE. CONSTRUCT NEW TEMPORARY WALL INFILL

CONSISTING OF 3-5/8" METAL STUDS WITH BATT INSULATION AND GYPSUM

WALL BOARD FINISH. SEAL OPENING PERIMETER, TAPE JOINTS AND FINISH

PAINT TO MATCH EXISTING WALL. COORDINATE SEQUENCING OF THIS

OPERATION WITH SEQUENCING PLAN PRESCRIBED ON THIS DRAWING.

8 REMOVE TEMPORARY WALL OPENING INFILL AND PORTION OF ADJACENT

EXISTING INTERIOR METAL STUD WALL CONSTRUCTION FROM CONCRETE

FLOOR SLAB BELOW UP TO HEAD HEIGHT OF NEW WALL OPENING.

PROVIDE ADDITIONAL METAL STUD FRAMING AT JAMBS AND HEAD TO

CREATE NEW OPENING. COORDINATE SEQUENCING OF THIS OPERATION

WITH SEQUENCING PLAN PRESCRIBED ON THIS DRAWING.

9 REMOVE EXISTING CAST CONCRETE PERIMETER STEM WALL

CONSTRUCTION TO CONCRETE FLOOR SLAB BELOW TO CREATE NEW

WALL OPENING. COORDINATE SEQUENCING OF THIS OPERATION WITH

SEQUENCING PLAN PRESCRIBED ON THIS DRAWING.

10 HOLE DRILL OR CUT NEW OPENINGS IN EXISTING FULL-HEIGHT METAL

STUD WITH GYPSUM WALL BOARD FINISH PERIMETER SECURITY WALLS

FOR NEW ABOVE-CEILING OR BELOW-SLAB SERVICE LINE EXTENSIONS

SERVING THE NEW ADDITION. SEE MECHANICAL, ELECTRICAL AND

COMMUNICATIONS DRAWINGS FOR ADDITIONAL INFORMATION.

11 EXISTING PREFINISHED METAL ROOFING, FLASHING, FASCIA AND SOFFIT

PANEL CONSTRUCTION TO REMAIN. PROTECT DURING CONSTRUCTION.

12 EXISTING CMU CLAD EXTERIOR METAL STUD BACK-UP SECURE WALL

CONSTRUCTION TO REMAIN. PROTECT DURING CONSTRUCTION.

13 EXISTING FULL-HEIGHT INTERIOR METAL STUD WITH GYPSUM WALL BOARD

FINISH PERIMETER SECURITY WALL CONSTRUCTION TO REMAIN. PROTECT

DURING CONSTRUCTION.

14 CORE DRILL NEW OPENINGS IN EXISTING CAST CONCRETE PERIMETER

STEM WALL FOR NEW BELOW-SLAB SERVICE LINE EXTENSIONS SERVING

THE NEW ADDITION. SEE ELECTRICAL AND COMMUNICATIONS DRAWINGS

FOR ADDITIONAL INFORMATION. PROVIDE TEMPORARY LINE CAPS AS

REQUIRED TO MAINTAIN PERIMETER SECURITY. COORDINATE

SEQUENCING OF THIS OPERATION WITH SEQUENCING PLAN PRESCRIBED

ON THIS DRAWING.

15 REMOVE EXISTING CMU VENEER PILASTERS WITH ADJUSTABLE VENEER

TIES DOWN TO CONCRETE FOUNDATION, INCLUDING PILASTER HEAD

DETAIL. REMOVE EXISTING EXTERIOR METAL STUD BACK-UP WALL

CONSTRUCTION AT PILASTER BUMP-OUTS. PRESERVE INTEGRETY OF

EXISTING MAIN EXTERIOR METAL STUD BACK-UP SECURE WALL

CONSTRUCTION BEHIND BUMP-OUTS, TO REMAIN IN PLACE, INCLUDING

VAPOR BARRIER. REPAIR ANY DAMAGE TO WALL DUE TO DEMOLITION

OPERATIONS. INSTALL NEW EXTERIOR WALL SHEATHING WITH VAPOR

BARRIER ON FACE OF EXISTING WALL AT REMOVED PILASTER FRAMING

LOCATIONS IF MISSING.

16 REMOVE VINYL WALL COVERING ON FACE OF EXISTING WALL TO REMAIN

0'2'4' 4' 8'TRUE

NORTH

PROJECT

NORTH

1/32" = 1'-0"A5 D1

1 EXISTING FLOOR PLAN

TRUE

NORTH

PROJECT

NORTH 0'16'32' 32' 64'

1.00 GENERAL NOTES

1.01 DRAWINGS SHOW TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. FOR DETAILS NOT SPECIFICALLY SHOWN, PROVIDE DETAILS SIMILAR TO THOSE SHOWN.

1.02 VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS BEFORE STARTING WORK. NOTIFY

STRUCTURAL ENGINEER OF ANY DISCREPANCY.

1.03 THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC., ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. TAKE NECESSARY PRECAUTIONS TO PROTECT THE EXISTING STRUCTURE AND ITS FOUNDATION AND TO LIMIT, TO THE EXTENT POSSIBLE, THE EFFECTS OF CONSTRUCTION THAT

THE NEW STRUCTURE HAS ON THE EXISTING STRUCTURE.

1.04 COORDINATE STRUCTURAL CONTRACT DOCUMENTS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL. NOTIFY STRUCTURAL ENGINEER OF ANY CONFLICT AND/OR OMISSION. CONTRACTOR SHALL MAKE NO DEVIATION FROM DESIGN DRAWINGS WITHOUT WRITTEN APPROVAL OF THE ARCHITECT. FOR ADDITIONAL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS, SEE ARCHITECTURAL, MECHANICAL, AND PLUMBING

DRAWINGS.

1.05 DESIGN CRITERIA:

THE STRUCTURE HAS BEEN DESIGNED UTILIZING THE FOLLOWING REFERENCES:

A. UFC 1-200-01, GENERAL BUILDING REQUIREMENTS

B. UFC 3-301-01, STRUCTURAL ENGINEERING, WITH CHANGE 1

C. UFC 3-310-04, SEISMIC DESIGN FOR BUILDINGS WITH CHANGE 1

D. UFC 4-010-01, DOD MINIMUM ANTITERRORISM STANDARD FOR BUILDINGS, INCLUDING CHANGE 1

E. INTERNATIONAL BUILDING CODE, 2012

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

G. ACI 302.1 R-5, CONCRETE FLOOR AND SLAB CONSTRUCTION

H. ACI 318-11, BUILDING CODE REQUIREMENTS FOR CONCRETE STRUCTURES

I. ACI 360 R-06, DESIGN OF SLAB ON GRADES

J. AISC STEEL CONSTRUCTION MANUAL 14TH EDITION

K. ACI 530-05, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES

1.06 DESIGN LOADS

A. DEAD LOADS:

1. MECHANICAL, ELECTRICAL, PLUMBING: 5 PSF

2. CEILINGS AND INSULATION: 5 PSF

3. ROOF FRAMING: 20 PSF

B. LIVE LOADS: (MAY BE REDUCED PER CODE)

1. ROOFS: 20 PSF

2. SLAB-ON-GRADE: 100 PSF

3. MECHANICAL/ ELECTRICAL ROOMS: 150 PSF

C. WIND LOADS - STRUCTURE HAS BEEN DESIGNED TO CONFORM TO THE WIND PROVISIONS OF ASCE 7-10. SEE

WIND PRESSURE DIAGRAM & CHART FOR THE FOLLOWING:

1. BASIC WIND SPEED (3-SEC GUST)

2. BUILDING RISK CATEGORY

3. WIND EXPOSURE CATEGORY

4. INTERNAL PRESSURE COEFFICIENT

5. COMPONENT & CLADDING WIND PRESSURES

D. EARTHQUAKE LOADS:

1. SEISMIC IMPORTANCE FACTOR (Ie): 1.0

2. RISK CATEGORY: II

3. SEISMIC DESIGN CATEGORY: D

4. MAPPED SPECTRAL RESPONSE ACCELERATIONS & PARAMETERS

Ss = 0.080g Sds = 0.085g S1 = 0.050g Sd1 = 0.080g

5. SITE CLASSIFICATION: D

6. BASIC SEISMIC-FORCE-RESISTING SYSTEM: ORDINARY STEEL CONCENTRICALLY BRACED FRAME

7. DESIGN BASE SHEAR: 2.67 KIPS

8. SEISMIC RESPONSE COEFFICIENT, Cs = 0.01

9. RESPONSE MODIFICATION FACTOR(S): 3.25

10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE

REFER TO MEP DWGS FOR SEISMIC SUPPORT AND ATTACHMENT REQUIREMENTS FOR CERTAIN MEP

COMPONENTS AS PER THE IBC.

1.07 SUBMITTALS:

A. REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS BY THE CONTRACTING OFFICER DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS BEFORE SUBMITTAL TO THE CONTRACTING OFFICER. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS. CONTRACTOR IS ALSO RESPONSIBLE FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION.

2.00 FOUNDATIONS AND SLAB-ON-GRADE

2.01 THE DESIGN OF FOUNDATIONS, RETAINING WALLS AND SLAB ON GRADE IS BASED ON THE CRITERIA ESTABLISHED IN THE GEOTECHNICAL REPORT BY NOVA ENGINEERING AND ENVIRONMENTAL, PENSACOLA, FLORIDA; FILE #8215080, DATED JULY 16, 2015 (REVISED FEBRUARY 8, 2016). THE RECOMMENDATIONS OF THAT REPORT SHALL BE CONSIDERED

AN INTEGRAL PART OF THE CONTRACT DOCUMENTS.

2.02 SHALLOW FOUNDATIONS HAVE BEEN DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF.

2.03 A QUALIFIED GEOTECHNICAL ENGINEER SHALL VERIFY CONDITION AND/OR ADEQUACY OF ALL SUBGRADES, FILLS AND BACKFILLS BEFORE PLACEMENT OF FOUNDATIONS, FOOTINGS, SLABS, WALLS, FILLS, BACKFILLS, ETC. SHOULD THE CONTRACTOR FIND UNDESIRABLE SOILS, HE SHALL STOP WORK AND IMMEDIATELY CONTACT THE CONTRACTING OFFICER. ALL FOOTINGS SHALL REST EITHER ON UNDISTURBED SOIL OR A MANUALLY OPERATED VIBRATORY SLED OR TAMPER SHOULD BE USED TO DENSIFY ANY SOILS IN THE BOTTOM OF THE FOOTING TRENCHES LOOSENED DURING

THE EXCAVATION OPERATION.

2.04 SIDES OF FOUNDATIONS SHALL BE FORMED. SLOPE SIDES OF EXCAVATIONS AS APPROVED BY GEOTECHNICAL

ENGINEER AND CLEAN UP SLOUGHING BEFORE AND DURING CONCRETE PLACEMENT.

2.05 CONTRACTOR IS RESPONSIBLE FOR ADEQUATELY PROTECTING ALL EXCAVATION SLOPES.

2.07 SLAB-ON-GRADE REQUIREMENTS:

A. THE SLAB-ON-GRADE SHALL BE A MINIMUM OF 6 INCHES THICK, PLACED ON COMPACTED SUBGRADE, AND

REINFORCED WITH #3@12”.

B. SUBGRADE SHALL BE PREPARED AS RECOMMENDED IN THE GEOTECHNICAL REPORT. IN THE ABSENCE OF A GEOTECHNICAL REPORT, PROVIDE TYPE D FILL, 8 INCHES THICK BELOW THE BOTTOM OF THE FLOOR SLABS AND FOOTINGS COMPACTED TO 100% OF THE MAXIMUM MODIFIED PROCTOR DENSITY. DENSITY TESTS SHALL BE TAKEN AT 1000

SF INTERVALS. SEE SPECIFICATIONS AND REPORT (IF AVAILABLE).

C. SUBGRADE SHALL BE PREPARED AS RECOMMENDED IN THE GEOTECHNICAL REPORT.

D. PROVIDE A CAPILLARY BREAK CONSISTING OF A COMPACTED 4” LAYER OF CLEAN #57 STONE OVER THE

COMPACTED SUBGRADE.

E. SEE SPECIFICATIONS FOR VAPOR RETARDER MATERIAL. VAPOR RETARDER SHALL CONFORM TO ASTM E1745, CLASS A, B, OR C AND BE A MINIMUM OF 15 MIL. THICKNESS. THE VAPOR RETARDER SHOULD BE PLACED OVER THE PREPARED SUBGRADE. TO REDUCE THE POSSIBILITY OF PUNCTURE WHEN THE VAPOR RETARDER IS TO BE PLACED OVER A ROUGH GRANULAR FILL LAYER, PROVIDE A THIN LAYER OF APPROXIMATELY 1/2 INCH OF FINE-GRADED MATERIAL ROLLED OR COMPACTED OVER THE GRANULAR FILL LAYER PRIOR TO INSTALLATION OF THE VAPOR RETARDER. VAPOR RETARDER SHOULD BE OVERLAPPED 8 IN. AND TAPED AT ALL JOINTS AND CAREFULLY FITTED AROUND SERVICE

OPENINGS.

3.00 REINFORCED CONCRETE

3.01 ALL CONCRETE WORK SHALL CONFORM TO ACI 301-05, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS. DESIGN IS BASED ON ACI 318-05, BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. DETAIL CONCRETE REINFORCEMENT AND ACCESSORIES IN ACCORDANCE WITH ACI 315, DETAILING MANUAL. DETAIL ALL CONCRETE WALLS AND BEAMS ON THE SHOP DRAWINGS IN ELEVATION UNLESS SPECIFICALLY APPROVED OTHERWISE.

SUBMIT SHOP DRAWINGS FOR APPROVAL, SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR PLACING REINFORCING STEEL AND ACCESSORIES. DO NOT BEGIN FABRICATION UNTIL SHOP DRAWINGS ARE COMPLETED AND

REVIEWED.

3.02 PLACE SAWN CONTROL JOINTS IN THE SLAB ON GRADE AT LOCATIONS INDICATED BY "S.C.J." SEE SPECS FOR SAW CUTTING CONTROL JOINTS UNDER THE HEADING "INTERIOR LONGITUDINAL CONTRACTION JOINT".

3.03 UNLESS NOTED OTHERWISE, ALL CONCRETE SHALL BE NORMAL WEIGHT AND HAVE THE FOLLOWING MINIMUM 28

DAY COMPRESSIVE STRENGTHS:

A. FOUNDATIONS 3000 PSI

B. SLAB-ON-GRADE 3000 PSI

ALL CONCRETE SHALL HAVE ENTRAINED AIR, U.N.O. CONCRETE MAY CONTAIN A PROPERLY DESIGNED SUPERPLASTICIZER

FOR WORKABILITY.

3.04 REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 UNLESS NOTED OTHERWISE.

3.05 THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND REVIEWED BY THE OWNER'S TESTING LABORATORY. RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTH IS THE CONTRACTOR'S.

3.06 USE OF CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS IN CONCRETE IS NOT PERMITTED.

3.07 HORIZONTAL CONSTRUCTION JOINTS ARE PERMITTED ONLY WHERE INDICATED. THE STRUCTURAL ENGINEER SHALL APPROVE THE LOCATION OF VERTICAL CONSTRUCTION JOINTS. CONSTRUCTION JOINTS SHALL BE THOROUGHLY ROUGHENED BY MECHANICAL MEANS, AND CLEANED. CONTRACTOR SHALL SUBMIT DRAWINGS SHOWING INTENDED POURING SEQUENCE AND LOCATION OF CONSTRUCTION JOINT TO THE ENGINEER FOR REVIEW. PROPOSED METHODS

MUST BE ACCEPTABLE TO THE ARCHITECT BEFORE USE.

3.08 CHAMFER OR ROUND ALL EXPOSED CORNERS A MINIMUM OF 3/4".

3.09 TIE ALL REINFORCING STEEL AND EMBEDMENTS SECURELY IN PLACE PRIOR TO PLACING CONCRETE. PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN THE POSITION OF REINFORCEMENT WITHIN SPECIFIED TOLERANCE DURING ALL

CONSTRUCTION ACTIVITIES. "STICKING” DOWELS INTO WET CONCRETE IS NOT PERMITTED.

3.10 PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE; SPLICE ONLY AS SHOWN OR APPROVED;

STAGGER SPLICE WHERE POSSIBLE; USE FULL TENSION SPLICE (CLASS "B") UNLESS NOTED OTHERWISE. DOWELS SHALL MATCH THE SIZE AND SPACING OF THE SPECIFIED REINFORCEMENT AND SHALL BE LAPPED WITH FULL TENSION SPLICES

(CLASS "B") UNLESS NOTED OTHERWISE. TERMINATE BARS WITH STANDARD HOOKS.

3.11 REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER UNLESS NOTED OTHERWISE (PER ACI 318-

05 PAR.7.7.1):

A. CONCRETE AGAINST EARTH (NOT FORMED): 3"

B. FORMED CONCRETE EXPOSED TO THE EARTH OR WEATHER:

1. #6 THROUGH #18 BARS: 2"

2. #5 BARS AND SMALLER: 1-1/2"

C. CONCRETE NOT EXPOSED TO EARTH OR WEATHER:

1. SLABS AND WALLS: 1"

2. BEAMS (STIRRUPS) AND COLUMNS (TIES): 1-1/2"

3.12 DO NOT PLACE DUCTS EXCEEDING ONE-THIRD THE SLAB OR WALL THICKNESS WITHIN THE SLAB OR WALL UNLESS

SPECIFICALLY SHOWN AND DETAILED ON STRUCTURAL DRAWINGS.

3.13 DO NOT WELD OR TACK WELD REINFORCING STEEL UNLESS APPROVED OR DIRECTED BY THE STRUCTURAL

ENGINEER.

3.14 ALL REINFORCING STEEL PLACEMENTS SHALL BE REVIEWED BY THE CONTRACTING OFFICER, OR BY A

REPRESENTATIVE RESPONSIBLE TO HIM. (RE: ACI 318 PAR. 1.3.1)

3.15 FOR CONCRETE PADS SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.

4.00 STRUCTURAL STEEL, STEEL JOIST, STEEL DECK

4.01 STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED ACCORDING TO AISC "SPECIFICATION FOR

STRUCTURAL STEEL BUILDINGS, ASD, LATEST EDITION.

4.02 SUBMIT SHOP DRAWINGS PREPARED IN ACCORDANCE WITH AISC MANUAL "DETAILING FOR STEEL CONSTRUCTION", LATEST EDITION. STEEL FABRICATOR SHALL SUPPLY ANCHOR BOLT LOCATION DRAWINGS. DO NOT BEGIN FABRICATION

UNTIL SHOP DRAWINGS ARE COMPLETED AND REVIEWED.

4.03 STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992. STRUCTURAL STEEL SHAPES, PLATES, ANGLES, AND CHANNELS SHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, FY = 46 KSI, UNLESS NOTED OTHERWISE. STEEL PIPE SHALL CONFORM TO ASTM A501 OR ASTM A53, TYPE E OR S, GRADE B. ANCHOR BOLTS SHALL CONFORM TO ASTM A36 UNLESS NOTED

OTHERWISE.

4.04 BOLTS SHALL CONFORM TO ASTM A325, 3/4-INCH DIAMETER MINIMUM, UNLESS NOTED OTHERWISE. BOLTS IN BEARING CONNECTIONS SHALL BE DESIGNATED TYPE N, TENSIONED, SNUG-TIGHT AS DEFINED BY AISC. BOLTS IN MOMENT CONNECTIONS AND IN TRUSSES SHALL BE DESIGNATED SLIP-CRITICAL (SC). FULLY TENSION SLIP-CRITICAL CONNECTIONS WITH DIRECT TENSION INDICATOR WASHERS INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S

INSTRUCTION.

4.05 USE PRE-QUALIFIED WELDED JOINTS AS PER AISC, AND AWS D1.1 "STRUCTURAL WELDING CODE." USE ONLY CERTIFIED WELDERS; ALL ELECTRODES SHALL CONFORM TO AWS A5 GRADE E70XX. BARE ELECTRODE AND GRANULAR FLUX SHALL CONFORM TO AWS A5, F70 AWS FLUX CLASSIFICATION. MINIMUM WELD SIZE TO BE 3/16" FILLET WELD, U.N.O.

4.06 CUTS, BOLTS, COPING, ETC. REQUIRED FOR WORK OR OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS AND MADE IN THE SHOP. CUTS OR BURNING HOLES IN STRUCTURAL STEEL MEMBERS IN THE FIELD WILL NOT

BE PERMITTED.

4.07 SHOP CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS MAY BE WELDED OR BOLTED. FIELD CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS SHALL BE BOLTED, WHERE POSSIBLE.

4.08 WHEN SPECIFICALLY NOT DETAILED ON THE DESIGN DRAWINGS PROVIDE THE FOLLOWING BEAM CONNECTIONS:

A. USE TWO-SIDE ANGLE CONNECTIONS PER AISC SPECIFICATIONS, LATEST EDITION.

B. WHERE BEAM REACTIONS ARE SHOWN, CONNECTIONS SHALL DEVELOP THE REACTION GIVEN.

C. WHEN BEAM REACTIONS ARE NOT SHOWN, CONNECTIONS SHALL BE DESIGNED TO SUPPORT ONE HALF THE TOTAL UNIFORM LOAD CAPACITIES SHOWN IN THE ALLOWABLE UNIFORM LOAD TABLES, PARTS 2 OF THE AISC MANUAL, FOR THE GIVEN BEAM, SPAN, AND GRADE OF STEEL SPECIFIED.

D. WHERE REACTIONS ARE SUBJECT TO ECCENTRICITY, SUCH ECCENTRICITY SHALL BE TAKEN INTO ACCOUNT.

4.09 FIELD SPLICES SHALL BE DESIGNED TO DEVELOP THE FULL CAPACITY OF MEMBER AT THE POINT OF SPLICE IN

BENDING, SHEAR AND AXIAL LOAD (COMPRESSION AND TENSION).

4.10 ALTERNATE CONNECTION DETAILS MAY BE USED IF SUCH DETAILS ARE SUBMITTED TO THE ENGINEER FOR REVIEW AND ACCEPTANCE IS GRANTED. HOWEVER, THE ENGINEER SHALL BE THE SOLE JUDGE OF ACCEPTABILITY AND THE CONTRACTOR'S BID SHALL ANTICIPATE THE USE OF THE SPECIFIC DETAILS SHOWN ON THE DRAWINGS. IN ANY EVENT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF SUCH ALTERNATE DETAILS, WHICH HE

PROPOSES.

4.11 PROVIDE STIFFENER PLATES ON EACH SIDE OF WEB OF BEAM OR GIRDER AT POINTS OF CONCENTRATED LOADS. MINIMUM STIFFENER PLATE THICKNESS SHALL BE 1/2" OR FLANGE THICKNESS OF COLUMNS ABOVE OR BELOW, WHICHEVER IS THICKER.

4.12 FILLER BEAMS OR JOISTS SHOULD BE SPACED EQUALLY BETWEEN THE COLUMNS IF NOT SHOWN OTHERWISE

ON THE DRAWINGS.

4.13 PROVIDE TEMPORARY BRACING OF STRUCTURAL FRAMING TO PROVIDE LATERAL SUPPORT UNTIL ALL PERMANENT BRACING MOMENT CONNECTIONS AND FLOOR AND ROOF DECKS (DIAPHRAGMS) ARE COMPLETELY

INSTALLED.

4.14 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND MECHANICAL DRAWINGS AND DRAWINGS RELATED TO OTHER TRADES. CONTRACTOR SHALL BE RESPONSIBLE TO CHECK AND COORDINATE DIMENSIONS, CLEARANCES, ETC. WITH THE WORK OF OTHER TRADES. THE STRUCTURAL STEEL CONTRACTOR SHALL PROVIDE FRAMING AROUND OPENINGS IN FLOOR AND ROOF SLAB AS INDICATED IN THE MECHANICAL AND

ARCHITECTURAL DRAWINGS.

4.15 THE STRUCTURAL STEEL CONTRACTOR SHALL PROVIDE WEB REINFORCEMENT AT OPENINGS IN STEEL BEAMS AND GIRDERS FOR MECHANICAL AND ELECTRICAL PENETRATIONS. WEB OPENINGS SHALL BE LOCATED IN THE MIDDLE 1/3 OF BEAM DEPTH. WEB REINFORCEMENT IS NOT REQUIRED FOR WEB OPENINGS LESS THAN 4" DIAMETER OR 3" X 3".

A MAXIMUM OF ONE WEB OPENING IS PERMITTED FOR EACH BEAM NOT HAVING WEB REINFORCEMENT.

4.16 PAINT STRUCTURAL STEEL IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. DO NOT PAINT STEEL SURFACES TO BE ENCASED IN CONCRETE OR RECEIVE SPRAYED ON FIREPROOFING, CONNECTIONS DESIGNATED AS

SLIP CRITICAL, OR TO BE WELDED.

STEEL JOISTS

4.17 STEEL JOISTS AND JOIST GIRDERS SHALL BE FABRICATED AND ERECTED IN STRICT CONFORMANCE WITH THE LATEST EDITION OF "STANDARD SPECIFICATIONS AND LOAD TABLES FOR JOIST AND JOIST GIRDERS, "OF THE STEEL

JOIST INSTITUTE (SJI).

4.18 JOIST SEATS AND THEIR CONNECTIONS SHALL BE CAPABLE OF TRANSFERRING 1500 LBS PER JOIST OF

DIAPHRAGM SHEAR FORCE FROM THE TOP OF JOIST SEAT INTO SUPPORT.

4.19 STEEL JOIST CONTRACTOR SHALL FURNISH ALL CROSS BRIDGING AND CONNECTIONS.

4.20 DESIGN STEEL JOISTS AND THEIR CONNECTIONS FOR UPLIFT AS SHOWN ON THE WIND PRESSURE DIAGRAM ON THESE DRAWINGS. A MAXIMUM OF 5 PSF OF GRAVITY LOAD MAY BE ASSUMED WHEN COMPUTING “NET” UPLIFT.

4.21 EXTEND AND FASTEN BOTTOM CHORDS TO ALL STEEL COLUMNS AND ALTERNATE JOISTS TO SUPPORTING

BEAMS, U.N.O.

4.22 EXTEND AND FASTEN JOIST BOTTOM CHORD BRIDGING TO BOTTOM FLANGE OF BEAMS. PROVIDE BRIDGING AT A

MAXIMUM SPACING OF 10’-0” O.C. WITH A MINIMUM OF ONE BAY X-BRIDGED TO TOP CHORD.

4.23 ALL K-SERIES JOISTS BEARING ON SUPPORT MEMBER ALSO SUPPORTING LH-SERIES JOISTS HAVE 5" BEARING

DEPTH UNLESS OTHERWISE NOTED.

4.24 FABRICATION AND ERECTION OF STEEL DECKING SHALL CONFORM TO THE LATEST EDITION OF THE STEEL DECK INSTITUTE'S (SDI) "SPECIFICATION AND COMMENTARY FOR COMPOSITE STEEL FLOOR DECK, NON-COMPOSITE STEEL

DECK, AND STEEL ROOF DECK" AS APPLICABLE TO THIS PROJECT.

STEEL DECKING:

4.25 MATERIAL FOR STEEL DECKING SHALL CONFORM TO ASTM A1008 GRADES 33 AND 40, OR FROM A653. SEE

DRAWINGS FOR STEEL DECK TYPE, GAUGE, YIELD STRENGTH AND SECTION PROPERTIES.

4.26 ROOF DECK SHALL BE TYPE B, WIDE RIB.

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4.27 UNLESS NOTED OTHERWISE ALL STEEL DECKING SHALL HAVE A GALVANIZED COATING CONFORMING TO

ASTM A653, G90

4.28 THE BELOW PRODUCTS ARE THE DESIGN BASIS FOR THIS PROJECT. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED BELOW MAY BE SUBMITTED BY THE CONTRACTOR TO THE CONTRACTING OFFICER FOR REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS THAT MEET THE CODE REQUIREMENT FOR DECK ATTACHMENT, POSSESS A FM GLOBAL APPROVAL AND POSSESS A CODE REPORT RECOGNIZING THE PRODUCT FOR THE APPROPRIATE APPLICATION. SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS THAT DEMONSTRATE THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE EQUIVALENT PERFORMANCE VALUES OF THE DESIGN BASIS PRODUCT. CONTRACTOR SHALL CONTACT MANUFACTURER’S REPRESENTATIVE FOR PRODUCT INSTALLATION TRAINING, AND A LETTER SHALL BE SUBMITTED TO THE CONTRACTING OFFICER INDICATING TRAINING HAS TAKEN PLACE. REFER TO THE BUILDING CODE AND THE MANUFACTURE’S LITERATURE FOR ANY OTHER REQUIREMENTS. FASTENERS SHALL BE COLLATED AND INSTALLED USING THE MANUFACTURE’S DELIVERY TOOL AND FOLLOWING MANUFACTURE’S INSTRUCTIONS. REFER TO PLAN NOTES, DETAILS OR SCHEDULES FOR THE SPECIFIC FASTENER PATTERN FOR VARIOUS ZONES OF THE DECK.

4.29 STEEL ROOF DECK ANCHORAGE (UNLESS NOTED OTHERWISE ON PLANS OR DETAILS):

A. ANCHOR DECK TO SUPPORTING STRUCTURE AT ALL EDGE RIBS PLUS INTERIOR RIBS AT A MAXIMUM

SPACING OF 6 INCHES USING THE FOLLOWING:

1. WHEN BASE STEEL THICKNESS IS 3/8” OR LESS, USE #12 SELF-TAPPING HEX WASHER HEAD SCREWS BY HILTI (OR APPROVED EQUAL) OR X-EDN19 THQ12 POWDER ACTUATED FASTENERS BY HILTI (OR APPROVED EQUAL).

2. WHEN BASE STEEL THICKNESS EXCEEDS 3/8”, IT IS THE CONTRACTOR’S OPTION TO PRE-DRILL AND USE #12 HEX WASHER HEAD SCREWS BY HILTI (OR APPROVED EQUAL) OR TO USE HILTI X-ENP-19 L15 POWDER ACTUATED

FASTENERS (OR APPROVED EQUAL).

B. FASTEN SIDE LAPS OF ADJACENT UNITS AT A MAXIMUM SPACING OF 12 INCHES WITH #10 SELF-TAPPING

SCREWS BY HILTI (OR APPROVED EQUAL).

4.30 PROVIDE DECKING CONTINUOUS OVER 3 SPANS MINIMUM WHERE SUPPORTING STRUCTURE PERMITS.

4.31 STEEL DECKING SHALL BE ERECTED IN STRICT COMPLIANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS

5.00 MASONRY

5.01 CONCRETE MASONRY DESIGN AND CONSTRUCTION SHALL CONFORM TO ACI 530, BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES AND ACI 530.1, SPECIFICATIONS FOR CONCRETE

MASONRY CONSTRUCTION.

5.02 PROVIDE LIGHTWEIGHT, HOLLOW, LOAD-BEARING CONCRETE MASONRY UNITS (CMU) CONFORMING TO ASTM C90, GRADE N, TYPE 1, fc' = 1900 PSI (NET), UNLESS NOTED OTHERWISE.

5.03 PROVIDE MASONRY CONSTRUCTION WITH MINIMUM COMPRESSIVE STRENGTH, f'm = 1500 PSI.

5.04 PROVIDE TYPE "S" OR TYPE "M" MORTAR IN ACCORDANCE WITH ASTM C270, UNLESS NOTED OTHERWISE.

5.05 VERTICAL CELLS SHALL BE REINFORCED WITH #5 @24" O.C. MINIMUM, UNLESS NOTED OTHERWISE IN THE CONTRACT DRAWINGS. VERTICAL REINFORCING SHALL BE CONTINUOUS (LAPPED 48 BAR DIAMETERS AT SPLICES) AND HELD IN POSITION AT THE TOP AND BOTTOM OF THE GROUT POUR. UNO, POSITION VERTICAL REINFORCING

IN THE CENTER OF THE CELL.

5.06 PROVIDE GROUT FOR REINFORCED MASONRY IN ACCORDANCE WITH ASTM C476. GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 PSI UNLESS NOTED OTHERWISE. GROUT SHALL BE FLUID CONSISTENCY. FLUID CONSISTENCY SHALL MEAN THAT CONSISTENCY AS FLUID AS POSSIBLE FOR POURING WITHOUT SEGREGATION OF THE CONSTITUENT PARTS. FILL ALL CELLS BELOW GRADE WITH GROUT. ALL GROUT SHALL BE CONSOLIDATED AT THE TIME OF POURING BY VIBRATING AND THEN RECONSOLIDATED BY AGAIN PUDDLING LATER, BEFORE PLASTICITY IS LOST. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF THE GROUT 1-1/2 INCHES BELOW THE TOP

OF THE UPPERMOST UNIT.

5.07 PROVIDE HORIZONTAL JOINT REINFORCEMENT COMPLYING WITH ASTM A82, NO. 9 GAUGE OR HEAVIER, ZINC COATED, PLACED 16 INCHES ON CENTER UNLESS NOTED OTHERWISE.

5.08 PROVIDE RUNNING BONDS WITH VERTICAL JOINTS LOCATED AT CENTER OF MASONRY UNITS IN THE

ALTERNATE COURSE BELOW, UNLESS NOTED OTHERWISE.

5.09 ALL MASONRY UNITS SHALL BE FREE OF EXCESSIVE DUST AND DIRT AT THE TIME THEY ARE LAYED BY THE

MASON.

5.10 ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BE FILLED. WALLS AND CROSS WEBS IN ALL REINFORCED MASONRY WALLS SHALL BE FULLY BEDDED IN MORTAR. ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM EACH FACE OF THE UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACE

SHELLS, BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES.

6.00 COLD FORMED METAL FRAMING

6.01 COLD FORMED METAL STUDS: GALVANIZED STEEL PER ASTM A525, G90 COATING MEETING THE

REQUIREMENTS OF ASTM A446 GRADE A, WITH A MINIMUM YIELD STRENGTH OF 33,000 PSI.

6.02 ALL STUDS INDICATED SHALL HAVE 1-5/8” WIDE FLANGES WITH A ½” LIP.

ALL TRACK INDICATED SHALL HAVE 1-1/4” WIDE FLANGES.

6.03 EXTERIOR STUDS: 8" - 16 GAUGE, COLD FORMED STEEL STUDS AT 16".

6.04 TOP AND BOTTOM TRACKS SHALL BE 18 GA. MINIMUM. TRACKS SHALL BE CONTINUOUS AND LAP SPLICED WITH A 22" PIECE OF 20 GA. TRACK AND 6 #10 SCREWS EACH SIDE OF SPLICE. LOCATE SPLICE MIDWAY BETWEEN

STUDS.

WIND LOAD DETERMINATION ASSUMPTIONS - INTERNATIONAL BUILDING CODE 2012

ROOF SLOPE

145 C 15 3 ON 12 II ENCLOSED

ULTIMATE DESIGN WIND PRESSURES FOR COMPONENTS AND CLADDING (PSF)

ROOF ZONE 1

ROOF ZONE 2 ROOF ZONE 3

WALL ZONE 4 WALL ZONE 5

O-HANG O-HANG

26.4 -41.9 -73.0 45.8 -49.7 -61.4

50 21.0 -39.2 -59.4 42.4 -46.3 -54.5

18.6 -38.1 -53.6 39.0 -42.9 -47.6

NOTES:

1. FOR EFFECTIVE AREAS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY BE INTERPOLATED,

OTHERWISE USE THE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREA.

2. THE EDGE STRIP, a = 8.5 FT.

3. PRESSURES SHALL BE APPLIED IN ACCORDANCE WITH THE FIGURE SHOWN ON THIS SHEET.

< 10

> 100

WIND VELOCITY

(MPH)

EXPOSURE