Attch 2 - Drawings 20200529.pdf

PDF 29 MB Posted Jul 1, 2020

Attached to: Repair Interiors 505 TRS and 705 TRS, Bldg 90021
Solicitation number: FA441720R0015
Issued by: Department of the Air Force Special Operations Command

About this file

Written by GovTribe AI · Dec 28, 2023

This federal contract opportunity solicitation seeks bids for repair and interior construction work at Building 90021 for the Department of the Air Force Special Operations Command. The solicitation number is FA441720R0015 and involves partial demolition and new construction on the first and second floors of the existing south end warehouse. On the first floor, work includes new bathrooms, a mechanical room, classrooms, labs and support spaces along with partial demolition of the existing warehouse floor slab for plumbing and foundation support of the new second floor deck above. The second floor demolition includes partial removal of the existing mezzanine area for tie in of the new second floor slab. New second floor work comprises partial renovation of existing areas and new construction allowed by installation of the floor slab above, including breakrooms, bathrooms, a mechanical room, offices, classrooms, training conference rooms and other supporting spaces. Additional work involves a prefabricated metal stairway with precast treads and landings on the south side of the existing building along with new penetrations through interior and exterior walls.

View the file

Other files

File	Type	Posted
Amend 02 Attch 2 - Spec Rev1.pdf	PDF	Aug 6, 2020
Amend 02 Attch 1 - Addendum 1 dated 06 Aug 2020.pdf	PDF	Aug 6, 2020
Amendment 02 - FA441720R0015.pdf	PDF	Aug 6, 2020
Amend 02 Attch 4 - Revised Question 60 Response.pdf	PDF	Aug 6, 2020
Amend 02 Attch 3 - Drawings Rev1.pdf	PDF	Aug 6, 2020
Site Visit Questions and Responses 60-64.pdf	PDF	Aug 3, 2020
Site Visit Questions and Responses.pdf	PDF	Jul 29, 2020
Solicitation Amendment FA441720R00150001.pdf	PDF	Jul 28, 2020
Site Visit MFR and Sign In Sheet.pdf	PDF	Jul 14, 2020
Attch 4 - PPQ.docx	DOCX document	Jul 1, 2020
Attch 3 - Wage Det.pdf	PDF	Jul 1, 2020
Attch 6 - 50 Division Construction Cost Estimate Worksheet.xls	XLS spreadsheet	Jul 1, 2020
Attch 5 - Financial Worksheet.docx	DOCX document	Jul 1, 2020
Attch 1 - Specifications 20200529.pdf	PDF	Jul 1, 2020
Solicitation - FA441720R0015.pdf	PDF	Jul 1, 2020

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P O

O L

MARY ESTHER, FLORIDA

91065

90527

9915799156

31022

90639

91006

91158

91131

91129

99901

99902

90395

90080

91362

99147

90523

90209

90108

90580

90581

91404

99326

90727

90800

90536

90534

91157

91107

91168

90306

90905

90917

99958

91059

91058

90086

90311

90508

90500

90611

90730

30041

90083

90356

90364

99103

90524

99121

90626

90749

90757

90813

91041

91263

91264

92478

92479

90351

90363

90360

90512

90513

90512

29077

91043

91038

90005

90734

90581

90534

29073

90396

29075

91124

91149

93605

90379

90380

90507

91101

90506

92547

90628

99154

99077

90021

90503

91537

92557

90414

90209

92540

90038

90427

90412

90502

99009

93576

90710

91141

93318

99005

92418

91625

90221

90433

90228

99049

90612

90065

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92536

93357

90425

92509

92485

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92500

93405

90408

92031

92078

92075

90020

90028

90421

90206

90630

91113

91258

93701

90332

91042

91136

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92077

90010

91126

90708

90812

91302

92564

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90113

93333

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90758

92531

93346

90428

92276

92108

90002

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91153

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90501

93530

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93565

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92066

92507

90322

91250

90603

90231

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91013

93454

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92463

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90420

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93626

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92073

92003

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92020

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91257

92018

90055

92467

93464

92402

90323

90407

90367

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90551

92086

90220

90310

90755

90034

91144

92468

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90431

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91370

90518

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91120

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91035

93421

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90213

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92460

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93541

99010

90361

92047

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90627

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90381

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90330

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92009

90511

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90413

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90207

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92100

92004

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92000

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90032

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90325

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99045

91048

90761

90101

92081

92431

90600

93660

90434

92007

92006

90308

90043

92470

90918

Tully Street

Kissam Street

D o w n s

R o a d

W a l k u p

W a y

M a r t i

L t h e r

K n g

D o w n s

R o a d

K a n u h

D i v e

B l e s s i n g i v e

Bartley Street

Mitchell Road

In d e p e n d e n c e

R o a d

T e r y v e n u e

M c

C l e t r e e t

H a r t s r e e t

US98

T u l l r e e t

M a i n t e n a n c

H a

US98

H o w ie lt e y

Lielmanis Avenue

US98

K e r w o o d

R o a d

C o d e n u e

Lukasik Avenue

Tully Street

H r a d

H a m b

P a c e

W e s t f a

C r c l e

Bedel Street

T u l l y

S t r e e t

T u l r e e t

B e n n e e n u e

C r u z

A v e n u e

Red Horse Road

C r u z

A v e n u e

Frazier Street

B e n n e t t

A v e n u e

Bedel Street

I n d e p e n d e n c a d

W a l k p y

C o r le w a d

McMilla n Stre et

US98

W e a v e n u e

Schmauss Lane

Hume Drive

Clark Road

Gelshlager Street

Whitbeck Street

C a m p a i g r e e t

Purcell Drive

C o e n u e

US98

In d e p e n d e n c e

R o a d

O N e i l

A v e n u e

US98

McIntosh Court

Hume Drive

H a r r i s i v e

A c h i v e

H u m i v e

Walters Drive

Hodges Street

Lewis Drive

Hume Drive

Galvan Street

Bland Street

Hume Drive

Grimm Lane unk unk

Tully Street

Bakke Street

M a r e e t

Bakke Street

Tupelo Circle

R e d

H o rs e

R o a d

Tully Street

F o x x e n u e

L e t o u r n e r c l e

L e t o u r n e a u

C i r c l e

SHEET REFERENCE:

SHEET NUMBER:

, F

PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DATE:

90021

OF RC

SPE

R L O

ATI

G-001

29 MAY 2020

JGH

RCR

CP1017959

C O

N S

T R

U C

L O

O R

U I L D

I N

REPAIR INTERIORS 505 TRS & 705 TRS

BLDG 90021

HURLBURT FIELD, FLORIDA

CP1017959

NORTH

BASE MAP

PROJECT SITE

HURLBURT MAIN GATE

NO COMMERCIAL ENTRY

FIRE DEPARTMENT

BLDG. 90734

MARTIN LUTHER KING

JR. BLVD INTERSECTION

ENTRANCE

COMMERCIAL VEHICLE

INSPECTION ENTRANCE

PASS & ID OFFICE

HURLBURT EAST GATE, NO

COMMERCIAL ENTRANCE

NORTH

CONTRACTOR

HAUL ROUTE

PLAN

NORTH

TRUE

100% SUBMITTAL

CONTRACTOR

LAYDOWN AREA

NORTH

SHEET REFERENCE:

SHEET NUMBER:

, F

PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DATE:

90021

OF RC

SPE

R L O

ATI

M M

G-002

29 MAY 2020

JGH

RCR

CP1017959

C O

N S

T R

U C

L O

O R

U I L D

I N

INDEX OF DRAWINGS

SHEET

NUMBER SHEET NAME

INTERIOR

I-120 FIRST FLOOR FINISH PLAN

I-121 SECOND FLOOR FINISH PLAN

I-122 FINISH SCHEDULES

I-123 FINISH DETAILS

I-124 LAB FURNITURE ROOMS 148 AND 149 DETAILS

FIRE PROTECTION

FP-100 FIRE PROTECTION SITE PLAN

FP-101 FIRST FLOOR PLAN - FIRE PROTECTION DEMO

FP-102 SECOND FLOOR PLAN - FIRE PROTECTION DEMO

FP-103 FIRST FLOOR PLAN - FIRE PROTECTION NEW WORK

FP-104 SECOND FLOOR - FIRE PROTECTION NEW WORK PLAN

PLUMBING

P-001 PLUMBING LEGEND, NOTES & ABBREVIATIONS

P-101 FIRST FLOOR PLAN - PLUMBING WASTE AND VENT

P-102 FIRST FLOOR PLAN - PLUMBING WATER

P-103 SECOND FLOOR PLAN - PLUMBING WASTE & VENT

P-104 SECOND FLOOR PLAN - PLUMBING WATER

P-401 ENLARGED FLOOR PLAN AND SECTIONS - PLUMBING

P-402 ENLARGED FLOOR PLAN - PLUMBING

P-501 DETAILS

P-601 SCHEDULES

P-901 RISERS

MECHANICAL

M-001 HVAC LEGENDS, NOTES & ABBREVIATIONS

M-101 SECOND FLOOR PLAN - HVAC DEMO

M-102 FIRST FLOOR PLAN - HVAC NEW WORK

M-103 SECOND FLOOR PLAN - HVAC NEW WORK

M-301 HVAC ENLARGED PLAN AND SECTIONS

M-501 DETAILS-1

M-502 DETAILS-2

M-601 SCHEDULES

M-701 HVAC CONTROLS

ELECTRICAL

E-001 LEGEND, NOTES, RISER DIAGRAM

E-002 PANELBOARD SCHEDULES

E-003 FIRST FLOOR DEMOLITION PLAN

E-004 SECOND FLOOR DEMOLITION PLAN

E-101 FIRST FLOOR LIGHTING PLAN

E-102 SECOND FLOOR LIGHTING PLAN

E-103 FIRST FLOOR POWER PLAN

E-104 SECOND FLOOR POWER PLAN

E-105 FIRST FLOOR FIRE ALARM/MASS NOTIFICATION PLAN

E-106 SECOND FLOOR FIRE ALARM/MASS NOTIFICATION PLAN

E-107 FIRST FLOOR SECURITY SYSTEMS PLAN

E-108 SECOND FLOOR SECURITY SYSTEMS PLAN

E-109 SECURITY SYSTEM DETAILS

TELECOMMUNICATIONS

T-101 FIRST FLOOR TELECOMMUNICATIONS PLAN

T-102 SECOND FLOOR TELECOMMUNICATIONS PLAN

INDEX OF DRAWINGS

SHEET

NUMBER SHEET NAME

GENERAL

G-001 TITLE SHEET

G-002 SHEET INDEX

CIVIL

C-101 SITE UTILITY PLAN

C-201 SITE PLAN

STRUCTURAL

S-001 GENERAL NOTES

S-002 GENERAL NOTES AND WIND LOAD DIAGRAM

S-101 1ST FLOOR DEMOLITION PLAN

S-102 2ND FLOOR DEMOLITION PLAN

S-110 FOUNDATION PLAN - NEW WORK

S-120 2ND FLOOR FRAMING PLAN - NEW WORK

S-130 ENLARGED STAIR PLANS

S-201 WALL ELEVATIONS

S-202 WALL ELEVATIONS & DETAILS

S-301 SECTIONS & DETAILS

S-302 SECTIONS & DETAILS

S-303 SECTIONS & DETAILS

S-401 TYPICAL SECTIONS & DETAILS

ARCHITECTURAL

A-001 LEGENDS AND ABBREVIATIONS

A-002 WALL TYPES

A-110 FIRST FLOOR - EXISTING PLAN

A-111 SECOND FLOOR - EXISTING PLAN

A-112 FIRST FLOOR - PHASING PLAN

A-113 SECOND FLOOR - PHASING PLAN

A-114 FIRST FLOOR - DEMOLITION PLAN

A-115 SECOND FLOOR - DEMOLITION PLAN

A-120 FIRST FLOOR - NOTE PLAN

A-121 FIRST FLOOR - DIMENSION PLAN

A-122 SECOND FLOOR - NOTE PLAN

A-123 SECOND FLOOR - DIMENSION PLAN

A-150 FIRST FLOOR - REFLECTED CEILING PLAN

A-151 SECOND FLOOR - REFLECTED CEILING PLAN

A-201 EXTERIOR ELEVATIONS

A-301 BUILDING SECTIONS

A-401 ENLARGED PLANS AND SECTIONS

A-402 ENLARGED PLANS AND ELEVATIONS

A-403 CASEWORK SECTIONS

A-501 DEMO DETAILS

A-502 DETAILS

A-503 COLUMN DETAILS

A-601 DOOR AND WINDOW SCHEDULE

A-602 DOOR DETAILS

A-603 DOOR DETAILS

A-604 DOOR & WINDOW DETAILS

A-605 FOLDING PARTITION DETAILS

NOT TO SCALE

G-002

1 CONTRACTOR LAYDOWN AREA

E X

E L

O N

F L

O O

E X ø

S S

E X ø

4"øV ø

U P

S D x

W x

W W W W

W x

W W W W

W x

0 10' 20'

SHEET REFERENCE:

SHEET NUMBER:

, F

PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DATE:

90021

OF RC

SPE

R L O

ATI

M M

C-101

29 MAY 2020

LIT

CEB

CP1017959

C O

N S

T R

U C

L O

O R

U I L D

I N

SITE UTILITY PLAN

1" = 10'

EXISTING SANITARY MANHOLE (TH#47)

TOP ELEV = 18.66

N INV = 16.19 (NEW PIPE CONNECTION TO BE CORED)

S INV = 15.94

E INV = 16.12

W INV = 17.02

BEGIN PIPE ADJUSTMENTS

END PIPE ADJUSTMENTS

STORM DRAIN TO REMAIN

KEYNOTES

KEY NOTE:

EXISTING 8" WATER MAIN (FIRE)

EXISTING 3/4" WATER MAIN

EXISTING 10" STORM DRAIN

INSTALL 8" - 45° BENDS WITH MECHANICAL

RESTRAINT

INSTALL 3/4" - 45° BENDS

CORE / BOOT / CONNECT 4" PVC W/ EXISTING

SANITARY MANHOLE

83 LF OF 4" SANITARY

SERVICE LATERAL 4% SLOPE

NEW STAIR TOWER

NOTES:

RUBBER BOOT, DOUBLE BANDED, 316 S/S CLAMPS,

MEETING THE ASTM C923 STANDARD. Kor-N-Seal® I EX

SERIES CONNECTOR WITH DOUBLE STAINLESS STEEL

BANDS OR EQUAL

GRAVITY SEWER CONNECTION

TO EXISTING MANHOLE

NTS

BRICK MANHOLE

CUT PIPE FLUSH TO

EDGE OF INTERIOR WALL

FILL INTERIOR VOID AREAS W/

NON SHRINK GROUT FLUSH W/

INSIDE OF MH

MANHOLE INVERT

FILL ALL EXTERIOR VOIDS AND

ENCAPSULATE ALL EXTERIOR

PARTS OF THE RUBBER BOOT

CREATING A COLLAR W/ NON

SHRINK GROUT

GRAVITY SEWER PIPE

SOLID CLASS "C" CONCRETE W/

SOLID FILLER BRICKS ONLY

ALLOWED AS FILLER NO RUBBLE.

CONCRETE MANHOLE

NOTES:

ONE WEEK PRIOR TO GROUND-BREAKING FOR UTILITIES,

CONTACT THE POINT OF CONTACT BELOW TO SCHEDULE

A GROUNDS SURVEY. (GOPHER TORTOISE SURVEY)

LORRAINE "RAIN" KETZLER

ASSOCIATE WILDLIFE BIOLOGIST

HURLBURT FIELD NATURAL RESOURCES MANAGER

1 SOCES/CEIE

US FISH AND WILDLIFE SERVICE

OFFICE: 850-884-7916

(P) CELL: 850-529-2711

ALL UTILITY LINES TO BE FLUSHED UPON COMPLETION OF

CONNECTION.

CIVIL CONTRACTOR TO COORDINATE UTILITY

ELEVATIONS TO PROVIDE REQUIRED CLEARANCE UNDER

NEW 4" SANITARY LATERAL LINE LEAVING BUILDING. SEE

PLUMBING DETAIL 4, SHEET P-401.

C-101

TWO-WAY CLEANOUT INV=19.5

SEE PLUMBING SHEETS FOR

ADDITIONAL INFORMATION

FFE = 22.00'

REMOVE 5 FT OF EXISTING

CURB AND GUTTER

3 88

4"øV

U P

EJEJ

CJ CJ CJ CJ CJ CJ CJ

0 5' 10'

SHEET REFERENCE:

SHEET NUMBER:

, F

PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DATE:

90021

OF RC

SPE

R L O

ATI

C-201

29 MAY 2020

CEB

CP1017959

C O

N S

T R

U C

L O

O R

U I L D

I N

SITE PLAN

1" = 10'

CONCRETE SIDEWALK DETAIL

NTS

2% CROSS SLOPE

(UNLESS OTHERWISE

SHOWN)

CONTRACTION JOINT EXPANSION JOINT

NOTES:

1. CONTRACTION JOINT EVERY 5 FEET.

2. EXPANSION JOINT EVERY 20 FEET.

4" CONCRETE PAVEMENT W/

6" x 6" W1.4 x W1.4 WWF

4" #57 STONE

1" TY

CONCRETE WALK SECTION

1/8" 3,500 PSI JOINT SEALER

PRE-MOULDED EXPANSION

JOINT FILLER CONFORMING TO

ASTM D1751 OR D1752

1/8"

NEW STAIR TOWER

NEW 5' WIDE CONCRETE

SIDEWALK W/ MAX 2% CROSS

SLOPE (AWAY FROM BUILDING)

AND MAX 5% RUNNING SLOPE

REMOVE 5 FT OF EXISTING

CURB AND GUTTER, AND

CONNECT NEW SIDEWALK

FFE = 22.00'

ADJUST EXISTING

CLEANOUT EVEN

WITH SIDEWALK

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1.00 GENERAL NOTES

1.01 THESE STRUCTURAL NOTES SHALL BE APPLIED WITH THE TECHNICAL SPECIFICATIONS IN THE SPECIFICATIONS MANUAL. ANY CONFLICTING REQUIREMENTS SHALL BE BROUGHT TO THE ATTENTION

OF THE STRUCTURAL CONTRACTING OFFICER FOR RESOLUTION BEFORE PROCEEDING WITH FABRICATION

OR CONSTRUCTION.

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

CONTRACTING OFFICER OF ANY DISCREPANCY.

1.03 ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE, 2015.

1.04 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. INTERNATIONAL BUILDING CODE, 2015

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

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

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

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

H. AISC STEEL CONSTRUCTION MANUAL 14TH EDITION

I. ACI 530-11, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES

1.05 DESIGN LOADS

A. DEAD LOADS:

1. MECHANICAL, ELECTRICAL, PLUMBING: 10 PSF

2. CEILINGS AND INSULATION: 5 PSF

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

1. SECOND FLOOR: 60 PSF

2. STAIRS: 100 PSF

3. PARTITIONS: 10 PSF

4. SLAB-ON-GRADE: 100 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

1.06 DRAWINGS SHOW TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. FOR DETAILS NOT

SPECIFICALLY SHOWN, PROVIDE DETAILS SIMILAR TO THOSE SHOWN.

1.07 THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC., ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

1.08 CONTRACTOR SHALL MAKE NO DEVIATION FROM DESIGN DRAWINGS WITHOUT WRITTEN APPROVALOF THE CONTRACTING OFFICER. FOR ADDITIONAL OPENINGS NOT SHOWN ON THE STRUCTURALDRAWINGS, SEE ARCHITECTURAL, MECHANICAL, AND PLUMBING DRAWINGS. NOTIFY CONTRACTING OFFICER OF ANY

CONFLICT AND/OR OMISSION.

1.09 REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS BY THE CONTRACTING OFFICER OR OTHERS 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 FOR THE ORIGINAL CONSTRUCTION BY PENSACOLA TESTING LABORATORIES, INC., PENSACOLA, FLORIDA; FILE #02-160, DATED NOVEMBER 27, 2002.

HOWEVER, THE STRUCTURES HAVE BEEN DESIGNED AS PILE-SUPPORTED. THEREFORE, THE

COMPACTION AND DEWATERING REQUIREMENTS UNDER FOUNDATIONS DO NOT APPLY. THIS REPORT IS PROVIDED IN AN APPENDIX TO THE PROJECT SPECIFICATIONS FOR USE BY THE HELICAL PILE

CONTRACTOR.

2.02 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.

C. SEE SPECIFICATIONS FOR VAPOR RETARDER MATERIAL TO BE PLACED BENEATH INTERIOR

SLABS-ON-GRADE. VAPOR RETARDER SHALL CONFORM TO ASTM E1745, CLASS A, B, OR C AND BE A MINIMUM OF 15 MIL. THICKNESS. THE NEW VAPOR RETARDER SHALL BE LAPPED AND TAPED TO

SPLICE WITH EXISTING VAPOR RETARDER AND 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 THE 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 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

C. FRAMED FLOOR SLABS 4000 PSI

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

DESIGNED SUPERPLASTICIZER FOR WORKABILITY.

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

3.04 THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND REVIEWED BY THE CONTRACTING OFFICER. RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTH IS THE

CONTRACTOR'S.

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

3.06 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.

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

3.08 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.

3.09 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.

3.10 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"

3.11 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.

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

STRUCTURAL ENGINEER.

3.13 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)

3.14 PROVIDE FOR AN ALLOWANCE OF 1% BY WEIGHT OF REINFORCING BARS TO BE FABRICATED, AND

PLACED DURING PROGRESS OF WORK AS MAY BE DIRECTED BY THE STRUCTURAL ENGINEER, IN

ADDITION TO ALL THE STEEL INDICATED ON THE DRAWINGS, CREDIT ANY UNUSED QUANTITY AT THE END

OF THE PROJECT.

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

4.00 STRUCTURAL STEEL, 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. S

TRUCTURAL 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 HEADED STUD SHEAR CONNECTORS (INDICATED AS “HS”): ASTM A 108, GRADES 1010 THROUGH 1020, HEADED-STUD TYPE, COLD-FINISHED CARBON STEEL; AWS D1.1, TYPE B. USE AUTOMATIC END

WELDING OF HEADED-STUD SHEAR CONNECTORS ACCORDING TO AWS D1.1 AND MANUFACTURER’S

WRITTEN INSTRUCTIONS.

4.06 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.

4.07 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.

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

INSTALLED.

4.10 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.

4.11 COMPOSITE CONSTRUCTION SHEAR CONNECTORS: SOLID FLUXED SHEAR CONNECTORS STUDS AUTOMATICALLY WELDED THROUGH THE METAL DECK AS SHOWN ON THE DRAWINGS AND INACCORDANCE

WITH THE RECOMMENDATIONS OF THE MANUFACTURER (NELSON DIVISION OF TRW OR APPROVED EQUAL).

4.12 ALL STUD WELDING SHALL BE INSPECTED AND FIELD-TESTED. ALL STUDS FAILING THE TEST SHALL BE

REPLACED AT THE CONTRACTORS EXPENSE.

4.13 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 SURFACES RECEIVING AUTOMATICALLY

WELDED SHEAR CONNECTORS STUDS IN THE FIELD SHALL NOT BE PAINTED.

4.14 PRIMER: SSPC-PAINT 25, TYPE I, ZINC OXIDE, ALKYD, LINSEED OIL PRIMER.

STEEL DECKING:

4.15 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.

4.16 FLOOR DECK SHALL BE COMPOSITE FLOOR DECK.

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

ASTM A653, G90

4.18 STEEL FLOOR DECK ANCHORAGE (UNLESS NOTED OTHERWISE ON PLANS OR DETAILS):

A. WELDING: ANCHOR STEEL DECKING TO THE SUPPORTING STRUCTURE INCLUDING BEARING WALLS

WITH NOMINAL 5/8 INCH DIAMETER PUDDLE WELDS OR EQUIVALENT, AT ALL EDGE RIBS PLUS

INTERIOR RIBS AT A MINIMUM SPACING OF 24 INCHES. WHERE SHEAR STUDS ARE USED FOR

COMPOSITE CONSTRUCTION, THE STUDS MAY REPLACE THE WELDS.

B. SCREWS: AS AN ALTERNATE TO WELDING, DECK MAY BE ANCHORED TO SUPPORTING STRUCTURE

USING #12-16 X 1.5” HEX WASHER HEAD SCREWS AS MANUFACTURED BY HILTI (OR APPROVED

EQUAL), AT ALL EDGE RIBS PLUS INTERIOR RIBS AT A MINIMUM SPACING OF 24 INCHES.

CONTRACTOR HAS THE OPTION TO USE POWDER ACTUATED FASENTERS BY HILTI (OR APPROVED

EQUAL):

BASE STEEL THICKNESS HILTI P.A.F.

</= 3/8” X-EDN 19 THQ 12

>3/8” X-ENP-19 L15

C. FASTEN SIDE LAPS OF ADJACENT UNITS AT A MAXIMUM SPACING OF 24 INCHES WITH #10 SELF-

TAPPING SCREWS BY HILTI (OR APPROVED EQUAL)..

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

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

RECOMMENDATIONS

5.00 MASONRY

5.01 CONCRETE MASONRY DESIGN, CONSTRUCTION AND TESTING SHALL CONFORM TO TMS 602/ACI 530.1/ASCE

6-13, SPECIFICATION FOR MASONRY STRUCTURES AND OTHER STANDARDS.

5.02 PROVIDE LIGHTWEIGHT, HOLLOW, LOAD-BEARING CONCRETE MASONRY UNITS (CMU) CONFORMING TO

ASTM C90, UNLESS NOTED OTHERWISE.

5.03 PROVIDE MASONRY CONSTRUCTION WITH MINIMUM COMPRESSIVE STRENGTH, f'm = 1700 PSI.

5.04 PROVIDE TYPE "N" MORTAR IN ACCORDANCE WITH ASTM C270 BY PROPORTION REQUIREMENTS, UNLESS

NOTED OTHERWISE.

5.05 VERTICAL CELLS SHALL BE REINFORCED AS SHOWN IN THE CONTRACT DRAWINGS. VERTICAL REINFORCING SHALL BE CONTINUOUS (LAPPED 48 BAR DIAMETERS MINIMUM AT SPLICES, U.N.O.) AND HELD IN POSITION AT THE TOP AND BOTTOM OF THE GROUT POUR. U.N.O., 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 3,000 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.

SHEET REFERENCE:

SHEET NUMBER:

, F

PROJECT NUMBER:

BUILDING NUMBER:

DRAWN BY:

DATE:

90021

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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 POST-INSTALLED ANCHORS

6.01 EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL CONSIST OF THE FOLLOWING ANCHOR TYPES AS PROVIDED BY HILTI, INC. CONTACT HILTI AT (800) 879-8000 FOR PRODUCT