W912PL23B0006_Solicitation_Drawings.pdf

PDF 27 MB Posted Jun 29, 2023

Attached to: REPAIR AIRFIELD LIGHTING SYSTEM, GILA BEND AIR FORCE AUXILARY FIELD, GILA BEND ARIZONA
Solicitation number: W912PL23B0006
Issued by: Department of the Army Corps of Engineers Engineering District Los Angeles

About this file

Written by GovTribe AI · Dec 21, 2023

This document provides details on a federal contract solicitation to repair an airfield lighting system. The solicitation number is W912PL23B0006 and is being issued by the Department of the Army Corps of Engineers Engineering District Los Angeles. The opportunity is to repair the airfield lighting system at the Gila Bend Air Force Auxiliary Field in Gila Bend, Arizona. Responses to the solicitation are due on an unspecified date. The solicitation includes drawings related to the repair work on the airfield lighting system. The size of the drawings file is 27MB. No other details are provided on requirements, pricing, or terms of the opportunity.

View the file

Other files

File	Type	Posted
W912PL23B0006 Bid Abstract.pdf	PDF	Dec 21, 2023
W912PL23B0006_AM03.pdf	PDF	Aug 10, 2023
W912PL23B0006-0002 SF 30.pdf	PDF	Jul 31, 2023
LUKEAFB 338 Installation Access Affidavit_jnn.pdf	PDF	Jul 6, 2023
W912PL23B0006-0001 SF 30.pdf	PDF	Jun 29, 2023
W912PL23B0006_Solicitation_Specifications.pdf	PDF	Jun 29, 2023

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U.S. AIR FORCE

OF 80

DESIGN AIRFIELD LIGHTING SYSTEM

GILA BEND AUXILARY AIRFIELD

USAF# OP1070465

GILA BEND AUXILARY AIRFIELD

MARICOPA COUNTY, ARIZONA

100% SUBMITTAL

23 FEBRUARY 2023

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CNTL PT

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U.S. AIR FORCE

OF 80

SCALE: N.T.S.

VICINITY MAP1

STATE OF ARIZONA

MAP

N.T.S

GILA BEND MAP

N.T.S

GILA BEND AUXILIARY AIRFIELD

GILA BEND, AZ

CONSTRUCTION NOTES:

1. THE CONTRACTOR IS TO ASSUME UNMARKED UTILITIES ARE NOT ABANDONED.

IF AN UNMARKED UTILITY IS ENCOUNTERED, THE CONTRACTOR SHALL CONTACT

THE BASE CONTRACTING OFFICER AND 56TH CE REPRESENTATIVE IMMEDIATELY.

2. THE CONTRACTOR IS TO OBTAIN ALL APPLICABLE PERMITS, INCLUDING

CONTROL PERMITS. CONTRACTOR TO IMPLEMENT ANY BMPs NEEDED TO NOT

IMPACT GILA BEND AUXILIARY AFB'S STORM SEWER SYSTEM OR MS4 PERMIT.

3. THE CONTRACTOR SHALL APPLY WATER TO CONTROL DUST FOR THE SAFETY OF

AIRFIELD OPERATIONS AND PER THE MARICOPA COUNTY AIR QUALITY

DEPARTMENT PERMIT REQUIREMENTS.

BASE ENTRANCE

SECURITY GATE

PROJECT AREA

AIR CONTROL

TRAFFIC TOWER

4TH

STR

EET

TAXIWAY A

1ST STREET

2ND STREET

4TH STREET

J S

R U

N W

FRONT STREET

I S

BENCHMARK:

1/2" CAPPED REBAR, 70' SOUTH AND 80' WEST OF THE INTERSECTION OF FRONT ST.

AND J ST.

ELEVATION = 857.73' (ASSUMED ELEVATION)

Y M

G-002

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3RD STREET

BASIS OF BEARING:

THE SOUTH LINE OF THE SOUTHWEST QUARTER OF SECTION 24. SAID LINE BEARS

SOUTH 89 DEGREES 57 MINUTES 27 SECONDS WEST.

HORIZONTAL CONTROL:

COORDINATES ARE MODIFIED STATE PLANE

ARIZONA CENTRAL ZONE AZ83-CIF

SHIFT NORTH: -3.913

SHIFT EAST: 6.230

ROTATION: -0°14'37.33473"

ROTATION ORIGIN NORTHING: 882521.220

ROTATION ORIGIN EASTING: 564110.500

SCALE FACTOR 1.00016

SCALE ORIGIN NORTHING: 0

SCALE ORIGIN EASTING: 0

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U.S. AIR FORCE

OF 80

DRAWING INDEX

DWG # SHEET ID DRAWING TITLE

ELECTRICAL

36 E-000 SYMBOLS AND ABBREVIATIONS

37 ES-100 SITE PLAN

38 ES-101 SITE PLAN

39 ES-102 SITE PLAN

40 ES-103 SITE PLAN

41 ES-104 SITE PLAN

42 ES-105 SITE PLAN

43 ES-106 SITE PLAN

44 ES-107 SITE PLAN

45 ES-108 SITE PLAN

46 ES-109 SITE PLAN

47 ES-401 AIRFIELD LIGHTING ONE LINE

48 ES-402 AIRFIELD LIGHTING ONE LINE

49 ES-403 AIRFIELD LIGHTING ONE LINE

50 ES-404 AIRFIELD LIGHTING ONE LINE

51 ES-501 ELECTRICAL DETAILS

52 ES-502 ELECTRICAL DETAILS

53 ES-503 ELECTRICAL DETAILS

54 ES-504 ELECTRICAL DETAILS

55 ES-505 ELECTRICAL DETAILS

56 ES-506 ELECTRICAL DETAILS

57 ES-507 ELECTRICAL DETAILS

58 ES-508 ELECTRICAL DETAILS

59 ES-509 ELECTRICAL DETAILS

60 ES-510 ELECTRICAL DETAILS

61 ES-511 ELECTRICAL DETAILS

62 ES-512 ELECTRICAL DETAILS

63 ED-100 AIRFIELD LIGHTING DEMOLITION SITE PLAN

64 ED-101 AIRFIELD LIGHTING DEMOLITION SITE PLAN

65 ED-102 AIRFIELD LIGHTING DEMOLITION SITE PLAN

66 ED-103 AIRFIELD LIGHTING DEMOLITION SITE PLAN

67 ED-104 AIRFIELD LIGHTING DEMOLITION SITE PLAN

68 ED-105 AIRFIELD LIGHTING DEMOLITION SITE PLAN

69 ED-106 AIRFIELD LIGHTING DEMOLITION SITE PLAN

70 ED-107 AIRFIELD LIGHTING DEMOLITION SITE PLAN

71 ED-108 AIRFIELD LIGHTING DEMOLITION SITE PLAN

72 ED-201 AIRFIELD LIGHTING VAULT DEMOLITION POWER PLAN

73 E-101 AIRFIELD LIGHTING VAULT LIGHTING PLAN

74 E-201 AIRFIELD LIGHTING VAULT POWER PLAN

75 E-401 AIRFIELD LIGHTING VAULT ONE LINE

76 E-501 DETAIL

77 E-601 SCHEDULE

78 E-602 SCHEDULE

79 EG-101 AIRFIELD LIGHTING VAULT LIGHTNING PROTECTION PLAN

80 EG-501 DETAIL

ARCHITECTURAL

11 A-101 FLOOR PLAN

12 A-102 ROOF PLAN

13 A-201 ELEVATIONS

14 A-301 SECTIONS

15 A-501 DETAILS

16 A-601 SCHEDULES

17 A-701 REFLECTED CEILING PLAN

STRUCTURAL

18 S-001 GENERAL NOTES

19 S-002 STATEMENT OF SPECIAL INSPECTION

20 S-100 CONCRETE MASONRY PLAN AND SECTIONS

21 SB100 CONCRETE FOUNDATION PLAN AND SECTIONS

22 SF100 STEEL ROOF PLAN AND SECTIONS

23 S-500 CONCRETE DETAILS

FIRE ALARM

24 FA-100 FIRE ALARM PLAN

FIRE ALARM

25 LS-100 LIFE SAFETY PLAN

MECHANICAL

26 M-001 SYMBOLS AND ABBREVIATIONS

27 M-002 GENERAL NOTES

28 MH101 NEW FLOOR PLAN

29 MH102 NEW ROOF PLAN

30 MH501 DETAILS

31 MH502 DETAILS

32 MH601 SCHEDULES

PLUMBING

33 P-001 SYMBOLS AND ABBREVIATIONS

34 P-101 NEW FLOOR PLAN

35 P-601 SCHEDULES AND DETAILS

G-003

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DRAWING INDEX

DWG # SHEET ID DRAWING TITLE

GENERAL

01 G-001 COVER SHEET

02 G-002 VICINITY MAP

03 G-003 SHEET INDEX

GEOTECHNICAL

04 B-001 BORING LOGS

CIVIL

05 C-001 NOTES, ABBREVIATIONS, LEGEND AND SYMBOLS

06 CD400 CIVIL DEMOLITION PLAN

07 CS100 OVERALL SITE PLAN

08 CS400 SITE PLAN

09 CS200 ELECTRIC AND COMMUNICATION DUCTBANKS PLAN AND PROFILE

10 C-500 DETAILS

MULTICORELINK:LF4882002-G-001-G-001

MULTICORELINK:LF4882002-G-002-G-002

MULTICORELINK:LF4882002-B-001-B-001

MULTICORELINK:LF4882002-C01-C-001

MULTICORELINK:LF4882002-CD400-CD400

MULTICORELINK:LF4882002-CS100-CS100

MULTICORELINK:LF4882002-CS200-CU-200

MULTICORELINK:LF4882002-C-500-C-500

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U.S. AIR FORCE

OF 80

H N

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2- B-

SYMBOLS

C-101

DETAIL NUMBER

SHEET TAKEN/SHOWN

C-101

SECTION ID

SHEET TAKEN/SHOWN

B-1

LEGEND:

PROPOSED CONTOURS

PROPOSED COMMUNICATION LINE

PROPOSED ELECTRIC LINE

PROPOSED WATER LINE

PROPOSED COMMUNICATION MANHOLE

PROPOSED COMMUNICATON PULL BOX

PROPOSED ELECTRIC MANHOLE

PROPOSED DUCT BANK

PROPOSED CONCRETE PAVEMENT

PROPOSED ASPHALT PAVEMENT

GRADING LIMITS

DEMOLITION

BOREHOLE

EXISTING CONTOURS

EXISTING UNDERGROUND ELECTRIC

EXISTING OVERHEAD ELECTRIC

EXISTING WATER

EXISTING SEWER

CONTROL POINT

GRADE BREAK

SLOPE INDICATOR

ABBREVIATIONS:

BH BOREHOLE

C CONCRETE

CL CENTERLINE

CO CLEANOUT

E EASTING

EL ELEVATION

EX EXISTING

FL FLOWLINE

FF FINISHED FLOOR

FG FINISHED GRADE

GB GRADE BREAK

HMA HOT MIX ASPHALT

INV INVERT

MH MANHOLE

N NORTHING

OFF OFFSET

P PAVEMENT

PC POINT OF CURVE

PCC PORTLAND CEMENT CONCRETE

PCCP PORTLAND CEMENT CONCRETE PAVING

PT POINT OF TANGENT

R RADIUS

STA STATION

TYP TYPICAL

SSx

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OF 80

S, A

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C-001

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H O

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TMH

E x

W x

E x

W x

E x

W x

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W x

SSx

E x

W x

E x

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SSx

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U.S. AIR FORCE

OF 80

1ST STREET

SCALE 1"=20'

CIVIL DEMOLITION PLAN1

KEY NOTES : (DEMO)

EXISTING CONCRETE PAD TO BE DEMOLISHED AND REMOVED

EXISTING WATER SERVICE LINE TO BE CAPPED AND REMOVED

EXISTING ELECTRIC BOX AND LINE TO BE REMOVED. REFER TO

ELECTRICAL DEMOLITION PLANS

EXISTING CONCRETE BOX TO BE DEMOLISHED AND REMOVED

SAWCUT AND REMOVE PAVEMENT

SAWCUT AND REMOVE CURB AND GUTTER

SAWCUT AND REMOVE SIDEWALK

CONSTRUCTION NOTES :

1. CONTRACTOR SHALL HAVE AN ENGINEER ON SITE TO OBSERVE EXCAVATIONS TO

VERIFY THE MATERIAL IS SIMILAR TO THE BORING LOGS. BORINGS ARE TO BE

DEEPER THAN ANY EXPECTED EXCAVATIONS DURING CONSTRUCTION WILL BE AND

IF, WHILE OBSERVING ON SITE, SOMETHING DIFFERENT THAN EXPECTED IS

ENCOUNTERED (POSSIBLE JOB DELAYS, ALTERNATE RECOMMENDATIONS,

CONTRACTOR NEEDING A CHANGE ORDER IN ORDER TO COMPLETE, ETC.).

CONTRACTOR SHALL CONTACT CONTRACTING OFFICER PRIOR TO PROCEEDING.

2. PRIOR TO DEMOLITION, WALK SITE WITH CONTRACTING OFFICER TO REVIEW ITEMS

THAT ARE TO BE SALVAGED, REMAIN IN PLACE AND REMOVED DURING

CONSTRUCTION AS PER ENGINEER OR LANDSCAPE ARCHITECT'S DIRECTION

WHETHER INDICATED ON THE PLANS OR NOT.

3. ALL EXCAVATIONS AND/OR HOLES SHALL BE BACKFILLED, 95% COMPACTED, FILLED

AND GRADED TO MATCH EXISTING GRADE WITH CLEAN FILL FROM ONSITE OR

IMPORTED TO THE SITE ACCORDING TO THE ENGINEER OR LANDSCAPE

ARCHITECT'S APPROVAL. ALL AREAS SHALL BE RAKED SMOOTH TO BLEND INTO THE

SURROUNDING FINISH GRADE.

4. CONTRACTOR SHALL TAKE PRECAUTIONS TO AVOID DAMAGE TO ALL EXISTING

FEATURES AND FACILITIES SCHEDULED TO REMAIN IN PLACE AS PART OF THE

FINISHED CONSTRUCTION. REPAIR, REPLACEMENT, AND/OR REMOVAL OF THESE

FEATURES OR FACILITIES IF DAMAGED DURING CONSTRUCTION, AS DETERMINED BY

OWNER, SHALL BE AT THE CONTRACTOR'S EXPENSE.

FRONT STREET

MATCHLINE SEE BELOW

MATCHLINE SEE ABOVE

0 40'20'

N P

CD400

TF BR

H O

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2- C

dw g

CAP WATER LINE

N: 685,681.294 E:452,518.586

E R

W C

O M

AutoCAD SHX Text

AutoCAD SHX Text S

AutoCAD SHX Text

AutoCAD SHX Text T

AutoCAD SHX Text S

AutoCAD SHX Text

AutoCAD SHX Text T

AutoCAD SHX Text

TODD

AutoCAD SHX Text

FARMER

AutoCAD SHX Text 40970

AutoCAD SHX Text Z

AutoCAD SHX Text I

AutoCAD SHX Text R

AutoCAD SHX Text A

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text N

AutoCAD SHX Text O

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AutoCAD SHX Text

AutoCAD SHX Text 02/23/2023

E E

E x

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B-2

B-1

SSx

CNTL PT

857.73

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U.S. AIR FORCE

OF 80

1st STREET

2nd STREET

FRONT STREET

3rd STREET

I S

TAXIWAY A

R U

N W

CS400

AIR CONTROL

TRAFFIC TOWER

EXISTING ELECTRIC

VAULT

SCALE 1"=10'

OVERALL SITE PLAN1

0 20'10'

CS100

TF BR

H O

W N

H D

2- C

.d w

W x

E x

B-2

B-1

EL 861.44

N 685,586.82 E 452,388.16

12'

GRADING LIMITS

PC - P EL 860.37

N 685,672.74 E 452,435.10

PT - P EL 860.47

N 685,674.63 E 452,441.92

PT - P EL 860.63

N 685,650.84 E 452,459.54

PC - P EL 860.40

N 685,643.28 E 452,432.25

EL 861.44

N 685,629.57 E 452,410.75

EL 861.44

N 685,623.68 E 452,421.20

PC - P EL 860.58

N 685,649.36 E 452,486.47

P EL 860.53

N 685,661.28 E 452,465.46

PC - P EL 860.62

N 685,638.87 E 452,480.65

MATCH EXISTING

861.02+/-

MATCH EXISTING

861.27+/-

PT - P EL 860.95

N 685,655.04 E 452,506.94

PT - P EL 861.21

N 685,618.45 E 452,486.31

EL 861.55

N 685,628.06 E 452,402.24

EL 861.44

N 685,590.76 E 452,381.19

EL 861.55

N 685,616.27 E 452,423.14

EL 861.55

N 685,595.55 E 452,383.89

EL 861.55

N 685,583.75 E 452,404.79

-2 .0

-5 .0

-0 .8

-4.28%

-1.29%

-0.95%

860.50

861.00

861.50

860.50

EL 861.44

N 685,632.85 E 452,404.94

859.5

1.5

PAD EL 861.19

N 685,625.76 E 452,394.43

PAD EL 861.19

N 685,613.53 E 452,387.53

N 685,578.70 E 452,419.17

N 685,597.88 E 452,452.38

N 685,587.87 E 452,446.73

N 685,574.77 E 452,426.13

-1.1%

-3.4%

-2 .4

-2.4%

-1.7%

-0.8%

-5.0%

-0.5%

-2.9%

-1.0%

-0.6%

-1.1%

-4 .6

12' R15'

R15'

N 685,586.54 E 452,423.59

N 685,607.47 E 452,435.40

N 685,597.45 E 452,429.74

N 685,582.61 E 452,430.56

FF 861.57

FF 861.44

P EL 860.32

N 685,649.17 E 452,421.80

FF 861.55

BLDG

REF ARCH PLANSPAD EL 861.32

N 685,610.74 E 452,392.46

PAD EL 861.34

N 685,622.97 E 452,399.36

-2.00%

860.5

861.0

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U.S. AIR FORCE

OF 80

KEY NOTES : (CONSTRUCTION)

INSTALL PAVEMENT PER DTL 3, SHEET C-500 187 SY

INSTALL CONCRETE PAD FOR ELECTRICAL EQUIPMENT SEE

STRUCTURAL SHEET SB-100 33 SY

INSTALL CONCRETE LANDING, SEE STRUCTURAL SHEET SB-100 4 SY

INSTALL 12' x 28' CONCRETE APRON PER STRUCTURAL SHEET SB-100 37 SY

INSTALL CAP ON EXISTING WATERLINE 1 EA

INSTALL 3/4" WATERLINE 52 LF

INSTALL TAPPING SLEEVE AND VALVE PER MAG 340 1 EA

INSTALL GUARD POST PER STRUCTURAL PLANS SB-100 14 EA

3:1

SCALE 1"=10'

SITE PLAN1

0 20'10'

CONSTRUCTION NOTES :

1. CONTRACTOR SHALL HAVE AN ENGINEER ON SITE TO OBSERVE EXCAVATIONS TO

VERIFY THE MATERIAL IS SIMILAR TO THE BORING LOGS. BORINGS ARE TO BE

DEEPER THAN ANY EXPECTED EXCAVATIONS DURING CONSTRUCTION WILL BE AND

IF, WHILE OBSERVING ON SITE, SOMETHING DIFFERENT THAN EXPECTED IS

ENCOUNTERED - POSSIBLE JOB DELAYS, ALTERNATE RECOMMENDATIONS,

CONTRACTOR NEEDING A CO IN ORDER TO COMPLETE, ETC.

2. PRIOR TO DEMOLITION, WALK SITE WITH CONTRACTING OFFICER TO REVIEW ITEMS

THAT ARE TO BE SALVAGED, REMAIN IN PLACE AND REMOVED DURING

CONSTRUCTION AS PER ENGINEER OR LANDSCAPE ARCHITECT'S DIRECTION

WHETHER INDICATED ON THE PLANS OR NOT.

3. ALL EXCAVATIONS AND/OR HOLES SHALL BE BACKFILLED, 95% COMPACTED, FILLED

AND GRADED TO MATCH EXISTING GRADE WITH CLEAN FILL FROM ONSITE OR

IMPORTED TO THE SITE ACCORDING TO THE ENGINEER OR LANDSCAPE

ARCHITECT'S APPROVAL. ALL AREAS SHALL BE RAKED SMOOTH TO BLEND INTO

THE SURROUNDING FINISH GRADE.

4. CONTRACTOR SHALL TAKE PRECAUTIONS TO AVOID DAMAGE TO ALL EXISTING

FEATURES AND FACILITIES SCHEDULED TO REMAIN IN PLACE AS PART OF THE

FINISHED CONSTRUCTION. REPAIR, REPLACEMENT, AND/OR REMOVAL OF THESE

FEATURES OR FACILITIES IF DAMAGED DURING CONSTRUCTION, AS DETERMINED

BY OWNER, SHALL BE AT THE CONTRACTOR'S EXPENSE.

R5'

R20'

3:1

A C-500

B C-500

SEE SHEET CS200 FOR ELECTRIC

AND COMMUNICATION

DUCBANKS AND MANHOLES

CS400

TF BR

H O

W N

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2- C

.d w g

16 (TYP)

Profile: LINE C - ELECTRIC DUCT BANK

295 LF S=0.50%

300 LF S=0.50%

M H

-0

V O

U T=

M H

-0

V O

U T=

300 LF S=0.50%

348 LF S=0.50%

M H

-0

V O

U T=

M H

-0

V O

U T=

2'-6"

MIN.

CAUTION! EXITING

OVERHEAD ELECTRIC

M H

-0

210 LF

S=0.50%

10+00

11+00

12+00

13+00

14+00

15+00

16+00

17+00

18+00

19+00

20+00

21+00

22+00

23+00

24+00

25+00

M H

-0

V O

U T=

C C

E E

C C

E E E E

C C C C E E E E C C C C

E E

E x

Wx Wx Wx Wx WxEx Ex Ex Ex Ex Ex Ex Ex

MH-03

N 686153.70 E 452729.06

MH-04

N 686051.36 E 453011.02

MH-05

N 686316.88 E 453236.30

MH-P

N 685477.84 E 452364.05

25+00

10+00 11+00 12+00 13+00 14+00 15+00 16+00

17+00

18+00

19+00

20+00

21+00

22+00 23+00

24+00

25+00

0+00 1+00 50 +0

51+00 52+00 53+00 54+00 55+00 56+00

MH-01

N 685635.31 E 452436.87

MH-09

N 685630.29 E 452445.52

MH-08

N 685885.26 E 452594.77

MH-07

N 686142.65 E 452734.45

MH-06

N 686513.98 E 453308.38

MH-02

N 685890.03 E 452585.98

44'

CNTL PT

857.73

Profile: LINE A - ELEC DUCTBANK

M H

-P

A 0+

V O

U T=

V O

U T=

116 LF S=0.68%

-0+50 0+00

1+00

1+50

Profile: LINE B COMM DUCT BANK

M H

-0

M H

-0

V O

U T=

M H

-0

O U

295 LF S=-0.50%

293 LF S=-0.60%

49+50 50+00

51+00

52+00

53+00

54+00

55+00

56+00

57+00 57+50

N N

D W

N B

C R

O N

2 3

4 5

N U

D B

E D

E M

C R

O N

C O

N O

SHEET

IDENTIFICATION

, A R

N A

N G

R O

E O

N A

N G

N D

A U

R Y

D O

O U

, A R

N A

E . W

S T, S

, A R

N A

R C

O N

U C

U.S. AIR FORCE

OF 80

SCALE: 1"= 40'

ELECTRIC AND COMMUNICATION DUCTBANKS PLAN AND PROFILE1

N D

C O

M M

U N

D U

N A

N D

P R

CS200

TF BR

H O

W N

H D

2- C

.d w g

SCALE: HORIZONTAL 1"= 50' VERTICAL1" =5'

LINE AA

SCALE: HORIZONTAL 1"= 50' VERTICAL1" =5'

LINE BB

0 5'2.5'

KEY NOTES : (CONSTRUCTION)

INSTAL DUCT BANK PER DTL 1, SHEET C-500 704 LF

INSTALL DUCT BANK PER DTL 2, SHEET C-500 1,453 LF

INSTALL 3" PVC, COMMUNICATION LINE PER ES-108 715 LF

INSTALL MANHOLE PER ELECTRICAL DETAIL 3/ES-505 9 EA

COMMUNICATION PULL BOX PER ELECTRICAL DETAILS 3 & 4/ES-505 3 EA

REPLACE CURB IN KIND

REPLACE SIDEWALK IN KIND

REPLACE PAVEMENT WITH LIKE KIND

100'0 50'

LINE A

LINE C

EXISTING ELECTRIC

VAULT

REFER TO ELECTRICAL PLANS FOR

CONTINUATION OF LINE

CAUTION!

EXISTING POWER POLES

AND OVERHEAD ELECTRIC

REFER TO ELECTRICAL

PLANS SHEET ES-109 FOR

NEW POWER POLE

SCALE: HORIZONTAL 1"= 50' VERTICAL1" =5'

LINE CC

LINE B

AIR TRAFFIC

CONTROL TOWER7

EXISTING ELECTRIC

VAULT

EXISTING ELECTRIC

JUNCTION BOX

J STREET

1S T

T STR

EET

2N D

C E

C O

M M

AutoCAD SHX Text

TMH

AutoCAD SHX Text T

AutoCAD SHX Text

TMH

AutoCAD SHX Text

TMH

AutoCAD SHX Text E

AutoCAD SHX Text T

AutoCAD SHX Text E

AutoCAD SHX Text

TMH

AutoCAD SHX Text

AutoCAD SHX Text S

AutoCAD SHX Text

AutoCAD SHX Text T

AutoCAD SHX Text

TODD

AutoCAD SHX Text

FARMER

AutoCAD SHX Text 40970

AutoCAD SHX Text Z

AutoCAD SHX Text I

AutoCAD SHX Text R

AutoCAD SHX Text A

AutoCAD SHX Text

AutoCAD SHX Text A

AutoCAD SHX Text N

AutoCAD SHX Text O

AutoCAD SHX Text A

AutoCAD SHX Text

AutoCAD SHX Text S

AutoCAD SHX Text

AutoCAD SHX Text U

AutoCAD SHX Text

AutoCAD SHX Text 02/23/2023

5.66' 24' 15' 20'

3: 1 3: 1 3: 1

N N

D W

N B

C R

O N

2 3

4 5

N U

D B

E D

E M

C R

O N

C O

N O

SHEET

IDENTIFICATION

, A R

N A

N G

R O

E O

N A

N G

N D

A U

R Y

D O

O U

, A R

N A

E . W

S T, S

, A R

N A

R C

O N

U C

U.S. AIR FORCE

OF 80

CS200

SCALE: N.T.S.

DUCT BANK TRENCH (2-DUCTS)

CS400

SCALE: N.T.S.

ASPHALT PAVEMENT

CS400

SCALE: N.T.S.

THICKENED-EDGE

CS400

SCALE: N.T.S.

GRADING SECTION

CS400

SCALE: N.T.S.

GRADING SECTION

CS200

SCALE: N.T.S.

DUCT BANK TRENCH (12-DUCTS)

NOTES:

1. BACKFILL 95% STANDARD PROCTOR DENSITY WHERE

ASPHALT OR SLURRY IS NOT INDICATED.

2. SEE DETAIL 2 / ES-505 FOR TYPICAL ARRANGEMENTS OF

CONCRETE ENCASED DUCT BANK.

APRON SECTION

PER STRUCTURAL

SB100

6" AGGREGATE BASE

PER SPECIFICATION

2" HOT MIX ASPHALT

PER SPECIFICATION

12" SUBGRADE

COMPACTED

8" 5'

100%

COMPACTION

EXISTING

PAVEMENT

NEW PAVEMENT

PER DTL 3

5'-6"

S=2%FF=961.55

NEW CONCRETE

LANDING

BUILDING

BLDG

FF=961.55

EQUIPMENT PAD

FF=961.57

3: 1

S=2%

PAVED

2'-6"

MIN

3" MIN

MIN

2'-5" MIN

EXIST. PAVING

TO REMAIN

(TYPICAL)

NEW AC SURFACE COURSE

(MATCH EXISTING)

USING APPROVED AC DESIGN

MIX PER SPECIFICATIONS.

12 NEW 3" Ø -TYPE EB SCHEDULE

20 PVC ELECTRICAL CONDUITS

SEE ELECTRICAL DRAWINGS FOR

DUCT BANK DETAILS

NEW CONCRETE

ENCASEMENT

3,000 PSI

NOTES:

1. BACKFILL 95% STANDARD PROCTOR DENSITY WHERE

ASPHALT OR SLURRY IS NOT INDICATED.

2. SEE DETAIL 2 / ES-505 FOR TYPICAL ARRANGEMENTS OF

CONCRETE ENCASED DUCT BANK.

3" MIN

BACKFILL PER

SPECIFICATIONS

CRACK SEAL JOINTS

2" MILL & OVERLAY

NEW AB COURSE

(MATCH EXISTING)

OR REPLACE WITH

1 SACK CLSM

1' MIN

UNPAVED

COMPACTED

EARTH

2'-6"

MIN

3" MIN

MIN

2' MIN

EXIST. PAVING

TO REMAIN

(TYPICAL)

NEW AC SURFACE COURSE

(MATCH EXISTING)

USING APPROVED AC DESIGN

MIX PER SPECIFICATIONS.

2 NEW 5" Ø -TYPE EB SCHEDULE

20 PVC ELECTRICAL CONDUITS

SEE ELECTRICAL DRAWINGS

FOR DUCT BANK DETAILS

NEW CONCRETE

ENCASEMENT

3,000 PSI

CRACK SEAL JOINTS

2" MILL & OVERLAY

NEW AB COURSE

(MATCH EXISTING)

OR REPLACE WITH

1 SACK CLSM

1' MIN

COMPACTED

EARTH

3" MIN 3" MIN

1' MIN

1'-10" MIN1'-1" MIN

PAVEDUNPAVED

T*1.25

NEW PAVEMENT

PER DTL 3 T

COUNTERPOISE,

SEE DTL 1 AND 2

SHEET E-505

1'-6" MIN

BACKFILL PER

SPECIFICATIONS

1'-6" MIN

1' (TYP)

METAL

TRACER TAPE

METAL

TRACER TAPE

COUNTERPOISE,

SEE DTL 1 AND 2

SHEET E-505

C-500

TF BR

H O

W N

H D

2- C

-5

.d w gFA

EL 831.30EL 861.19 EL 861.44

EL 861.55

MULTICORELINK:LF4882002-CS200-CU-200

MULTICORELINK:LF4882002-CS400-CS400

MULTICORELINK:LF4882002-CS200-CU-200

G M

SCALE: 1/4" = 1'-0"A101 A101

1 LEVEL 1 - FLOOR PLAN

19'-6"

'-6

8'-0"

6' -0

24'-0"

8'-0"

3'-0"5' -6

'-4

5' -6

6'-8" 12'-0" 5'-4"

2'-61 2" 2'-71

2" 12'-10" 2'-2" 2'-6"

22'-8"8" 8"

A301

NORTH PLAN

NORTH

TRUE

CCR

HDPLP

101 103

9' -4

'-0

ATS1

CCR

#10

CCR

LEGEND:

### DOOR NUMBER

ROOM NAME / NUMBER

XXXX

ELEVATION REFERENCE

SECTION REFERENCE

X/AXXX

ROOM

CONTROL ROOM

3/A201

CONCRETE PAD FOR

MECHANICAL EQUIPMENT

CONDENSING UNITS

4/ A2

1/ A2

2/A201

AFLD LIGHTING VAULT

3/A501

CONCRETE STOOP

GALVANIZED STEEL

BOLLARD - PAINTED TYP.

BUILT-IN

CASEWORK

TRANSFORMER

TRANSFORMER PAD PER

UTILITY COMPANY STANDARDS

GENERATOR AND FUEL TANK

LOAD BANK

CONCRETE FOUNDATION FOR

GENERATOR AND TANK

BOLLARD TYP.

GALVANIZED STEEL

BOLLARD - PAINTED TYP.

H O

W N

A501

GALVANIZED STEEL

BOLLARD - PAINTED TYP.

CONCRETE DRIVING PAD

N N

D W

N B

C R

O N

2 3

4 5

N U

D B

E D

E M

C R

O N

C O

N O

SHEET

IDENTIFICATION

, A R

N A

N G

R O

E O

N A

N G

N D

A U

R Y

D O

O U

, A R

N A

E . W

S T, S

, A R

N A

R C

O N

U C

U.S. AIR FORCE

OF 80

A-101

O R

C H

2- A-

2-23-2023

4" / 12" SLOPE 4" / 12" SLOPE

A-102

G M

SCALE: 1/4" = 1'-0"

ROOF PLAN

N N

D W

N B

C R

O N

2 3

4 5

N U

D B

E D

E M

C R

O N

C O

N O

SHEET

IDENTIFICATION

, A R

N A

N G

R O

E O

N A

N G

N D

A U

R Y

D O

O U

, A R

N A

E . W

S T, S

, A R

N A

R C

O N

U C

U.S. AIR FORCE

OF 80

A102 A102

NORTH PLAN

NORTH

TRUE

D.S.

PRE-ENGINEERED

EYEBROW CANOPY

STANDING SEAM

METAL ROOF

ROOF VENT -

REF. MECHANICAL

GUTTERS

ROOF VENT -

REF. MECHANICAL

GUTTERS ROOF VENT -

REF. MECHANICAL

PRE-ENGINEERED

EYEBROW CANOPY

RIDGE CAP

R O

O F

2- A-

dw g

H O

W N

Level 1 0' - 0"

A301

11' - 10 1/2" A.F.F.

Level 1 0' - 0"

A301

11' - 10 1/2" A.F.F.

Level 1 0' - 0"

A301

11' - 10 1/2" A.F.F.

Level 1 0' - 0"

A501

11' - 10 1/2" A.F.F.

A-201

G M

SCALE: 1/4" = 1'-0"A201

3 SOUTH VIEW

SCALE: 1/4" = 1'-0"A201

2 NORTH VIEW

SCALE: 1/4" = 1'-0"A201

1 EAST VIEW

SCALE: 1/4" = 1'-0"A201

4 WEST VIEW

N N

D W

N B

C R

O N

2 3

4 5

N U

D B

E D

E M

C R

O N

C O

N O

SHEET

IDENTIFICATION

, A R

N A

N G

R O

E O

N A

N G

N D

A U

R Y

D O

O U

, A R

N A

E . W

S T, S

, A R

N A

R C

O N

U C

U.S. AIR FORCE

OF 80

SLOPE4

SLOPE 4

SLOPE4

SLOPE 4

PRE-ENGINEERED

EYEBROW CANOPY

GALVANIZED STEEL

BOLLARD - PAINTED

A101

METAL SIDING PANELS

STANDING SEAM

METAL ROOF

METAL SIDING PANELS

STANDING SEAM

METAL ROOF

8 X 8 COILING OVERHEAD

DOOR INSULATED

GALVANIZED STEEL

BOLLARD - PAINTED

PRE-ENGINEERED

EYEBROW CANOPY

GALVANIZED STEEL

BOLLARD - PAINTED

PRE-ENGINEERED

EYEBROW CANOPY

STANDING SEAM

METAL ROOF

STANDING SEAM

METAL ROOF

PRE-ENGINEERED

EYEBROW CANOPY

PRE-ENGINEERED

EYEBROW CANOPY

GALVANIZED STEEL

BOLLARD - PAINTED

GALVANIZED STEEL

BOLLARD - PAINTED

PRE-ENGINEERED

EYEBROW CANOPY

GALVANIZED STEEL

BOLLARD - PAINTED

CONCRETE BLOCK

WITH COATING

CONCRETE BLOCK

WITH COATINGREFRIGERANT PIPE -

REFERENCE MECHANICAL

LED WALL PACKLED WALL PACK

LED WALL PACK

N S

2- A-

dw g

H O

W N

LEVEL 1

0' - 0"

A301

11' - 10 1/2" A.F.F

LEVEL 1

0' - 0"

A301

11' - 10 1/2" A.F.F

A-301

G M

SCALE: 1/4" = 1'-0"A101 A301

1 SECTION 1

SCALE: 1/4" = 1'-0"A101 A301

2 SECTION 2

SCALE: 1/2" = 1'-0"A301 A301

3 HEADER DETAIL

N N

D W

N B

C R

O N

2 3

4 5

N U

D B

E D

E M

C R

O N

C O

N O

SHEET

IDENTIFICATION

, A R

N A

N G

R O

E O

N A

N G

N D

A U

R Y

D O

O U

, A R

N A

E . W

S T, S

, A R

N A

R C

O N

U C

U.S. AIR FORCE

OF 80

STANDING SEAM ROOF

UNDERLAYMENT

ROOF DECK

RAKE TRIM

METAL SIDING

FURRING CHANNELS

ROOF TRUSS

BOND BEAM

OVERHEAD DOOR

HOUSING

CONTROL ROOM

AFLD LIGHTING VAULT

CONCRETE BLOCK

WITH COATING

SEAMLESS GUTTER

LED WALL PACK

STANDING SEAM

METAL ROOF

CONCRETE DRIVING PAD

OVERHEAD DOOR

SEAMLESS GUTTER

CONCRETE BLOCK

WITH COATING

LED WALL PACK

CONCRETE BLOCK

WITH COATING

REFERENCE ELECTRICAL

FOR EQUIPMENT

REFERENCE ELECTRICAL

FOR EQUIPMENT

SSR STANDING SEAM METAL ROOF

DRIP TRIM

BATT INSULATION

WITH VINYL FACE

AND TAPED SEAMS PRIME AND PAINT

STRUCTURAL STEEL

FRAMING

PRIME AND PAINT

STRUCTURAL STEEL

FRAMING

N S

2- A-

dw g

H O

W N

WEEPS AT 32" O.C.

OUTSIDE AIR BOUNDARY

LAYER ELASTOMERIC COATING

OVER BLOCK FILLER

CORE INSULATED CMU WITH

GROUTED CELLS AT 32" MIN.

INSIDE AIR BOUNDARY LAYER

PAINT MIN. 3.3 MILS OF LATEX PAINT

OVER BLOCK FILLER.

CMU BOND BEAM

STRUCTURAL ATTACHMENT

METAL EDGE TRIM

PREFINISHED STANDING SEAM

METAL ROOFING

UNDERLAYMENT MEMBRANE

SEAMLESS GUTTER

STEEL SIDING PANELS ON

HAT CHANNELS

METAL DRIP TRIM

OUTSIDE AIR BOUNDARY

LAYER ELASTOMERIC COATING

OVER BLOCK FILLER

CORE INSULATED CMU WITH

GROUTED CELLS AT 32" MIN.

INSIDE AIR BOUNDARY LAYER

PAINT MIN. 3.3 MILS OF LATEX PAINT

OVER BLOCK FILLER.

SSR CLIP

SEALED CONCRETE FLOOR

VAPOR BARRIER

R25 BATT INSULATION VINYL

FACED WITH SEAM TAPE

STEEL BANDING

5/8"3 11/16"

5/8"

BOTTOM OF STRUCTURE

SEALANT

3 5/8" RUNNER

5/8" TYPE X - GYPSUM BOARD

3 5/8" 16 GAUGE METAL STUDS

@ 16" O.C.

SEALANT

1 HOUR PARTITION

SILL

PLAN

HEAD

BOTH SIDES

3 1/2" UNFACED FIBERGLASS BATT

INSULATION

A-501

G M

SCALE: 1 1/2" = 1'-0"A501

1 CMU

N N

D W

N B

C R

O N

2 3

4 5

N U

D B

E D

E M

C R

O N

C O

N O

SHEET

IDENTIFICATION

, A R

N A

N G

R O

E O

N A

N G

N D

A U

R Y

D O

O U

, A R

N A

E . W

S T, S

, A R

N A

R C

O N

U C

U.S. AIR FORCE

OF 80

SCALE: 1" = 1'-0"A101 A501

3 INTERIOR ELEVATION

6'-0"

2' -1

1'-6" 1'-6"3'-0"

2' -4

DRAWERS

ADJUSTABLE SHELVES

4" PULLS TYPICAL

32" DEEP COUNTER

TOP

4" BACKSPLASH 5.7

KNEE SPACE

7 5/8"

A101

SCALE: 1 1/2" = 1'-0"A501

2 INTERIOR PARTITION

A101

7 5/8"

2- A-

dw g

H O

W N

A-601

N N

D W

N B

C R

O N

2 3

4 5

N U

D B

E D

E M

C R

O N

C O

N O

SHEET

IDENTIFICATION

, A R

N A

N G

R O

E O

N A

N G

N D

A U

R Y

D O

O U

, A R

N A

E . W

S T, S

, A R

N A

R C

O N

U C

U.S. AIR FORCE

OF 80

DOOR SCHEDULE

DOORDOOR

NUMBER ROOM NAME

TYPE WIDTH

MATERIAL

1 3/4"

FRAME

TYPE MATERIAL

HARDWARE

SET COMMENTS

AFLD LIGHTING VAULT

CONTROL ROOM

AFLD LIGHTING VAULT

A B

3'-0" 7'-0" 3'-0" 7'-0" 8'-0" 8'-0"

1 3/4" 3/4"

STEEL

104 CONTROL ROOM A 3'-0" 7'-0" 1 3/4" HM 1 HM

FINISH FINISH

PTD

HEIGHT THICKNESS

FINISH SCHEDULE

WALLSROOM

NUMBER ROOM NAME

FLOOR

SEALED CONCRETE

EAST CEILING COMMENTS

AFLD LIGHTING VAULT

CONTROL ROOM PTD

WESTNORTH SOUTH

SEALED CONCRETE

BASE

PTD

PTD EXPOSED

DOOR TYPES:

TYPE 'A'

HOLLOW METAL W/

INSULATED CORE

SEE SCHEDULE

TYPE 'B'

OVERHEAD

COILING DOOR

SEE SCHEDULE

FRAME TYPES:

SEE SCHEDULE

TYPE '1'

HOLLOW METAL

TYPE '2'

STEEL ANGLE FRAMING -

OVERHEAD DOOR

DOOR SCHEDULE NOTES:

1. HM = HOLLOW METAL

2. PTD = PAINTED

3. REFERENCE SPECIFICATIONS FOR DOORS, FRAMES AND HARDWARE (TYP)

1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH THE MANUFACTURER'S

SPECIFICATIONS AND UNIFIED FACILITIES GUIDE SPECIFICATIONS.

2. VERIFY EXISTING OPENING AND ADJUST TO MEET ADA AND ANSI 117.1

STANDARDS.

3. INSTALL NEW THRESHOLD PLATES ON ALL NEW INSTALLATIONS.

4. NEW DOOR, CLOSURE AND DOOR LOCK HARDWARE PER ADA AND ANSI A117.1

STANDARDS.

5. WEATHER SEAL ALL CONNECTION POINTS.

6. LOCKSETS SHALL BE COMPATIBLE WITH THE EXISTING BASE SCHLAGE MASTER

KEYWAY SYSTEM.

7. USE STAINLESS STEEL FASTENERS THROUGHOUT.

HARDWARE TYPES:

HARDWARE SET 1 - SINGLE EXTERIOR DOORS

3 EACH BUTTS

1 EACH STOREROOM LOCKSET

1 CLOSURE

1 EACH FLOOR STOP

1 SET SILENCERS

HARDWARE SET 2 - EXTERIOR OVERHEAD DOORS

1 CYLINDER

ALL OTHER HARDWARE BY DOOR SUPPLIER

HARDWARE SET 3 - SINGLE INTERIOR DOORS

3 EACH BUTTS

1 EACH PASSAGE SET

1 EACH WALL STOP

1 SET SILENCERS

SEALANT

EACH SIDE

DOOR AND FRAME

AS SCHEDULED

1/4"

NOM.

DOOR ANCHOR, AS

REQUIRED

SEALANT - EACH SIDE

DOOR AND FRAME

AS SCHEDULED

EQ EQ

2" 1/

5/8"

24 GAUGE BACKING

1/2" MACHINE BOLTS

3'-0" O.C. MAX

EACH SIDE

FINISH FLOOR

COIL SIDE

SCALE: 3" = 1'-0"A601 A601

1 COILING DOOR - SECTION

SCALE: 3" = 1'-0"A601 A601

2 COILING DOOR - JAMB

SCALE: 3" = 1'-0"A601 A601

3 COILING DOOR - SLAT

SCALE: 3" = 1'-0"A601 A601

4 HM DOOR - JAMB

SCALE: 3" = 1'-0"A601 A601

5 HM DOOR - HEAD

EXISTING STEEL

SUPPORT FRAMING,

RE-PAINT

CHANNEL FRAME

- PAINTED

DOOR SLATS

OVERHEAD PLATE

ANGLE FRAMING

- PAINTED

W H

24 X 24 LOUVER

EXPOSED

FRAME ANCHORS

DOOR AS SCHEDULED

G H

S C

1 7/16"

1 2"

5/8" GYPSUM BOARD AS SCHEDULED

HOLLOW METAL FRAME

METAL STUD HEADER

FRAME ANCHORS

3 5/8" METAL STUDS AT 16" O.C.

DOOR AS SCHEDULED

1 7/16"

1 2"

5/8" GYPSUM BOARD AS SCHEDULED

HOLLOW METAL FRAME

FIELD VERIFY

G H

S C

3 5/8" METAL STUDS AT 16" O.C.

SCALE: 3" = 1'-0"A601 A601

7 DOOR HEAD DETAIL

SCALE: 3" = 1'-0"A601 A601

6 DOOR JAMB DETAIL

2- A-

dw g

H O

W N

A-701

SCALE: 1/4" = 1'-0"

REFLECTED CEILING PLAN

N N

D W

N B

C R

O N

2 3

4 5

N U

D B

E D

E M

C R

O N

C O

N O

SHEET

IDENTIFICATION

, A R

N A

N G

R O

E O

N A

N G

N D

A U

R Y

D O

O U

, A R

N A

E . W

S T, S

, A R

N A

R C

O N

U C

U.S. AIR FORCE

OF 80

NORTH PLAN

NORTH

TRUE

A101 A701

CONTROL ROOM

AFLD LIGHTING VAULT

PRE-ENGINEERED

METAL CANOPY

PRE-ENGINEERED

METAL CANOPY

LEGEND:

ROOM NAME / NUMBER

ROOM

4' LED STRIP LIGHT

RETURN DUCTWORK

SUPPLY DUCTWORK

CEILING HEIGHT

A.F.F.

XXX

EXPOSED TO

STRUCTURE

MECHANICAL

EQUIPMENT ABOVE

EXPOSED TO

STRUCTURE

TRUSS ABOVE

TRANSFER GRILLE ABOVE DOOR.

REFERENCE MECHANICAL

G P

2- A-

dw g

H O

W N

U C

S-001

10.

11.

10.

11.

12.

13.

REINFORCING STEEL

DETAIL AND CONSTRUCT REINFORCED CONCRETE IN ACCORDANCE WITH ACI "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" (ACI 318-14) AND ACI “SPECIFICATIONS FOR STRUCTURAL CONCRETE ” (ACI 301-10).

DETAIL REINFORCING STEEL IN ACCORDANCE WITH ACI SP-66, “ACI DETAIL MANUAL ”, WHICH INCLUDES ACI 315, “DETAILS AND

DETAILING OF CONCRETE REINFORCEMENT ”.

PROVIDE REINFORCEMENT CONFORMING TO ASTM A615, GRADE 60, DEFORMED BARS. WELDED REINFORCING STEEL SHALL

BE LOW-ALLOY ASTM A706.

PROVIDE WELDED WIRED FABRIC CONFORMING TO ASTM A1064.

WHERE A SLAB IS SLOPED (TOP AND/OR BOTTOM), PROVIDE SLOPED REINFORCING STEEL PARALLEL TO THE CONCRETE

SURFACE.

DETAIL ALL SPLICES FOR REINFORCING STEEL BARS NOT DIMENSIONED ON THE DRAWINGS AS TABULATED IN THE LAP SPLICE

AND HOOK DEVELOPMENT SCHEDULE ON DRAWING S-0403.

ALL REINFORCEMENT AT CORNERS OR JUNCTIONS OF WALLS, CURBS AND/OR SLABS SHALL BE CONTINUOUS, LAPPED AS

SPECIFIED BELOW, OR TERMINATED IN A STANDARD HOOK.

AT CONSTRUCTION JOINTS, COLUMNS, AND MASONARY GROUT LIFTS, REINFORCEMENT SHALL BE DOWELED. DOWELS SHALL

NOT BE WET STABBED INTO FRESHLY PLACED CONCRETE OR GROUT.

PROVIDE ADDITIONAL REINFORCEMENT AT OPENINGS AND PIPE PENETRATIONS PER DETAILS ON S-0403.

SUBMIT REINFORCING STEEL DETAILS, AS SHOP DRAWINGS TO ENGINEER AND RECEIVE APPROVAL BEFORE PROCEEDING

WITH FABRICATION.

SUBMIT MANUFACTURER ’S DATA ON ALL COUPLERS, MECHANICAL SPLICES, REBAR POSITIONERS, CHAIRS, AND OTHER

REINFORCEMENT ACCESSORIES IF USED FOR APPROVAL PRIOR TO PLACEMENT.

MASONRY

CONSTRUCT MASONRY IN ACCORDANCE WITH AMERICAN CONCRETE INSTITUTE ACI-530/ ASCE 5/ TMS 402, (2011) “BUILDING

CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES ”.

PROVIDE HOLLOW LIGHTWEIGHT LOAD-BEARING CONCRETE MASONRY UNITS MEETING THE REQUIREMENTS OF ASTM C90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH (F ’m) OF 1,800 PSI AT 28 DAYS.

PROVIDE MORTAR CONFORMING TO THE REQUIREMENTS OF ASTM C270, TYPE S. CEMENT USED FOR MORTAR SHALL BE

PORTLAND CEMENT.

PROVIDE GROUT CONFORMING TO THE REQUIREMENTS OF ASTM C476 COARSE GROUT, WITH A MINIMUM COMPRESSIVE

STRENGTH OF 2,000 PSI AT 28 DAYS.

PROVIDE REINFORCING BARS CONFORMING TO ASTM A 615, GRADE 60.

IN ADDITION TO THE MASONRY WALL REINFORCEMENT SHOWN ON THE DRAWINGS:

#6 VERTICAL REINFORCEMENT SHALL BE PROVIDED AT CORNERS, WITHIN 16 INCHES OF EACH SIDE OF OPENINGS, WITHIN 8 INCHES OF EACH SIDE OF MOVEMENT JOINTS AND WITHIN 8 INCHES OF THE ENDS OF THE WALLS.

LAP SPLICE FOR #6 BAR IN CMU SHALL BE 38 ” MINIMUM. LEGS FOR #6 BAR STANDARD HOOK SHALL BE 9 ” MINIMUM.

PROVIDE DOWEL AT BOTTOM OF CMU MATCHING SIZE AND SPACING AT WALL REINFORCING. LAP DOWEL BARS WITH

VERTICAL BARS AND PROVIDE DOWEL STANDARD HOOK INTO SUPPORTING CONCRETE BELOW.

STRUCTURAL STEEL

STEEL CONSTRUCTION SHALL CONFORM TO THE SPECIFICATIONS AND STANDARDS CONTAINED IN THE AISC STEEL CONSTRUCTION MANUAL. BOLTING SHALL CONFORM TO THE AISC SPECIFICATION FOR BOLTING USING A325 BOLTS.

WELDING SHALL CONFORM TO AWS STRUCTURAL WELDING CODE, D1.1.

UNLESS OTHERWISE SPECIFIED, ALL STEEL SHALL BE STAINLESS STEEL PER ASTM A240 OR A276 TYPE 316L. WHERE CARBON

STEEL IS SPECIFIED IT SHALL CONFORM TO:

SHAPES, PLATES, & BARS ASTM A36

WIDE FLANGES AND WT ASTM A992

PIPE ASTM A53, GRADE B

STRUCTURAL TUBING ASTM A500, GRADE B

ANCHOR BOLTS ASTM A307, 3/4" DIA. MINIMUM

BOLTS ASTM F3125, GRADE A325, GALV, 3/4" DIA. MINIMUM

WELDING E70XX, 3/16" MINIMUM

WHERE SIZE AND NUMBER OF BOLTS ARE NOT SHOWN ON THE DRAWINGS, ALL CONNECTIONS SHALL DEVELOP THE CAPACITY EQUIVALENT TO THE MAXIMUM UNIFORM LOAD IN BENDING FOR A BEAM OR GIRDER OF THE SAME SPAN.

HARDENED, HEAVY-DUTY WASHERS OR PLATE WASHERS SHALL BE USED AT ALL OVERSIZED OR SLOTTED HOLES. WASHERS

SHALL NOT BE USED AT STANDARD HOLES, UNLESS PREVIOUSLY APPROVED BY THE ENGINEER.

ALL WELDS SHALL BE SLAGGED AND SHALL REMAIN UNPAINTED UNTIL INSPECTION HAS BEEN COMPLETED AND APPROVED.

WELDING SHALL BE IN ACCORDANCE WITH PRE-QUALIFIED PROCEDURES, BY WELDERS CERTIFIED FOR THE MATERIAL, WELD, POSITION, AND PROCEDURES EMPLOYED.

TUBE WELDING OF T-, Y-, AND K- CONNECTIONS (DESIGNATED "TUBE") SHALL BE PER AWS D1.1, FIGURE 3.4, 3.5, OR 3.6, AS

APPLICABLE.

MILL BOTTOM OF ALL COLUMNS AND FINISH TOP OF ALL BASE PLATES IN ACCORDANCE WITH AISC SPECIFICATIONS. WELD

BASE PLATES TO BOTTOM OF COLUMNS.

OTHER WELDING SHALL BE PER AWS D1.1, FIGURE 3.3, OR AWS D1.6, FOR STAINLESS STEEL. EACH WELD SHALL BE FULLY

DETAILED ON SHOP DRAWINGS PER AWS A2.4.

FIELD WELDING SHALL NOT BE PERFORMED UNLESS SPECIFICALLY SHOWN AS SUCH IN THESE DRAWINGS, OR ON APPROVED

SUBMITTALS.

STEEL ENCASED IN CONCRETE SHALL NOT BE PAINTED, AND SHALL, AT TIME OF CONCRETE PLACEMENT, BE CLEAN AND FREE

OF DELETERIOUS SUBSTANCES.

SUBMIT SHOP DRAWINGS, FOR APPROVAL, PRIOR TO FABRICATION.

IF FABRICATION, MEASUREMENT, OR INSTALLATION ERRORS NECESSITATE FIELD MODIFICATION OF STRUCTURAL STEEL, THE ENGINEER SHALL BE CONSULTED PRIOR TO THE MODIFICATION, AND HIS/HER INSTRUCTIONS SHALL BE FOLLOWED. THIS

SHALL BE PERFORMED AT NO ADDITIONAL COST TO THE OWNER.

MECHANICAL/ELECTRICAL SUPPORT

EQUIPMENT, PIPE, CONDUIT, AND SIMILAR ITEMS SHALL BE SUPPORTED IN ACCORDANCE WITH THE MECHANICAL/ELECTRICAL SPECIFICATIONS AND DRAWINGS AND THE ADDITIONAL REQUIREMENTS IN THE STRUCTURAL DRAWINGS AND

SPECIFICATIONS.

ALL EQUIPMENT, PIPES, CONDUITS, AND CABLE TRAYS SHALL BE ANCHORED AND/OR BRACED PER SMACNA SEISMIC

RESTRAINT MANUAL.

COLD-FORMED STEEL

1. COLD-FORMED STEEL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL

INSTITUTE (AISI) “COLD-FORMED STEEL DESIGN MANUAL ”, 2008 EDITION, AND THE NORTH AMERICAN SPECIFICATION FOR THE

DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS, 2007 EDITION.

2. ALL MATERIAL 18 GAGE OR LESS IN THICKNESS SHALL HAVE A MINIMUM YIELD STRENGTH OF 33 KSI.

3. ALL MATERIAL 16 GAGE OR GREATER IN THICKNESS SHALL HAVE A MINIMUM YIELD STRENGTH OF 50 KSI.

4. ALL COLD-FORMED STEEL SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A924.

5. ALL CONNECTION SCREWS SHALL BE ZINC COATED.

6. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3, “STRUCTURAL WELDING CODE-SHEET STEEL ”.

7. SAW CUT STUDS AND JOISTS SQUARE AND SET WITH FIRM BEARING AGAINST THE CONNECTING MEMBER.

8. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND GUYING OF COLD-FORMED STEEL FRAMING TO PROVIDE FOR

THE SAFETY OF THE STRUCTURE AND WORK PERSONNEL. BRACING SHALL REMAIN UNTIL NO LONGER REQUIRED FOR SAFE

SUPPORT OF FRAMING.

9. FIELD MODIFICATIONS OF COLD-FORMED STEEL SYSTEMS SHALL NOT BE ALLOWED WITHOUT PRIOR WRITTEN APPROVAL OF

THE ENGINEER OF RECORD.

10. MAINTAIN ¾ ” MINIMUM DISTANCE BETWEEN CENTERS OF CONNECTION SCREWS AND ¾ ” MINIMUM DISTANCE FROM THE CENTER OF SCREW TO EDGE OF CONNECTED PART. INSTALL FASTENERS FROM THINNER THROUGH THICKER MATERIAL.

11. SUBMIT SHOP DRAWINGS TO THE DESIGN PROFESSIONAL FOR APPROVAL INDICATING ALL COLD-FORMED STEEL MEMBERS, CONNECTIONS, FASTENERS, OPENINGS, AND OTHER COLD-FORMED STEEL RELATED ITEMS.

12. STUD MATERIAL INDICATED ON THE DRAWINGS SHALL HAVE A MINIMUM OF 1 5/8 ” FLANGES AND ½” STIFFENING RETURN LIPS.

TRACK MATERIAL SHALL HAVE A MINIMUM OF 1 ¼ ” FLANGES (NO STIFFENING RETURN LIP).

13. MECHANICAL BRIDGING AT INTERVALS NOT EXCEEDING 4 ’-0” ON CENTER SHALL BRACE ALL LOAD-BEARING AND CURTAIN- TYPE COLD-FORMED STEEL WALLS. BRIDGING SHALL BE IN PLACE PRIOR TO PLACING ANY LOADS ON THE STUD WALL.

J. FASTENERS

IN WET OR CORROSIVE AREAS, AND FOR ALL FRP CONSTRUCTION, FASTENERS SHALL BE TYPE 316 STAINLESS STEEL PER ASTM F593. IN OTHER LOCATIONS FASTENERS SHALL BE PLATED OR GALVANIZED STEEL AS NOTED BELOW.

ANCHOR BOLTS SHALL BE HEADED BOLTS, A307 GALVANIZED, UNLESS OTHERWISE NOTED. ANCHOR BOLTS SHALL BE INSTALLED WITH LEVELING NUTS AND WITH TYPE A PLAIN WASHERS OR 3" x 3" x 1/4" PLATE WASHERS. POST-CONSTRUCTION ANCHORS SHALL NOT BE SUBSTITUTED FOR CAST-IN ANCHOR BOLTS, UNLESS PRIOR APPROVAL IS OBTAINED FROM THE

ENGINEER.

ADHESIVE FOR ADHESIVE ANCHORS (EPOXY ANCHORS) AND EPOXY DOWELS SHALL BE HILTI HIT RE-500, OR APPROVED EQUAL. ANCHOR MATERIAL SHALL BE GALVANIZED STEEL UNLESS OTHERWISE NOTED. HOLES IN CONCRETE AND MASONRY SHALL BE 1/16"-1/8" LARGER THAN THE ANCHOR/BAR DIAMETER. UNLESS OTHERWISE NOTED, EMBEDMENT SHALL BE 12 TIMES THE ANCHOR DIAMETER, OR FOR REINFORCING, 20 TIMES THE DIAMETER. HOLES IN METAL OR PLASTIC PARTS SHALL BE

OVERSIZED, PER AISC TABLE J3.1.

WEDGE ANCHORS SHALL BE HILTI KWIK BOLT TZ, HILTI HIT-HY, OR APPROVED EQUAL. MATERIALS SHALL BE GALVANIZED STEEL, UNLESS OTHERWISE NOTED. UNLESS OTHERWISE NOTED, DEPTH OF HOLE SHALL BE 8 TIMES THE ANCHOR DIAMETER (EMBEDMENT SHALL BE 7 TIMES THE ANCHOR DIAMETER). WEDGE ANCHORS SHALL NOT BE SUBSTITUTED FOR ADHESIVE

ANCHORS UNLESS PRIOR APPROVAL IS OBTAINED FROM THE ENGINEER.

POST-INSTALLED ANCHORS SHALL NOT BE USED IN OVERHEAD APPLICATIONS, NOR IN ANY APPLICATION WHERE RESISTANCE TO GRAVITY LOADS IS PRIMARILY IN TENSION ON THE ANCHOR. IN THESE APPLICATIONS, CAST-IN EMBEDMENTS OR

ANCHORS, OR THROUGH-BOLTING SHALL BE USED.

WEDGE ANCHORS OR OTHER FRICTION ANCHORS SHALL NOT BE USED IN SUBMERGED APPLICATIONS OR AREAS SUBJECT TO ANY CHEMICAL INUNDATION OR VIBRATION. IN THESE APPLICATIONS, ONLY CAST-IN-PLACE OR ADHESIVE ANCHORS MAY BE

USED.

POST-INSTALLED ANCHORS GREATER THAN 3/8" DIAMETER ARE SUBJECT TO SPECIAL INSPECTION. DRILLING FOR SUCH

ANCHORS SHALL BE PERPENDICULAR TO THE CONCRETE OR MASONRY SURFACE, WITHIN ±5°.

THE FOLLOWING TYPES OF ANCHORS ARE NOT ACCEPTABLE IN ANY APPLICATION UNLESS SPECIFICALLY SHOWN ON THESE DRAWINGS: POWDER-ACTUATED FASTENERS, TOGGLE BOLTS, PLASTIC OR LEAD EXPANSION SHIELDS, "TAP-CON" SCREWS

AND SIMILAR ANCHORS, POLYESTER RESIN (CAPSULE) ANCHORS.

10.

11.

12.

13.

14.

BOLTS FOR STEEL SHALL BE ASTM F3125, GRADE A325 N, GALVANIZED. BOLTS FOR ALUMINUM SHALL BE A307 GALVANIZED.

BOLTS FOR STAINLESS STEEL OR FIBERGLASS-REINFORCED PLASTIC (FRP) SHALL BE TYPE 316 STAINLESS STEEL. HOLES

FOR BOLTS SHALL BE OVERSIZED HOLES PER ASIC TABLE J3.1, UON.

WASHERS, TYPE A SHALL BE PROVIDED AT ALL OVERSIZED AND SLOTTED HOLES.

SHEET METAL SCREWS SHALL BE GALVANIZED OR STAINLESS STEEL, SELF-DRILLING TYPE. SCREWS FOR ROOFING AND

EXTERIOR CLADDING SHALL BE PROVIDED WITH AN INTEGRAL NEOPRENE WASHER.

ARRANGE AN ANCHOR MANUFACTURER ’S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED TO PERSONNEL WHO WILL INSTALL THE CONCRETE ANCHORS PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS. ALTERNATIVELY, PROVIDE CERTIFICATION TO THE ENGINEER CERTIFYING THAT PERSONNEL WHO INSTALL CONCRETE ANCHORS HAVE BEEN TRAINED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR ’S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED

PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS.

ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS.

EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS, BY HILTI FERROSCAN, GPR, X-RAY, CHIPPING OR OTHER MEANS. IF A CONFLICT BETWEEN CONCRETE

ANCHORS AND EXISTING REINFORCING BARS IS DISCOVERED, NOTIFY THE ENGINEER.

TESTING AND INSPECTION

BUILDING INSPECTION PER THE BUILDING CODE SHALL BE PERFORMED BY THE JURISDICTION.

SPECIAL INSPECTION AND TESTING SHALL BE FURNISHED BY OWNER AND SHALL BE PERFORMED PER INSTRUCTIONS IN SHEET S-0402. THE CONTRACTOR SHALL PROVIDE 24 HOURS' PRIOR NOTICE AND SAFE ACCESS FOR THESE INSPECTIONS

AND SHALL ENSURE THAT WORK IS READY FOR INSPECTION AS SCHEDULED.

PERIODIC (HOLD-POINT) INSPECTION IS REQUIRED FOR THE FOLLOWING WORK:

COMPLETION OF SUBGRADE PREPARATION, PRIOR TO REBAR INSTALLATION, FOR FOOTINGS & MATS.

INSTALLATION OF REBAR AND EMBEDS FOR CONCRETE FOOTINGS, WALLS, ELEVATED SLABS, AND FOUNDATION

SLABS. PERFORMED AT LEAST TWO HOURS BEFORE CONCRETE PLACEMENT.

WELDING FOR ALL FILLET WELDS 5/16" AND SMALLER AND PARTIAL-PENETRATION GROOVE WELDS, PERFORMED AT COMPLETION OF ALL WELDING, AFTER WELDS ARE SLAGGED, AND BEFORE PAINTING OR COVERING WORK.

BEARING-TYPE CONNECTIONS USING A325, A490, GRADE 8, OR OTHER HIGH-STRENGTH BOLTS, AND SLIP-CRITICAL CONNECTIONS USING THESE BOLTS AND LOAD-INDICATING DEVICES; PERFORMED AFTER ALL BOLTING IS

COMPLETE, AND BEFORE PAINTING OR COVERING WORK.

ANY WEDGE ANCHOR EXCEEDING 3/8" IN DIAMETER, PERFORMED AFTER ALL SUCH ANCHORS FOR A GIVEN

STRUCTURE ARE INSTALLED.

CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING ALL ASPECTS OF THE FOLLOWING WORK:

DURING CONCRETE PLACEMENT FOR CONCRETE FOOTINGS, WALLS, ELEVATED SLABS, AND FOUNDATION SLABS.

DURING WELDING FOR ALL FILLET WELDS LARGER THAN 5/16" AND FOR ALL COMPLETE-PENETRATION GROOVE

WELDING.

SLIP-CRITICAL CONNECTIONS USING A325, A490, GRADE 8, OR OTHER HIGH-STRENGTH BOLTS, AND NOT UTILIZING

LOAD-INDICATING DEVICES.

AT FIRST USE OF WEDGE ANCHORS AND ALL INSTALLATIONS OF ADHESIVE ANCHORS AND EPOXY DOWELS.

WELDS NEED NOT HAVE SPECIAL INSPECTION WHEN THE WELDING IS DONE IN AN APPROVED FABRICATOR'S SHOP.

HOWEVER, THE APPROVED FABRICATOR MUST SUBMIT A CERTIFICATE OF COMPLIANCE IN ACCORDANCE WITH IBC SECTION

1704.2.2. NO FABRICATION WORK SHALL BE PERFORMED OFF OF THE PROJECT SITE, EXCEPT IN AN APPROVED FABRICATOR'S

SHOP.

HYDRAULIC TESTING FOR CONCRETE WATER RETAINING STRUCTURES (INCLUDING CHEMICAL CONTAINMENT STRUCTURES) SHALL BE PERFORMED PER ACI “TIGHTNESS TESTING OF ENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES ” (ACI 350.1-10). THE TYPE OF CONTAINMENT STRUCTURE CONSIDERED FOR THE TESTING WILL BE “CONCRETE-PAVED RESERVOIRS AND CHANNELS” AND THE DEFAULT HYDROSTATIC TEST QUANTITATIVE CRITERION WILL BE 0.100% OF VOLUME LOSS PER DAY. THE INSPECTOR SHALL WITNESS ALL SUCH TESTING AND APPROVE THE WATERTIGHTNESS OF THE TANK PRIOR TO

BACKFILLING.

LOADING CRITERIA

DEAD LOADS:

ACTUAL LOADS. IN THE ABSENCE OF DEFINITE INFORMATION, THE VALUES FOR MATERIALS PROVIDED IN ASCE 7-10, TABLE C3-1 SHALL BE USED. LOADS FOR EQUIPMENT PROVIDED BY THE CONTRACTOR SHALL BE THE ACTUAL LOADS, AS PROVIDED

BY THE MANUFACTURER OF THE EQUIPMENT.

2. LIVE LOADS:

GROUND FLOOR 250 PSF,

CONCENTRATED LOADS

3. WIND LOADING:

RISK CATEGORY: III

BASIC WIND SPEED (3-SECOND GUST): 120 MPH,

EXPOSURE: C

MINIMUM DESIGN PRESSURE: 8 PSF

4. SEISMIC LOADING:

RISK CATEGORY: II

SEISMIC IMPORTANCE FACTOR: 1.00

SITE CLASS: D

DESIGN SPECTRAL RESPONSE ACC.: SDS=0.194g, SD1=0.116g

SEISMIC DESIGN CATEGORY: B

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

CODES AND STANDARDS

DESIGN OF STRUCTURAL ENGINEERING SYSTEMS FOR THE PROJECT SHALL BE IN ACCORDANCE WITH THE LAWS AND

REGULATIONS OF THE STATE OF ARIZONA AND INDUSTRY STANDARDS. THE CURRENT ISSUE OR

EDITION OF THE DOCUMENTS AT THE TIME OF DESIGN COMMENCEMENT WILL APPLY, UNLESS OTHERWISE NOTED. IN CASES WHERE CONFLICTS BETWEEN THE CITED DOCUMENTS EXIST, REQUIREMENTS OF THE MORE CONSERVATIVE DOCUMENT WILL BE USED. THE STRENGTH, SERVICEABILITY, AND QUALITY FOR MATERIALS AND DESIGN PROCEDURES WILL MEET THE REQUIREMENTS OF THE 2018 INTERNATIONAL BUILDING CODE (IBC) AND ITS REFERENCED STANDARDS.

THE EDITIONS SHOWN BELOW ARE THE STANDARDS REFERENCED BY THE 2018 EDITION OF THE IBC AND OTHER

CORRESPONDING STANDARDS:

THE INTERNATIONAL BUILDING CODE, 2018 EDITION (IBC), INCLUDING OTHER CODES & STANDARDS REFERENCED THEREIN, PROVIDES MINIMUM REQUIREMENTS. IN ADDITION, OTHER CODES AND STANDARDS REFERENCED IN

THESE DRAWINGS APPLY TO THE SPECIFIED PARTS OF THE WORK.

AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE), ASCE 7-16 (2016), “MINIMUM DESIGN LOADS FOR BUILDINGS AND

OTHER STRUCTURES ”.

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), AISC 325-17 (2017), “STEEL CONSTRUCTION MANUAL, 15TH

EDITION ”.

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), AISC 341-16 (2016), “SEISMIC PROVISIONS FOR STRUCTURAL

STEEL BUILDINGS ”.

AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC), AISC 360-16 (2016), “SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS ”.

AMERICAN CONCRETE INSTITUTE (ACI), ACI 318-14 (2014), “BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE ”.

AMERICAN CONCRETE INSTITUTE (ACI), ACI 350-11 (2011), “BUILDING CODE REQUIREMENTS FOR ENVIRONMENTAL

ENGINEERING CONCRETE STRUCTURES ”.

AMERICAN CONCRETE INSTITUTE (ACI), ACI 530-11 (2013), “BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR

MASONRY STRUCTURES ”.

AMERICAN CONCRETE INSTITUTE (ACI), ACI 301-10 (2010), “SPECIFICATIONS FOR STRUCTURAL CONCRETE ”.

AMERICAN CONCRETE INSTITUTE (ACI), ACI 347-04 (2004), “GUIDE TO FORMWORK FOR CONCRETE ”.

AMERICAN CONCRETE INSTITUTE (ACI), ACI SP-66 (2004), “ACI DETAIL MANUAL ”.

AMERICAN CONCRETE INSTITUTE (ACI), ACI 350.1-10 (2011), “TIGHTNESS TESTING OF ENVIRONMENTAL ENGINEERING

CONCRETE STRUCTURES ”.

AMERICAN CONCRETE INSTITUTE (ACI), ACI 350.3-06 (2006),…

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