Attachment 3e-MMAC-BMB Type B-Final IFC Drawings-VOLUME 1_R1 pages 141thru173.pdf

A

B

B

C

C

D

D

1 1

2 2

4 4

3 3

5 5

6 6

A.5

A.5 B.5

B.5

6.1

AA

AA

FOR CONTINUATION, RE: SHEET AG112.

FOR CONTINUATION, RE: SHEET AG112.

TI

ME

CL

OC

K

ST

AT

IO

N (G

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1A 1A

1A

1A

1B

2A 2A 1B

1A

1A

2A

1A

1A

1A

1A

1A

1A

1A

1A

1A

1A

DI

DI

1A

CONTRACTOR

BREAK AREA

C116

CONTRACTOR

SUPPORT

OFFICES

C115

OFFICE

C115A

OFFICE

C115B

VESTIBULE

C101

CORRIDOR

C102

CONFERENCE 'A'

C107A

CONFERENCE 'B'

C107B

VESTIBULE

C107

CORRIDOR

C103

STORAGE

C112

SERVICE ORDER

DISPATCH

C110

JAN.

CONTRACTORS

C108

STORAGE

D103

JAN. CONT.

MANAGER

C109CCMS-O&M

CONTRACTORS

C111

ONSITE ISSUE

(TOOL/PARTS RM)

C118

VESTIBULE

C117

CORRIDOR

C113

CORRIDOR

C114

METALSHOP

C123

WELDING BOOTH

C124

ELEC.

C122

CART STORAGE

B124 AMP-100 IH LAB

B125

CORRIDOR

B123

JAN.

C104

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EN

SO

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W O

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(S O

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1B

1B 1A 1A

1A

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EX1

EX1

EX1

DC

B

A

KEY PLAN

1. REFER SHEET AG601 FOR DETAIL DRAWINGS

DEPICTING ALL SIGN TYPES SCHEDULED

HERE, AND FOR A TYPICAL DETAIL SHOWING

MOUNTING HEIGHTS.

GENERAL NOTES (SIGNAGE):

SYMBOL LEGEND:

INDICATES SIGN MARK.

REFER SIGN SCHEDULE (AG601)

REVIEWED BY

DRAWN BY:

DESIGNED BY:

PLOT DATE: PLOT SCALE:

DRAWING NO. AMP-400-E-

OF

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SENSITIVE SECURITY INFORMATION WARNING: This record contains Sensitive Security Information that is controlled under 49 CFR parts 15 and 1520, except with written permission of the Secretary of Transportation. Unauthorized release may result in civil penalty or other action. For U.S. government agencies, public disclosure is governed by 5 U.S.C. 552 and 49 CFR 15 and 1520.

DEPARTMENT OF TRANSPORTATION

FEDERAL AVIATION ADMINISTRATION

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

DATE:

APPROVED BY:

ISSUED BY

OFFICE OF:

FACILITY

MANAGEMENT

AMP-400

PROJECT MANAGER:

WORK REQUEST NO:

BASE MAINTENANCE BUILDING

12/20/19

As indicated1/24/2020 12:12:29 PM

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RENOVATION OF BMB-15

(BASE MAINTENANCE BUILDING)

6125 SW 68TH ST, OKLAHOMA CITY, OK

SIGNAGE PLAN -AREA C (PHASE 1)

AG113BW

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MONTE THURMAN,

AMP-400

2014-004363

MONTE THURMAN,

AMP-400

SCALE: 1/8" = 1'-0"A-101 AG113

1 SIGNAGE PLACEMENT PLAN - AREA C (PHASE 1)

SYMBOL DESCRIPTION DATE APPR

A B C

14 14

13 13

12 12

11 11

10 10

9 9

A.5

B.5

14.7 14.7

AA

FOR CONTINUATION, RE: SHEET AF122.

CONFERENCE 1

(SEATS 24)

A112

BREAKOUT 1

A116

RE

SP

IT

E

A1

CONFERENCE 2

(SEATS 5-6)

A115

RE

SP

IT

E

A1

RE

SP

IT

E

A1

TEAM LEAD

(AMP-400)

A103

TEAM LEAD

(AMP-400)

A104

TEAM LEAD

(AMP-400)

A105

RECEPTION

(AMP-300/400)

A102

DIVISION

MANAGER

(AMP-400)

A107

DIVISION

MANAGER

(AMP-300)

A108

TEAM LEAD

(AMP-300)

A109

TEAM LEAD

(AMP-300)

A110

FILE/WORK

A124

TEAM LEAD

(AMP-100)

B110

TEAM LEAD

(AMP-100)

B109

FMS SEC.

(AMP-300)

A114

FILE

B106

BREAK ROOM

A125

COMMON

CIRCULATION

A118

RE

SP

IT

E

A1

PLOTTER &

DRAWING

STORAGE

A117

CONFERENCE 3

(SEATS 16)

B101

1A 2A 2A

1A

1A 1A 1A 1A 1A 1A 1A 1A

1A 1A

DI

1A

1A 1A

1A1A

DIVISION

MANAGER

(AMP-100)

B111

DI

1A1B

1A 1A 1A

STORAGE

B105

CORRIDOR

B102

OPEN OFFICE

A123

FILE

B107

RECEPTION

(AMP 100)

B108

EX1 EX1

EX1

DC

B

A

KEY PLAN

1. REFER SHEET AG601 FOR DETAIL DRAWINGS

DEPICTING ALL SIGN TYPES SCHEDULED

HERE, AND FOR A TYPICAL DETAIL SHOWING

MOUNTING HEIGHTS.

GENERAL NOTES (SIGNAGE):

SYMBOL LEGEND:

INDICATES SIGN MARK.

REFER SIGN SCHEDULE (AG601)

REVIEWED BY

DRAWN BY:

DESIGNED BY:

PLOT DATE: PLOT SCALE:

DRAWING NO. AMP-400-E-

OF

LO

C

AL

F

T D

AT

E:

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J O

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O

C

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TR

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F

A

B

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D

E

F

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A

B

C

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F

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SENSITIVE SECURITY INFORMATION WARNING: This record contains Sensitive Security Information that is controlled under 49 CFR parts 15 and 1520, except with written permission of the Secretary of Transportation. Unauthorized release may result in civil penalty or other action. For U.S. government agencies, public disclosure is governed by 5 U.S.C. 552 and 49 CFR 15 and 1520.

DEPARTMENT OF TRANSPORTATION

FEDERAL AVIATION ADMINISTRATION

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

DATE:

APPROVED BY:

ISSUED BY

OFFICE OF:

FACILITY

MANAGEMENT

AMP-400

PROJECT MANAGER:

WORK REQUEST NO:

BASE MAINTENANCE BUILDING

12/20/19

As indicated1/24/2020 12:13:03 PM

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RENOVATION OF BMB-15

(BASE MAINTENANCE BUILDING)

6125 SW 68TH ST, OKLAHOMA CITY, OK

SIGNAGE PLAN -AREA A (PHASE 2)

AG121BW

ID

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12/20/19

MONTE THURMAN,

AMP-400

2014-004363

MONTE THURMAN,

AMP-400

SCALE: 1/8" = 1'-0"A-101 AG121

1 SIGNAGE PLACEMENT PLAN - AREA A (PHASE 2)

B

B

C

C

D

D

9 9

8 8

7 7

6 6

A.5

A.5 B.5

B.5

6.1 6.1

AA

AA

FOR CONTINUATION, RE: SHEET AG121.

FOR CONTINUATION, RE: SHEET AG113.

CORRIDOR

B123

TEAM LEAD

(AMP-100)

B110

TEAM LEAD

(AMP-100)

B109

FILE

B106

CONFERENCE 3

(SEATS 16)

B101

W O

M

EN

(N O

RT

H)

B1

NO

RT

H) B1

2A 2A1A

UNISEX TLT /

SHELTER

B117

JANITOR

B118

1A

2A1A

TS2

1B

SYSTEMS

B116

TELECOM

B115

VESTIBULE

B114

ELEC.

C122

1B

1B1B

FOR CONTINUATION, RE: SHEET AG113.

FILE

B107

RECEPTION

(AMP 100)

B108

DIVISION

MANAGER

(AMP-100)

B111

AMP-100 OFFICES

B112

STORAGE

B105

CORRIDOR

B102

CORRIDOR

B113

STOR

B103A

STOR

B104A

CORRIDOR

B121

CARPENTRY

SHOP

B120

STORAGE

B119

DI EX1

1B1B

1A 1A 1A

EX1

1A

1A

1A

1B 1A

1A DI

DI

1A

1B 1A

1A

D2 ABOVE

TS1

EX1

EX1

DC

B

A

KEY PLAN

1. REFER SHEET AG601 FOR DETAIL DRAWINGS

DEPICTING ALL SIGN TYPES SCHEDULED

HERE, AND FOR A TYPICAL DETAIL SHOWING

MOUNTING HEIGHTS.

GENERAL NOTES (SIGNAGE):

SYMBOL LEGEND:

INDICATES SIGN MARK.

REFER SIGN SCHEDULE (AG601)

REVIEWED BY

DRAWN BY:

DESIGNED BY:

PLOT DATE: PLOT SCALE:

DRAWING NO. AMP-400-E-

OF

LO

C

AL

F

T D

AT

E:

LW

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J O

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C

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TR

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F

A

B

C

D

E

F

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A

B

C

D

E

F

G

TE

M

PL

AT

E:

SENSITIVE SECURITY INFORMATION WARNING: This record contains Sensitive Security Information that is controlled under 49 CFR parts 15 and 1520, except with written permission of the Secretary of Transportation. Unauthorized release may result in civil penalty or other action. For U.S. government agencies, public disclosure is governed by 5 U.S.C. 552 and 49 CFR 15 and 1520.

DEPARTMENT OF TRANSPORTATION

FEDERAL AVIATION ADMINISTRATION

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

DATE:

APPROVED BY:

ISSUED BY

OFFICE OF:

FACILITY

MANAGEMENT

AMP-400

PROJECT MANAGER:

WORK REQUEST NO:

BASE MAINTENANCE BUILDING

12/20/19

As indicated1/24/2020 12:17:03 PM

BI

M

FA

A M

M

AC

B as e M ai nt en an ce B ui ld in g/

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-B

M B

R en ov at io n

Ty pe

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1/

/2

:1 7:

P

M

RENOVATION OF BMB-15

(BASE MAINTENANCE BUILDING)

6125 SW 68TH ST, OKLAHOMA CITY, OK

SIGNAGE PLAN -AREA B (PHASE 2)

AG122BW

ID

2014-004363

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6.

0 2

12/20/19

MONTE THURMAN,

AMP-400

2014-004363

MONTE THURMAN,

AMP-400

SCALE: 1/8" = 1'-0"A-101 AG122

1 SIGNAGE PLACEMENT PLAN - AREA B (PHASE 2)

DESIGN WIND SPEED: 250 MPH

SIGN TYPE "TS1"SIGN TYPE "EX1"

6"

SIGN TYPE "2A"

(RESTROOM SIGNS)

SIGN TYPE "1B"

SIGN TYPE "1A"

ROOM NAME

GRADE 2 BRAILLE

GRADE 2 BRAILLE

ROOM NUMBER

ROOM NUMBER

GRADE 2

BRAILLE

3/4

4"

8"

8"

3/4

4"

8"

3/4

1 1 /2"

WOMENMEN

RESTROOM

GRADE 2 BRAILLE

"MEN" "WOMEN" OR

"RESTROOM" PER

SCHEDULE

INTERNATIONAL SYMBOL

OF ACCESSBILITY

4 1/2"

3"

4" 4"

4 1/2"

GENERAL SIGNAGE NOTES:

3"

2 1/2"2 1/2"

4" 1"

5/8

8"

7"

8"

2 1/2"

3"

8"

SIGN TYPE "D1"

SIGN TYPE "TS2"

NO SMOKING

WITHIN 25 FEET OF

THIS ENTRANCE

1" 4"

1"

4"

9"

SIGN TYPE "D2"

9"

INTERNATIONAL

SYMBOL OF

ACCESSBILITY

TORNADO

SYMBOL

EDGE OF WALL

BASIS-OF-DESIGN PRODUCT: “INFORM” TRANSLUCENT PLAQUE SIGN,

AS MANUFACTURED BY ASI SIGN SYSTEMS. SIGNS ARE PRECISION

MOLDED WITH FULLY INTEGRATED GRAPHICS AND MADE OF EXTRUDED

ENGINEERED PVC/ACRYLIC ALLOY WITH INTEGRAL BACKGROUND

COLORS AND HIGH IMPACT RESISTANCE

SIGN CONSTRUCTION:

• TRANSLUCENT PLAQUE PANEL: EXTRUDED CLEAR ACRYLIC, 0.125

INCH THICK, WITH MATTE (NON-GLARE) SURFACE TEXTURE

• CONSTRUCTION: ONE-PIECE; ADDED ON OR ENGRAVED

CHARACTERS NOT ACCEPTABLE

• BACK-PLATE: 0.125 INCH THICKNESS, BACKGROUND COLOR TO BE

SELECTED FROM MANUFACTURER’S STANDARD PAINT COLORS,

SUBSURFACE APPLIED.

• SIGN SHAPE/SIZES: AS INDICATED.

• PLAQUE EDGE DETAIL: STRAIGHT

• ALL SIGNS ARE INTERIOR-RATED, EXCEPT SIGN TYPE “D1” & SIGN

NUMBERS 001, 003 & 006 (TYPE "1A"). PROVIDE EXTERIOR-RATED

SIGNS FOR THESE SIGNS ONLY.

TACTILE GRAPHICS AND TEXT:

• PROVIDE TACTILE COPY AND GRADE 2 BRAILLE RAISED 1/32 INCH

MINIMUM FROM PLAQUE SURFACE USING MANUFACTURER’S CO-

MOLDING PROCESS.

• PROVIDE LETTERING AND GRAPHICS PRECISELY FORMED,

UNIFORMLY OPAQUE TO COMPLY WITH RELEVANT ADA

REGULATIONS AND REQUIREMENTS INDICATED FOR SIZE, STYLE,

SPACING, CONTENT, POSITION, AND COLORS.

• TYPEFACE AS SELECTED FROM THE MANUFACTURER’S

STANDARD SANS SERF TYPEFACES, UPPER CASE LETTERS,

MINIMUM HEIGHT 5/8”, MAXIMUM HEIGHT 2”

• PROVIDE TEXT SCHEDULE FOR GOVT. REVIEW AND APPROVAL

BEFORE BEGINNING SIGN FABRICATION

• COLOR OF TEXT & RAISED CHARACTERS COLOR: TO BE SELECTED

FROM MANUFACTURER’S STANDARD COLOR CHART

• BACKGROUND COLOR: HIGH-CONTRAST, SEMI-MATTE INTEGRAL

COLORS FOR GRAPHICS. ALL INTEGRAL COLORS ARE U.V.

STABILIZED RESINS UTILIZING INDUSTRIAL GRADE PIGMENTS.

SELECT COLORS TO BE SELECTED FROM MANUFACTURER’S

STANDARD COLOR CHART.

TORNADO

SHELTER

BUILDER: XXXX XXXXX, XXX.

8 1/2"

4 1 /2"

5"

TORNADO SHELTER

LOCATION MAP

DESIGN WIND SPEED: 250 MPH

BUILDER: XXXX XXXXX, XXX.

2 1 /2"

6" 2 1

/2"

1/2" 7 1/2" 1/2" 8 1/2"

5/8 "3/8

1 1 /2"

1/2

SIGN TYPE "DL1"

9"

1'- 0"

4'- 6"

IF

O

NE

S

IG

N

5'- 0"

A

FF

IF

T

W O

SI

GN

S

STRIKE/LATCH SIDE OF

DOOR FRAME

SIGN TYPE 1A, 1B, OR 2A

(INTERIOR)

SIGN TYPE D1

(EXTERIOR)

SIGN TYPE 1A BENEATH

TYPE 2A (TYP. AT

RESTROOMS)

SIGN TYPE D2

7'- 4"

T O

BO

TT

OM

O

F

SI

GN

EQ EQ

SIGN TYPE D2 (INTERIOR)

9" 1'-0"

4'- 6"

IF

O

NE

S

IG

N

5'- 0"

AF

F

IF

T

W O

SI

GN

S

1'- 0"

4'- 6"

SIGN TYPE 2A (INTERIOR)

SIGN TYPE 1A BENEATH TYPE 2A

(TYP. AT RESTROOMS)

SIGN TYPE TSI (INTERIOR)

1'-6

20'-11"

18" HIGH x 1" THICK DIMENSIONAL LETTERS. FONT: ARIAL

REVIEWED BY

DRAWN BY:

DESIGNED BY:

PLOT DATE: PLOT SCALE:

DRAWING NO. AMP-400-E-

OF

LO

C

AL

F

T D

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E:

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PB

J O

B N

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EN

TR

AL

F

A

B

C

D

E

F

G

A

B

C

D

E

F

G

TE

M

PL

AT

E:

SENSITIVE SECURITY INFORMATION WARNING: This record contains Sensitive Security Information that is controlled under 49 CFR parts 15 and 1520, except with written permission of the Secretary of Transportation. Unauthorized release may result in civil penalty or other action. For U.S. government agencies, public disclosure is governed by 5 U.S.C. 552 and 49 CFR 15 and 1520.

DEPARTMENT OF TRANSPORTATION

FEDERAL AVIATION ADMINISTRATION

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

DATE:

APPROVED BY:

ISSUED BY

OFFICE OF:

FACILITY

MANAGEMENT

AMP-400

PROJECT MANAGER:

WORK REQUEST NO:

BASE MAINTENANCE BUILDING

12/20/19

As indicated12/20/2019 4:17:09 PM

BI

M

FA

A M

M

AC

B as e M ai nt en an ce B ui ld in g/

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R en ov at io n

Ty pe

B -A rc h.

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0/

:1 7:

P

M

RENOVATION OF BMB-15

(BASE MAINTENANCE BUILDING)

6125 SW 68TH ST, OKLAHOMA CITY, OK

SIGNAGE DETAILS

AG601BW

ID

2014-004363

-1

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0 1

6.

0 2

12/20/19

MONTE THURMAN,

AMP-400

2014-004363

MONTE THURMAN,

AMP-400

SCALE: 1/2" = 1'-0"AG601

TYP. INSTALLATION DETAIL AT ROOM

IDENTIFICATION SIGNAGE

SCALE: 1/2" = 1'-0"AG601

TYP. INSTALLATION DETAIL AT

TOILET/SHELTER ENTRANCE

C R

DC

B

A

KEY PLAN

FOR CONTINUATION, RE: SHEET IF113.

FO

R

C O

N

TI

N U

AT

IO

N , R

E:

S

H

EE

T I F

3.

CO

RR

ID

O

R B1

WELDING BOOTH

C124 STAIR

C119

ELEC.

C122

LOCKERS

C121

SHOWER

C120

TELECOM

B115

SYSTEMS

B116

UNISEX TLT /

SHELTER

B117 JANITOR

B118

CARPENTRY

SHOP

B120

PAINT SHOP

(VERIFY)

UNASSIGNED

B000

CART STORAGE

B124

AMP-100 IH LAB

B125

A. FURNITURE IS SHOWN HERE FOR INFORMATION AND

COORDINATION ONLY.

B. UNLESS NOTED OTHERWISE, PROCUREMENT AND INSTALLATION

OF ALL FURNITURE IS GOVERNMENT FURNISHED & INSTALLED

(GF/GI) AND ARE NOT PART OF THIS CONTRACT.

GENERAL NOTES FOR FURNITURE:

REVIEWED BY

DRAWN BY:

DESIGNED BY:

PLOT DATE: PLOT SCALE:

DRAWING NO. AMP-400-E-

OF

LO

C

AL

F

T D

AT

E:

LW

PB

J O

B N

O

C

EN

TR

AL

F

A

B

C

D

E

F

G

A

B

C

D

E

F

G

TE

M

PL

AT

E:

SENSITIVE SECURITY INFORMATION WARNING: This record contains Sensitive Security Information that is controlled under 49 CFR parts 15 and 1520, except with written permission of the Secretary of Transportation. Unauthorized release may result in civil penalty or other action. For U.S. government agencies, public disclosure is governed by 5 U.S.C. 552 and 49 CFR 15 and 1520.

DEPARTMENT OF TRANSPORTATION

FEDERAL AVIATION ADMINISTRATION

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

DATE:

APPROVED BY:

ISSUED BY

OFFICE OF:

FACILITY

MANAGEMENT

AMP-400

PROJECT MANAGER:

WORK REQUEST NO:

BASE MAINTENANCE BUILDING

12/20/19

As indicated1/24/2020 4:28:11 PM

BI

M

FA

A M

M

AC

B as e M ai nt en an ce B ui ld in g/

M M

AC

-B

M B

R en ov at io n

Ty pe

B -A rc h.

rv t

1/

/2

4:

:1

PM

RENOVATION OF BMB-15

(BASE MAINTENANCE BUILDING)

6125 SW 68TH ST, OKLAHOMA CITY, OK

FURNITURE PLAN - AREA B

(PHASE 1)

IF112BW

ID

2014-004363

-1

5-

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A

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12/20/19

MONTE THURMAN,

AMP-400

2014-004363

MONTE THURMAN,

AMP-400

SCALE: 1/8" = 1'-0"A-101 IF112

1 FURNITURE PLAN - AREA B (PHASE 1)

DC

B

A

KEY PLAN

FOR CONTINUATION, RE: SHEET IF112.

OFFICE

C115B

WELDING BOOTH

C124

METALSHOP

C123

ONSITE ISSUE

(TOOL/PARTS RM)

C118

STAIR

C119

ELEC.

C122

LOCKERS

C121

SHOWER

C120

CO

RR

ID

O

R C

CORRIDOR

C103

JAN.

CONTRACTORS

C108

JAN. CONT.

MANAGER

C109

CCMS-O&M

CONTRACTORS

C111

SERVICE ORDER

DISPATCH

C110

STORAGE

C112

JAN.

C104

M

EN

(S O

UT

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C

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C107B

CORRIDOR

C113

CONTRACTOR

BREAK AREA

C116

OFFICE

C115A

CONTRACTOR

SUPPORT

OFFICES

C115

CART STORAGE

B124

AMP-100 IH LAB

B125

A. FURNITURE IS SHOWN HERE FOR INFORMATION AND

COORDINATION ONLY.

B. UNLESS NOTED OTHERWISE, PROCUREMENT AND INSTALLATION

OF ALL FURNITURE IS GOVERNMENT FURNISHED & INSTALLED

(GF/GI) AND ARE NOT PART OF THIS CONTRACT.

GENERAL NOTES FOR FURNITURE:

REVIEWED BY

DRAWN BY:

DESIGNED BY:

PLOT DATE: PLOT SCALE:

DRAWING NO. AMP-400-E-

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DEPARTMENT OF TRANSPORTATION

FEDERAL AVIATION ADMINISTRATION

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

DATE:

APPROVED BY:

ISSUED BY

OFFICE OF:

FACILITY

MANAGEMENT

AMP-400

PROJECT MANAGER:

WORK REQUEST NO:

BASE MAINTENANCE BUILDING

12/20/19

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6125 SW 68TH ST, OKLAHOMA CITY, OK

FURNITURE PLAN - AREA C

(PHASE 1)

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MONTE THURMAN,

AMP-400

2014-004363

MONTE THURMAN,

AMP-400

SCALE: 1/8" = 1'-0"A-101 IF113

1 FURNITURE PLAN - AREA C (PHASE 1)

DC

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TEAM LEAD

(AMP-400)

A103

TEAM LEAD

(AMP-400)

A104

TEAM LEAD

(AMP-400)

A105

CONFERENCE 1

(SEATS 24)

A112

BREAKOUT 1

A116

CONFERENCE 2

(SEATS 5-6)

A115

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A107

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(AMP-300)

A108

TEAM LEAD

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A109

TEAM LEAD

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A110

WAITING AREA

A106

RECEPTION

(AMP-300/400)

A102

VESTIBULE

A101

CONFERENCE 3

(SEATS 16)

B101

PLOTTER &

DRAWING

STORAGE

A117

FOR CONTINUATION, RE: SHEET IF122.

TEAM LEAD

(AMP-100)

B110

STORAGE

B105

AMP-100 OFFICES

B112

DIVISION

MANAGER

(AMP-100)

B111

RECEPTION

(AMP 100)

B108

FILE

B107

A. FURNITURE IS SHOWN HERE FOR INFORMATION AND

COORDINATION ONLY.

B. UNLESS NOTED OTHERWISE, PROCUREMENT AND INSTALLATION

OF ALL FURNITURE IS GOVERNMENT FURNISHED & INSTALLED

(GF/GI) AND ARE NOT PART OF THIS CONTRACT.

GENERAL NOTES FOR FURNITURE:

REVIEWED BY

DRAWN BY:

DESIGNED BY:

PLOT DATE: PLOT SCALE:

DRAWING NO. AMP-400-E-

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DEPARTMENT OF TRANSPORTATION

FEDERAL AVIATION ADMINISTRATION

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

DATE:

APPROVED BY:

ISSUED BY

OFFICE OF:

FACILITY

MANAGEMENT

AMP-400

PROJECT MANAGER:

WORK REQUEST NO:

BASE MAINTENANCE BUILDING

12/20/19

As indicated1/24/2020 4:28:21 PM

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RENOVATION OF BMB-15

(BASE MAINTENANCE BUILDING)

6125 SW 68TH ST, OKLAHOMA CITY, OK

FURNITURE PLAN - AREA A

(PHASE 2)

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AMP-400

2014-004363

MONTE THURMAN,

AMP-400

SCALE: 1/8" = 1'-0"A-101 IF121

1 FURNITURE PLAN - AREA A (PHASE 2)

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B113

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B116

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B117

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AMP-100 OFFICES

B112

DIVISION

MANAGER

(AMP-100)

B111

RECEPTION

(AMP 100)

B108

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B107

CART STORAGE

B124

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B125

ELEC.

C122

A. FURNITURE IS SHOWN HERE FOR INFORMATION AND

COORDINATION ONLY.

B. UNLESS NOTED OTHERWISE, PROCUREMENT AND INSTALLATION

OF ALL FURNITURE IS GOVERNMENT FURNISHED & INSTALLED

(GF/GI) AND ARE NOT PART OF THIS CONTRACT.

GENERAL NOTES FOR FURNITURE:

REVIEWED BY

DRAWN BY:

DESIGNED BY:

PLOT DATE: PLOT SCALE:

DRAWING NO. AMP-400-E-

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SENSITIVE SECURITY INFORMATION WARNING: This record contains Sensitive Security Information that is controlled under 49 CFR parts 15 and 1520, except with written permission of the Secretary of Transportation. Unauthorized release may result in civil penalty or other action. For U.S. government agencies, public disclosure is governed by 5 U.S.C. 552 and 49 CFR 15 and 1520.

DEPARTMENT OF TRANSPORTATION

FEDERAL AVIATION ADMINISTRATION

MIKE MONRONEY AERONAUTICAL CENTER - OKLAHOMA CITY, OKLAHOMA

DATE:

APPROVED BY:

ISSUED BY

OFFICE OF:

FACILITY

MANAGEMENT

AMP-400

PROJECT MANAGER:

WORK REQUEST NO:

BASE MAINTENANCE BUILDING

12/20/19

As indicated1/24/2020 4:28:25 PM

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B -A rc h.

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1/

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4:

:2

PM

RENOVATION OF BMB-15

(BASE MAINTENANCE BUILDING)

6125 SW 68TH ST, OKLAHOMA CITY, OK

FURNITURE PLAN - AREA B

(PHASE 2)

IF122BW

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2014-004363

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MONTE THURMAN,

AMP-400

2014-004363

MONTE THURMAN,

AMP-400

SCALE: 1/8" = 1'-0"A-101 IF122

1 FURNITURE PLAN - AREA B (PHASE 2)

1.GENERAL INFORMATION

A. GOVERNING BUILDING CODE: 2009 INTERNATIONAL BUILDING CODE (IBC-2009).

B. BUILDING CLASSIFICATION: THE BUILDING CLASSIFICATION ACCORDING TO IBC-2009 TABLE

1604.5 AND ASCE 7-05 TABLE 1-1 IS CATEGORY II.

C. CONTRACT DOCUMENTS: THE CONTRACT DOCUMENTS CONSIST OF THE AGREEMENT BETWEEN THE

OWNER AND CONTRACTOR, CONDITIONS OF THE CONTRACT, DRAWINGS, SPECIFICATIONS, ADDENDA

ISSUED PRIOR TO EXECUTION OF THE CONTRACT, OTHER DOCUMENTS LISTED IN THE AGREEMENT

AND MODIFICATIONS ISSUED AFTER EXECUTION OF THE CONTRACT.

D. CORRELATION OF THE CONTRACT DOCUMENTS: THE CONTRACT DOCUMENTS ARE COMPLIMENTARY, AND WHAT IS REQUIRED BY ONE SHALL BE AS BINDING AS IF REQUIRED BY ALL. IF

CONFLICTING REQUIREMENTS ARE FOUND BETWEEN THE DRAWINGS, SPECIFICATIONS AND/OR

THESE GENERAL NOTES, THE MORE STRINGENT PROVISION SHALL CONTROL UNLESS DIRECTED

OTHERWISE IN WRITING BY THE STRUCTURAL ENGINEER.

E. THE HARDENED TORNADO SHELTER HAS BEEN DESIGNED, AND SHALL BE DETAILED AND

CONSTRUCTED, IN ACCORDANCE WITH ICC-500 (2008) CRITERIA AND FEMA-361 GUIDELINES.

F. ELEVATIONS: REFERENCE ELEVATION OF 100'-0" EQUALS THE MAIN FINISHED FLOOR

ELEVATION OF THE BUILDING. REFER CIVIL FOR CORRELATION WITH ACTUAL ELEVATIONS.

2.DESIGN LOADS

A. DEAD LOAD: SELF WEIGHT OF MATERIALS, UNLESS NOTED OTHERWISE

B. ROOF DEAD LOAD:

1) BUILT UP ROOF................................................6 PSF

2) INSULATION...................................................2 PSF

3) DECK.........................................................2 PSF

4) BEAMS, JOISTS & BRIDGING.....................................4 PSF

5) CEILING......................................................2 PSF

6) MISC (LIGHTING, DUCTWORK, PIPING, ETC.)......................6 PSF

7) TOTAL.......................................................22 PSF

C. LIVE LOADS:

1) ROOF LIVE LOAD (NONREDUCIBLE)...............................20 PSF

2) SHELTER ROOF LIVE LOAD.....................................100 PSF

D. WIND LOADS:

1) GOVERNING CODE:..........................................ASCE 7-05

2) IMPORTANCE FACTOR, Iw:........................................1.00

3) TOPOGRAPHIC FACTOR, Kt........................................1.00

4) DIRECTIONALITY FACTOR (MAIN), Kd..............................0.85

5) DIRECTIONALITY FACTOR (SHELTER), Kd...........................1.00

6) EXPOSURE CATEGORY:...............................................C

7) WIND VELOCITY (MAIN), V:....................................90 MPH

8) WIND VELOCITY (SHELTER), V:................................250 MPH

9) INTERNAL PRESSURE COEFFICIENT (MAIN) ......................+/-0.18

10)INTERNAL PRESSURE COEFFICIENT (SHELTER) ...................+/-0.55

E. SNOW LOADS:

1) GOVERNING CODE:..........................................ASCE 7-05

2) IMPORTANCE FACTOR, Is:.........................................1.0

3) GROUND SNOW LOAD, Pg:.......................................10 PSF

4) EXPOSURE FACTOR, Ce:...........................................1.0

5) ROOF SLOPE FACTOR, Cs:.........................................1.0

6) CALCULATED FLAT ROOF SNOW LOAD, Pf:..........................7 PSF

7) MINIMUM FLAT ROOF SNOW LOAD, I*Pf:..........................10 PSF

8) RAIN ON SNOW SURCHARGE LOAD:.................................5 PSF

9) DRIFT LOADS:.............................................ASCE 7-05

F. SEISMIC DESIGN CRITERIA:

1) GOVERNING CODE:..........................................ASCE 7-05

2) IMPORTANCE FACTOR, Ie:.........................................1.0

3) SOIL SITE CLASSIFICATION:........................................C

4) 0.2 SEC. MAPPED SPECTRAL ACCELERATION, Ss:...................0.279

5) 1.0 SEC. MAPPED SPECTRAL ACCELERATION, S1:...................0.079

6) SITE COEFFICIENT, 0.2 SEC. PERIOD, Fa:........................1.20

7) SITE COEFFICIENT, 1.0 SEC. PERIOD, Fv:........................1.70

8) 0.2 SEC. DESIGN SPECTRAL ACCELERATION, Sds:..................0.223

9) 1.0 SEC. DESIGN SPECTRAL ACCELERATION, Sd1:..................0.090

10)SEISMIC DESIGN CATEGORY:.........................................B

11)SEISMIC PARAMETERS:

A) SEISMIC FORCE RESISTING SYSTEM: STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY

DETAILED FOR SEISMIC RESISTANCE AND DETAILED PLAIN MASONRY SHEAR WALLS

B) RESPONSE MODIFICATION COEFFICIENT, R:.....................2.00

C) SYSTEM OVERSTRENGTH FACTOR, O:............................2.50

D) DEFLECTION AMPLIFICATION FACTOR, Cd:......................1.75

E) ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE METHOD.

F) SEISMIC RESPONSE COEFFICIENT, Cs:........................0.112

G) TOTAL LATERAL BASE SHEAR, V:..........................180 KIPS

3.MATERIAL DESIGN VALUES

A. CONCRETE (MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS, NORMAL WEIGHT U.N.O.):

1) FOUNDATIONS:.............................................3,000 PSI

2) CONCRETE SLAB-ON-GRADE:..................................4,000 PSI

3) ALL OTHER STRUCTURAL CONCRETE, U.N.O:....................4,000 PSI

B. CONCRETE AND MASONRY REINFORCEMENT (MINIMUM YIELD STRENGTH)

1) ALL PLAIN AND DEFORMED BARS (ASTM A615, GRADE 60)......FY = 60 KSI

2) WELDED WIRE FABRIC (ASTM A184) ........................FY = 60 KSI

3) WELDABLE REINFORCING BARS (ASTM A706) .................FY = 60 KSI

C. STRUCTURAL STEEL (MINIMUM YIELD STRENGTH)

1) ALL WIDE FLANGE SHAPES (ASTM A992)....................FY = 50 KSI

2) STRUCTURAL TUBES (ASTM A500, GRADE B)..................FY = 46 KSI

3) PIPES (ASTM A53, GRADE B)..............................FY = 35 KSI

4) ANCHOR RODS (ASTM F1554, GRADE 55, WELDABLE) ..........FY = 55 KSI

5) DEFORMED BAR ANCHORS (ASTM A496).......................FY = 70 KSI

6) ALL OTHER SHAPES AND PLATES UNLESS NOTED (ASTM A36)....FY = 36 KSI

D. COLD FORMED STEEL (MINIMUM YIELD STRENGTH)

1) ROOF DECK (ASTM A653, SS GRADE 33, G-60 GALVANIZED)....FY = 33 KSI

2) COMPOSITE FLOOR DECK (ASTM A653, SS GRADE 50, G-60

GALVANIZED)............................................FY = 50 KSI

3) COLD FORMED METAL STUDS (ASTM A1003/A, GRADE ST33H, G-90

GALVANIZED)............................................FY = 33 KSI

4) COLD FORMED METAL CLIPS (ASTM A653, SS GRADE 50,G-90

GALVANIZED)............................................FY = 50 KSI

4.EXISTING CONSTRUCTION

A. ALL DIMENSIONS, PLUMBNESS, AND DETAILS FOR THE EXISTING STRUCTURE SHALL BE VERIFIED

IN THE FIELD PRIOR TO PROCEEDING WITH ANY DEMOLITION OR INSTALLATION OF NEW WORK.

B. COORDINATE WITH DESIGN TEAM TO PROVIDE PARTIAL DEMOLITION AND ACCESS TO SELECT

LOCATIONS WITHIN THE STRUCTURE TO OBSERVE EXISTING CONDITIONS PRIOR TO START OF

PRIMARY WORK.

C. PRIOR TO DEMOLITION OR INSTALLATION OF NEW WORK, THE CONTRACTOR SHALL MAKE WRITTEN

DOCUMENTATION IF UNFORESEEN CONDITIONS OCCUR IN THE EXISTING CONSTRUCTION. THESE

UNFORESEEN CONDITIONS SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR REVIEW

AND A WRITTEN RESPONSE BEFORE PROCEEDING WITH THE WORK.

D. THE CONTRACTOR SHALL PROVIDE AND INSTALL ALL SHORING, PROPS, AND GUYS REQUIRED FOR

THE TEMPORARY SUPPORT OF THE EXISTING STRUCTURE, UTILITIES, ETC. AS MAY BE

NECESSARY TO SAFELY COMPLETE DEMOLITION OR NEW WORK.

E. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING EXISTING UTILITIES, BOTH CHARTED

AND UNCHARTED BEFORE COMMENCING WITH ANY EXCAVATION OR DEMOLITION WORK. DEPTH OF

CONCRETE SAW SHALL BE SET SO AS NOT TO CUT ANY LOCAL EMBEDDED OR UNDER-FLOOR PIPING

OR WIRING WHICH IS TO REMAIN.

F. ALL DRILLING, CUTTING, DEMOLITION OR OTHER MODIFICATIONS TO EXISTING CONSTRUCTION

SHALL BE PERFORMED IN A MANNER THAT WILL NOT REDUCE THE STABILITY OR STRUCTURAL

INTEGRITY OF THE EXISTING CONSTRUCTION. WHEN SAW CUTTING, SPECIAL CARE SHALL BE

TAKEN TO NOT OVER CUT INTO AN EXISTING AREA OF STRUCTURE THAT WILL REMAIN.

G. CORING FOR PIPING OR CONDUIT THROUGH EXISTING STRUCTURAL MEMBERS IS NOT ALLOWED

UNLESS SPECIFICALLY SHOWN IN THE CONTRACT DOCUMENTS.

H. DAMAGE TO THE EXISTING STRUCTURE OR OTHER EXISTING BUILDING COMPONENTS CAUSED BY

DEMOLITION OPERATIONS SHALL BE REPAIRED BY THE CONTRACTOR TO A LEVEL ACCEPTABLE TO

THE OWNER'S REPRESENTATIVE.

I. THE PROJECT AREA SHALL BE MAINTAINED AS CLEAN AS POSSIBLE WITH DUST BEING LIMITED

AS MUCH AS PRACTICAL.

5.DEFERRED SUBMITTALS

J. SOME STRUCTURAL AND/OR OTHER BUILDING ELEMENTS ARE DESIGNATED AS VENDOR-DESIGNED IN

THE CONSTRUCTION DOCUMENTS. THESE ELEMENTS HAVE NOT BEEN INCLUDED IN THE BUILDING

PERMIT ISSUED BY THE BUILDING OFFICIAL AND REQUIRE THEIR DESIGN BE SUBSTANTIATED BY

DEFERRED SUBMITTALS.

K. DEFERRED DESIGN SUBMITTALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE AND

SHALL INCLUDE BOTH SHOP DRAWINGS AND SIGNED AND SEALED CALCULATIONS PERFORMED BY AN

ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED AND EXPERIENCED IN THE

DESIGN OF THE SPECIFIC BUILDING ELEMENT BEING SUBMITTED. THE FOLLOWING ITEMS ARE

CONSIDERED DEFERRED SUBMITTALS

1) STRUCTURAL STEEL CONNECTIONS

2) COLD-FORMED METAL FRAMING SYSTEMS

3) ROOF MOUNTED EQUIPMENT AND ASSOCIATED ANCHORAGES (FOR KFC FILE ONLY, WILL NOT BE

REVIEWED AND RETURNED)

4) EXTERIOR WINDOW AND/OR CURTAIN WALL SYSTEMS

L. DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE OWNER'S

REPRESENTATIVE WHO SHALL REVIEW THEM AND FORWARD THEM TO THE BUILDING OFFICIAL WITH

A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED AND

FOUND TO BE IN GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING.

M. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THE DEFERRED SUBMITTAL

DOCUMENTS HAVE BEEN APPROVED BY BOTH THE OWNER'S REPRESENTATIVE AND THE BUILDING

OFFICIAL.

N. ADDITIONAL ITEMS IMPACTING STRUCTURAL DESIGN, INCLUDING BUT NOT LIMITED TO,

ELEVATORS AND MECHANICAL EQUIPMENT WEIGHTS, SHALL BE SUBMITTED TO OWNER'S

REPRESENTATIVE FOR EVALUATION

6.FOUNDATION NOTES

A. GEOTECHNICAL REPORT: A GEOTECHNICAL ENGINEERING REPORT FOR THE FAA BASE MAINTANCE

BUILDING, MIKE MONRONEY AERONAUTICAL CENTER, OKLAHOMA CITY, OKLAHOMA WAS PERFORMED

BY TERRACON, DATED June 12, 2018 (TERRACON PROJECT NUMBER 03175259).

B. SITE SUB-GRADE PREPARATION:

1) STRIPPING: VEGETATION, TOPSOIL, DEBRIS, SOFT OR LOOSE SOIL, AND DELETERIOUS

MATERIALS IN THE CONSTRUCTION AREA SHALL BE REMOVED FROM THE SITE AND WASTED, OR

STOCKPILED FOR LATER USE IN A NON-LOAD BEARING AREA SUCH AS LANDSCAPING. THE

DEPTH OF REMOVAL SHOULD BE DETERMINED BY A REPRESENTATIVE OF THE GEOTECHNICAL

ENGINEER AT THE TIME OF CONSTRUCTION BUT SHALL NOT BE LESS THAN 8 INCHES.

2) UNDERCUTTING: AFTER PERFORMING THE INITIAL SITE STRIPPING, ADDITIONAL SOILS

SHALL BE UNDERCUT TO ALLOW THE PLACEMENT OF AT LEAST 3'-0” OF LOW VOLUME CHANGE

SELECT FILL TO FINISHED SUBGRADE ELEVATION FOR FUTURE SLAB SUPPORT. FINAL

REMOVAL DEPTHS SHALL BE DETERMINED BY THE GEOTECHNICAL ENGINEER

3) PROOF-ROLLING: AFTER STRIPPING AND EXCAVATING TO THE PROPOSED SUBGRADE LEVEL,

THE CONSTRUCTION AREA SHALL BE PROOF-ROLLED WITH A TANDEM AXLE DUMP TRUCK OR

SIMILAR RUBBER TIRED VEHICLE. SOILS WHICH ARE OBSERVED TO RUT OR DEFLECT

EXCESSIVELY (TYPICALLY GREATER THAN 1/2 INCH) UNDER THE MOVING LOAD (MINIMUM 8

TONS/AXLE) SHALL BE UNDERCUT AND RECOMPACTED IN PLACE OR REPLACED WITH PROPERLY

COMPACTED ENGINEERED FILL. THE RECOMPACTED SOIL OR IMPORTED STRUCTURAL FILL

SHALL BE MOISTURE CONDITIONED DURING PLACEMENT. THE PROOF-ROLLING AND

UNDERCUTTING ACTIVITIES SHALL BE WITNESSED BY A REPRESENTATIVE OF THE

GEOTECHNICAL ENGINEER AND SHALL BE PERFORMED DURING A PERIOD OF DRY WEATHER.

4) SCARIFICATION: AFTER PROOF ROLLING AND CORRECTING SOFT AREAS OR AREAS EXHIBITING

RUTTING OR PUMPING, THE SUBGRADE SOILS SHALL BE SCARIFIED AND COMPACTED TO AT

LEAST 95 PERCENT OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY AS DETERMINED BY

ASTM D698 FOR A DEPTH OF AT LEAST 8 INCHES BELOW THE SURFACE.

5) STRUCTURAL FILL: STRUCTURAL FILL MATERIALS SHALL BE FREE OF ORGANIC OR OTHER

DELETERIOUS MATERIAL, HAVE A MAXIMUM PARTICLE SIZE LESS THAN 3 INCHES, HAVE LESS

THAN 75% PASSING A NO. 200 SIEVE, HAVE A LIQUID LIMIT LESS THAN 40 AND

PLASTICITY INDEX OF 5 TO 15. GENERALLY ON-SITE NEAR-SURFACE SOILS ARE NOT

SUITABLE FOR USE AS STRUCTURAL FILL. ALL STRUCTURAL FILL SHALL BE TESTED AND

APPROVED BY THE GEOTECHNICAL ENGINEER.

6) STRUCTURAL FILL PLACEMENT: AFTER SUBGRADE PREPARATION AND TESTING HAVE BEEN

COMPLETED, FILL PLACEMENT THAT WILL BE REQUIRED TO ESTABLISH SITE DESIGN GRADES

SHALL BEGIN. THE FIRST LAYER OF FILL MATERIAL SHALL BE PLACED IN A RELATIVELY

UNIFORM HORIZONTAL LIFT AND ADEQUATELY KEYED INTO THE STRIPPED AND SCARIFIED

SUBGRADE SOILS. ACCURATE MOISTURE CONTROL WILL BE REQUIRED TO ACHIEVE THE

RECOMMENDED DEGREE OF COMPACTION. STRUCTURAL FILL SHALL BE COMPACTED TO AT LEAST

95 PERCENT OF STANDARD PROCTOR MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D698.

FILL SHALL BE PLACED IN MAXIMUM LIFTS OF 8 INCHES OF LOOSE MATERIAL. MATERIAL

SHALL BE MOISTURE CONDITIONED TO WITHIN 0 TO +3 PERCENTAGE POINTS OF THE OPTIMUM

MOISTURE CONTENT. IF WATER IS ADDED, IT SHALL BE UNIFORMLY APPLIED AND

THOROUGHLY MIXED INTO THE SOIL BY DISKING OR SCARIFYING. CARE SHALL BE TAKEN TO

APPLY COMPACTIVE EFFORT THROUGHOUT THE ENTIRE FILL AREA.

7) FILL PLACEMENT TESTING: EACH LIFT OF COMPACTED FILL SHALL BE TESTED BY A

GEOTECHNICAL TECHNICIAN AS DIRECTED BY THE GEOTECHNICAL ENGINEER PRIOR TO

PLACEMENT OF SUBSEQUENT LIFTS. FIELD DENSITY TESTS SHALL BE TAKEN AT A MINIMUM

OF ONE PER EVERY 2,500 SF, BUT AT LEAST THREE SETS OF DENSITY TESTS SHALL BE

TAKEN FOR EACH LIFT. IF THE BORROW OR SOURCE OF FILL CHANGES, A NEW REFERENCE

MOISTURE/DENSITY TEST SHALL BE PERFORMED.

8) SITE DRAINAGE: THE CONTRACTOR SHALL PROVIDE POSITIVE DRAINAGE AWAY FROM THE

AREAS OF EXCAVATION DURING CONSTRUCTION TO PREVENT PONDING UNDER FUTURE FLOOR

SLABS AND FOOTINGS. THE CONTRACTOR SHALL PROVIDE POSITIVE CUTOFF IN UTILITY

TRENCHES AS REQUIRED PREVENTING WATER MIGRATION INTO THE AREAS OF EXCAVATION AND

FUTURE FLOOR SLABS AND FOOTINGS. WATER INFILTRATION AND SEEPAGE BENEATH THE

FOUNDATION AND FLOOR SLABS SHOULD BE REDUCED AS MUCH AS POSSIBLE.

9) BACKFILL FOR UTILITY TRENCHES: STRUCTURAL FILL SHALL BE USED AS THE TRENCH

BACKFILL MATERIAL. UNLESS OTHERWISE SPECIFIED, THE BACKFILL FOR THE UTILITY

TRENCHES SHALL BE PLACED IN 4 TO 6 INCH LOOSE LIFTS AND COMPACTED TO A MINIMUM

OF 95% OF THE MAXIMUM DRY DENSITY ACHIEVED BY THE STANDARD PROCTOR TEST. THE

BACKFILL SOIL SHALL BE MOISTURE CONDITIONED TO 0 TO +3 PERCENTAGE POINTS OF THE

OPTIMUM MOISTURE CONTENT VALUE AS DETERMINED BY THE STANDARD PROCTOR TEST. UP

TO 4 INCHES OF BEDDING MATERIAL PLACED DIRECTLY UNDER THE PIPES OR CONDUITS

PLACED IN THE UTILITY TRENCH CAN BE COMPACTED TO THE 90% COMPACTION CRITERIA

WITH RESPECT TO STANDARD PROCTOR MAXIMUM DRY DENSITY. COMPACTION TESTING SHALL

BE PERFORMED FOR EVERY 200 CUBIC YARDS OF TRENCH BACKFILL PLACED OR FOR EACH

LIFT WITHIN 200 LINEAR FEET OF TRENCH, WHICHEVER IS LESS. BACKFILL OF UTILITY

TRENCHES SHALL NOT BE PERFORMED WITH WATER STANDING IN THE TRENCH.

10)ANTICIPATED SETTLEMENT: THE STRUCTURE SHOULD EXPERIENCE MAXIMUM SETTLEMENT OF

LESS THAN 1 INCH IF THE SITE IS PREPARED AS DISCUSSED.

C. DRILLED PIER FOUNDATIONS:

1) EXISTING PIERS: EXISTING COLUMNS ARE SUPPORTED BY EXISTING BELLED PIERS. PIERS

HAVE BEEN EVALUATED BASED ON THE DATA SHOWN IN THE RECORD DRAWINGS. PIERS ARE

SHOWN TO BEAR AT 8'-6” BELOW FINISHED FLOOR AND HAVE AN ALLOWALBE BEARING

CAPACITY OF 10,000 PSF.

2) NEW PIERS: DRILLED CAST-IN-PLACE PIERS SHALL BE FOUNDED A MINIMUM DEPTH OF 2

FEET INTO THE WEATHERED SHALE AND SHALL BE A MINIMUM LENGTH OF AT LEAST 4 PIER

DIAMETERS. ADDITIONALLY, PIERS SHALL HAVE A MINIMUM CLEAR SPACING OF THREE PIER

DIAMETERS. PIERS INSTALLED IN THIS MANNER SHALL BE DESIGNED FOR 15,000 PSF

ENDBEARING AND 1,500 PSF SKIN FRICTION FOR THAT PORTION OF THE PIER IN CONTACT

WITH THE SHALE.

3) TEMPORARY CASING IS NOT ANTICIPATED BUT MAY BE REQUIRED IN ORDER TO SEAL OUT

GROUNDWATER OR SLOUGHING SOILS. THE CONTRACTOR SHALL PROVIDE UNIT PRICING TO ADD

EACH LINEAL FOOT OF CASING FOR EACH PIER DIAMETER IN THE EVENT CASINGS ARE

REQUIRED. UNIT LENGTHS OF CASING SHALL BE FROM DETAILED TOP OF HIGHER PIER

ELEVATION TO TOP OF BEARING STRATUM ELEVATION.

4) THE CONTRACTOR SHALL ALSO PROVIDE A LUMP SUMP COST PER CASING IN THE EVENT THE

CASING MUST BE LEFT IN PLACE FOR UNFORESEEN REASONS. OTHER LOCATIONS WHERE

PERMANENT CASING IS REQUIRED SHALL BE INCLUDED IN THE BASE BID PRICE.

5) ACTUAL PIER LENGTHS MAY VARY AS UNDULATIONS IN THE BEARING STRATA ELEVATION ARE

ENCOUNTERED. LENGTH OF PIERS SHALL BE DETERMINED ONCE THE MINIMUM EMBEDMENT INTO

THE ROCK STRATA IS ACHIEVED BASED UPON ACTUAL ROCK ELEVATION. THE CONTRACTOR

SHALL PROVIDE BASE BID UPON ESTIMATED BEARING ELEVATION AND PIER EMBEDMENT INTO

ROCK. ADD/DEDUCT UNIT PRICING SHALL BE PROVIDED FOR ALL PIER SIZES SHOWN. PIER

CONSTRUCTION SHALL BE OBSERVED BY THE GEOTECHNICAL ENGINEER TO ASSESS THAT THE

FOUNDATION MATERIALS ENCOUNTERED HAVE ADEQUATE STRENGTH TO SUPPORT PIER DESIGN

LOADS.

6) SOFT OR LOOSE SOIL ZONES ENCOUNTERED AT THE BEARING LEVEL SHALL BE REMOVED FROM

THE DRILLED SHAFTS. IF THE EXPOSED BEARING MATERIALS BECOME SIGNIFICANTLY WET OR

DRY, THEY SHALL BE DEEPENED UNTIL MORE UNIFORM MOISTURE CONDITIONS ARE ACHIEVED

AS DIRECTED BY THE GEOTECHNICAL ENGINEER. CONCRETE FOR PIERS SHALL BE CAST AS

SOON AS PRACTICAL AFTER DRILLING. IN GENERAL, NO PIER HOLE SHALL BE LEFT OPEN

OVERNIGHT. IF THE PIERS ARE LEFT OPEN OVER NIGHT OR LONGER, THE PIER DRILLING

CONTRACTOR SHALL DEEPEN PIERS A MINIMUM OF ONE PIER DIAMETER.

7) ALL CONCRETE FOR PIERS SHALL BE DEPOSITED USING A TREMMIE OR PUMPED THROUGH A

HOSE. CONCRETE SHALL NOT BE ALLOWED TO FALL MORE THAN 10 FEET TO THE BOTTOM OF

THE EXCAVATION. THE TOP FIVE FEET OF PIERS SHALL BE VIBRATED.

8) PROPERLY CONSTRUCTED PIERS BEARING IN THE RECOMMENDED MATERIALS ARE EXPECTED TO

EXPERIENCE TOTAL SETTLEMENT ON THE ORDER OF 0.8% OF THE PIER BASE DIAMETER.

D. GRADE BEAMS:

1) CONSTRUCTION: GRADE BEAMS SHALL BE STRUCTURALLY CONNECTED TO THE TOP OF

SUPPORTING PIERS. GRADE BEAMS SHALL EXTEND AT LEAST THIRTY INCHES BELOW THE

FINAL EXTERIOR ADJACENT GRADE. A MINIMUM VOID SPACE OF FOUR (4) INCHES BENEATH

THE GRADE BEAMS SHALL BE MAINTAINED USING VOID FORMS. EXCAVATIONS FOR GRADE

BEAMS SHALL BE FREE OF LOOSE MATERIAL.

2) VOID FORMS: VOID FORMS SHALL BE CONSTRUCTED OF BIODEGRADABLE PAPER SURFACE,

TREATED FOR MOISTURE RESISTANCE, AND STRUCTURALLY SUFFICIENT TO SUPPORT WEIGHT

OF PLASTIC CONCRETE AND OTHER SUPERIMPOSED LOADS. TRAPEZOIDAL VOID FORMS ARE

PROHIBITED. BACKFILL RETAINERS ARE REQUIRED ON BOTH SIDES OF GRADE BEAMS.

3) PIPE PENETRATIONS: ALL HORIZONTAL PIPE OR SIMILAR PENETRATIONS OR SLEEVES

THROUGH GRADE BEAMS SHALL PREFERABLY OCCUR WITHIN THE MIDDLE THIRD OF THE GRADE

BEAM DEPTH. AT PENETRATIONS, PROVIDE FOUR (4) #5 DIAGONAL BARS AT EACH FOOTING

FACE THREE (3) INCHES CLEAR BETWEEN BAR AND PENETRATION AND THREE (3) INCHES

CLEAR FROM FOOTING BEARING). IF PENETRATION MUST OCCUR NEAR THE BOTTOM OF THE

GRADE BEAM, REFER TYPICAL DETAILS FOR STANDARD DETAIL TO TRANSITION & THICKEN

GRADE BEAM TO ACCOMMODATE PENETRATION.

E. SHALLOW FOUNDATIONS:

1) SHALLOW FOOTINGS: THE STORM SHELTER AND THE SITE STRUCTURES SHALL BE SUPPORTED

ON SHALLOW SPREAD FOOTINGS FOUNDED ON APPROVED NON-EXPANSIVE SOIL OR PROPERLY

COMPACTED ENGINEERED FILL AS OUTLINED ABOVE OR ON AN AGGREGATE BASE AS DETAILED

IN THESE CONTRACT DRAWINGS.

2) FOOTING DESIGN PARAMETERS: SHALLOW SPREAD FOOTINGS HAVE BEEN DESIGNED FOR A NET

ALLOWABLE SOIL BEARING PRESSURE OF 2,000 POUNDS PER SQUARE FOOT BEARING ON

EXISTING SOIL OR PROPERLY COMPACTED ENGINEERED FILL AT A MINIMUM DEPTH OF 24

INCHES BELOW FINAL GRADE.

3) OBSERVATION OF BEARING CONDITIONS: A REPRESENTATIVE OF THE GEOTECHNICAL

ENGINEER SHALL OBSERVE THE FOUNDATION EXCAVATIONS PRIOR TO STEEL OR CONCRETE

PLACEMENT TO DETERMINE IF THE FOUNDATION MATERIALS ARE CAPABLE OF SUPPORTING THE

DESIGN LOADS AND ARE CONSISTENT WITH THE MATERIALS DISCUSSED ABOVE. DYNAMIC CONE

PENETROMETER (DCP) TESTS SHALL BE PERFORMED AS REQUIRED BY THE GEOTECHNICAL

ENGINEER TO VERIFY THE BEARING CAPACITY AT THE FOOTING LOCATIONS.

4) IMPROVEMENT OF BEARING CONDITIONS: SOFT OR LOOSE SOIL ZONES ENCOUNTERED AT THE

BOTTOM OF THE FOOTING EXCAVATIONS SHALL BE REMOVED TO THE LEVEL OF STIFF OR

DENSE SOIL AS DIRECTED BY THE GEOTECHNICAL ENGINEER. CAVITIES FORMED AS A

RESULT OF EXCAVATION OF SOFT OR LOOSE SOIL ZONES SHALL BE BACKFILLED WITH

ENGINEERED FILL, AS DETERMINED BY THE GEOTECHNICAL ENGINEER. CARE SHALL BE TAKEN

TO PREVENT WETTING OR DRYING OF THE BEARING MATERIALS DURING CONSTRUCTION. ANY

EXTREMELY WET OR DRY MATERIAL OR ANY LOOSE OR DISTURBED MATERIAL IN THE BOTTOM

OF THE FOOTING EXCAVATIONS SHALL BE REMOVED PRIOR TO PLACING CONCRETE.

5) TRENCHED FOOTINGS: EARTH-FORMED TRENCHED FOOTINGS ARE PERMITTED, EXCEPT WHERE

BRICK LEDGES OR EXPOSED SURFACES REQUIRE FORMING AND/OR WHERE SOIL SIDE WALLS

SLOUGH INTO THE TRENCH. EARTH FORMED TRENCHES SHALL BE A MINIMUM OF 2" WIDER

THAN THE FORMED DIMENSIONS SHOWN IN ALL SECTIONS AND DETAILS.

6) PIPE PENETRATIONS: ALL HORIZONTAL PIPE OR SIMILAR PENETRATIONS OR SLEEVES

THROUGH FOOTINGS SHALL PREFERABLY OCCUR WITHIN THE MIDDLE 1/3 OF THE FOOTING

DEPTH. AT PENETRATIONS, PROVIDE (4) #5 DIAGONAL BARS AT EACH FOOTING FACE (3"

CLEAR BETWEEN BAR AND PENETRATION AND 3" CLEAR FROM FOOTING BEARING). IF

PENETRATION MUST OCCUR NEAR THE BOTTOM OF FOOTING, REFER TYPICAL DETAILS FOR

STANDARD DETAIL TO TRANSITION & THICKEN FOOTING TO ACCOMMODATE PENETRATION

F. SLAB-ON-GRADE CONSTRUCTION

1) SLAB THICKNESS AND REINFORCING: UNLESS SHOWN OTHERWISE ON DRAWINGS,

SLABS-ON-GRADE SHALL BE 4” THICK CONCRETE REINFORCED WITH #4 BARS AT 16” ON

CENTER EACH WAY. REINFORCING BARS SHALL BE PLACED 1½” CLEAR FROM TOP OF SLAB

USING CHAIRS OR SLAB BOLSTERS COMPLYING WITH CRSI'S “MANUAL OF STANDARD

PRACTICE”.

2) SLAB SUBGRADE: THE FLOOR SLAB SHALL BE GRADE SUPPORTED ON THE AGGREGATE BASE

COURSE, OVER A MINIMUM OF 3 FEET OF PROPERLY COMPACTED SELECT FILL AS OUTLINED

ABOVE.

3) MAINTENANCE OF SOIL MOISTURE: SOILS UNDER THE SLABS SHALL BE MOISTURE

CONDITIONED AT OR ABOVE THE OPTIMUM MOISTURE CONTENT THROUGHOUT THE CONSTRUCTION

PROCESS..

4) CONSTRUCTION MONITORING: CONSTRUCTION ACTIVITY MAY CAUSE DAMAGE AND

DETERIORATION TO THE PREPARED SUBGRADE. A FIELD REPRESENTATIVE OF THE

GEOTECHNICAL ENGINEER SHALL OBSERVE THE FINAL SUBGRADE PRIOR TO PLACEMENT OF THE

SLAB ON GRADE, PERFORM FURTHER TESTING AS NECESSARY, AND DETERMINE IF ANY

REMEDIAL MEASURES ARE NECESSARY PRIOR TO SLAB PLACEMENT.

5) AGGREGATE BASE COURSE: A 4-INCH THICK, FREE-DRAINING AGGREGATE BASE COURSE OF

ODOT TYPE “A” CRUSHED STONE SHALL BE PLACED BENEATH THE FLOOR SLAB TO ENHANCE

DRAINAGE AND PROVIDE INCREASED SUBGRADE STRENGTH. PRIOR TO PLACING AGGREGATE

BASE, THE SUBGRADE SHALL BE GRADED TO DRAIN AND NOT PROVIDE POCKETS TO TRAP

WATER. AT THE TIME OF THE SLAB PLACEMENT, THE AGGREGATE BASE SHALL BE MOIST,

BUT FREE OF ANY STANDING OR SELF-DRAINING WATER. THE AGGREGATE BASE COURSE

MATERIAL SHALL BE COMPACTED TO 98% STANDARD PROCTOR MAXIMUM DRY DENSITY.

6) VAPOR RETARDER: A VAPOR RETARDER SHALL BE PLACED IMMEDIATELY BELOW THE

CONCRETE SLAB. VAPOR RETARDER SHALL BE SEALED TO PREVIOUSLY PLACED CONCRETE AS

RECOMMENDED BY VAPOR RETARDER MANUFACTURER. BEFORE PLACING CONCRETE, PATCH AND

SEAL ANY RIPS, TEARS OR HOLES IN VAPOR RETARDER INCURRED DURING CONSTRUCTION.

7) SLAB MIX DESIGN: SLAB-ON-GRADE CONCRETE MIX SHALL BE DESIGNED FOR A 28-DAY

COMPRESSIVE STRENGTH OF 4,000 PSI, A WATER-CEMENT RATIO OF 0.45 AND A MAXIMUM

SLUMP OF 4-INCHES.

8) MOIST CURING OF SLAB: SLABS-ON-GRADE SHALL BE WATER CURED FOR A MINIMUM OF 7

DAYS BY PONDING, SPRAYING, SPRINKLING OR BY USE OF SATURATED COVERINGS.

9) ISOLATION JOINTS: PROVIDE SLAB ISOLATION AROUND COLUMNS PENETRATING THE

SLAB-ON-GRADE. PROVIDE 30# FELT AROUND PERIMETER OF ISOLATION JOINTS. REFER TO

TYPICAL DETAILS AND ADDITIONAL INFORMATION.

10)SLAB JOINTS: SLAB JOINTS SHALL BE PROVIDED AS SHOWN IN THE TYPICAL DETAILS. THE

FOLLOWING JOINT TYPES ARE SHOWN ON THE DRAWINGS:

A) CJ = CONSTRUCTION JOINT

B) SJ = SAWED CONTRACTION JOINT

11)POTENTIAL VERTICAL RISE: THE POTENTIAL VERTICAL RISE (PVR) AT THIS SITE WITH

THE REMOVAL OF 3 FEET OF EXISTING SOIL IS EXPECTED TO BE 3/4 INCH OR LESS.

G. MISCELLANEOUS

1) GROUNDWATER CONDITIONS: GROUNDWATER WAS NOT ENCOUNTERED DURING THE GEOTECHNICAL

INVESTIGATION. IT IS POSSIBLE THAT TRANSIENT OVER-SATURATED GROUND CONDITIONS

COULD DEVELOP AT SHALLOW DEPTHS DURING CONSTRUCTION DUE TO PERIODS OF HEAVY

PRECIPITATION, LANDSCAPE WATERING, LEAKING WATER LINES, OR OTHER UNFORESEEN

CAUSES. THE CONTRACTOR SHALL DETERMINE THE ACTUAL GROUNDWATER LEVELS AT TIME OF

CONSTRUCTION. IF GROUNDWATER ISSUES ARE ENCOUNTERED DURING CONSTRUCTION, THE

GEOTECHNICAL ENGINEER SHALL BE CONTACTED.

2) DRAINAGE CONSIDERATIONS: WATER SHOULD NOT BE ALLOWED TO COLLECT IN THE

FOUNDATION EXCAVATIONS, ON FLOOR SLAB AREAS, OR ON PREPARED SUBGRADES OF THE

CONSTRUCTION AREA EITHER DURING OR AFTER CONSTRUCTION. UNDERCUT OR EXCAVATED

AREAS SHOULD BE SLOPED TOWARD ONE CORNER TO FACILITATE REMOVAL OF COLLECTED

RAINWATER, GROUNDWATER, OR SURFACE RUNOFF. POSITIVE SITE DRAINAGE SHOULD BE

PROVIDED TO REDUCE INFILTRATION OF SURFACE WATER AROUND THE PERIMETER OF THE

BUILDING AND BENEATH THE FLOOR SLABS. ROOF DRAINAGE SHOULD BE COLLECTED AND

TRANSMITTED BY PIPE TO A STORM DRAINAGE SYSTEM OR TO AN AREA WHERE THE WATER CAN

DRAIN AWAY FROM BUILDINGS AND PAVEMENTS WITHOUT ENTERING THE SOILS SUPPORTING

BUILDINGS AND PAVEMENTS. SIDEWALKS SHOULD NOT BE STRUCTURALLY CONNECTED TO

BUILDINGS. THEY SHOULD BE SLOPED AWAY FROM BUILDINGS SO THAT WATER WILL BE

DRAINED AWAY FROM STRUCTURES.

3) MOISTURE SENSITIVE SOILS/WEATHER RELATED CONCERNS: THE UPPER FINE-GRAINED SOILS

ENCOUNTERED AT THIS SITE WILL BE SENSITIVE TO DISTURBANCES CAUSED BY

CONSTRUCTION TRAFFIC AND TO CHANGES IN MOISTURE CONTENT. DURING WET WEATHER

PERIODS, INCREASES IN THE MOISTURE CONTENT OF THE SOIL CAN CAUSE SIGNIFICANT

REDUCTION IN THE SOIL STRENGTH AND SUPPORT CAPABILITIES. IN ADDITION, SOILS THAT

BECOME WET MAY BE SLOW TO DRY AND THUS SIGNIFICANTLY RETARD THE PROGRESS OF

GRADING AND COMPACTION ACTIVITIES. IT WILL, THEREFORE, BE ADVANTAGEOUS TO

PERFORM EARTHWORK AND FOUNDATION CONSTRUCTION ACTIVITIES DURING DRY WEATHER

PERIODS.

4) EXCAVATION AND TEMPORARY SLOPES: THE CONTRACTOR, DESIGNATED AS "RESPONSIBLE

PERSON" IN OSHA CONSTRUCTION STANDARDS FOR EXCAVATIONS, 29 CFR PART 1926, IS

SOLELY RESPONSIBLE FOR PLANNING AND IMPLEMENTING ALL SAFETY PROCEDURES. ALL

EXCAVATION HEIGHT, SLOPE, AND DEPTH MUST ADHERE TO ALL SPECIFICATIONS OUTLINED

IN LOCAL, STATE, AND FEDERAL SAFETY REGULATIONS. KFC ENGINEERING DOES NOT

ASSUME ANY RESPONSIBILITY FOR CONSTRUCTION SITE SAFETY OR ANY PARTY'S, INCLUDING

THE CONTRACTOR'S, COMPLIANCE WITH THE APPLICABLE LOCAL, STATE, AND FEDERAL

SAFETY REGULATIONS OR ANY OTHER APPLICABLE REGULATIONS.

5) CONSTRUCTION MONITORING: W2 ENGINEERING, INC. SHALL BE RETAINED AS THE

GEOTECHNICAL ENGINEER TO PROVIDE OBSERVATIONS AND TESTING OF SOILS EXPOSED

DURING PROJECT CONSTRUCTION IN ORDER TO VERIFY THAT SOIL CONDITIONS ARE AS

ANTICIPATED. CONSTRUCTION ACTIVITIES PERTAINING TO EARTHWORK, FOUNDATIONS, AND

OTHER RELATED ACTIVITIES SHALL ALSO BE OBSERVED BY REPRESENTATIVES OF THE

GEOTECHNICAL ENGINEER AS OUTLINED ABOVE.

7.

CONCRETE CONSTRUCTION NOTES

A. ALL DETAILING, FABRICATION, AND PLACING OF REINFORCING STEEL, UNLESS OTHERWISE

NOTED, SHALL FOLLOW ALL SECTIONS OF THE ACI "DETAILING MANUAL-2004" (SP-66 04) AND

THE ACI "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318-08).

B. MIX DESIGNS SHALL BE PROPORTIONED IN ACCORDANCE WITH ACI 318, SECTION 5.3,

"PROPORTIONING ON BASIS OF FIELD EXPERIENCE AND/OR TRIAL MIXTURES" AND MEET THE

REQUIREMENTS OF THE SPECIFICATIONS AND ACI 211 AND 301. IF TRIAL BATCHES ARE USED, MIX DESIGN SHALL BE PREPARED BY AN INDEPENDENT TESTING LABORATORY AND ACHIEVE A

COMPRESSIVE STRENGTH 1200 PSI HIGHER THAN SPECIFIED STRENGTH.

C. UNLESS OTHERWISE NOTED, LAP SPLICES SHALL CONFORM TO ACI REQUIREMENTS FOR CLASS B

TENSION SPLICES. REFER TO LAP LENGTH SCHEDULES FOR TYPICAL LAP REQUIREMENTS.

D. PROVIDE CORNER BARS IN BOTH FACES OF ALL CONTINUOUS GRADE BEAMS, FOOTINGS AND

WALLS. NUMBER, SIZE, AND SPACING OF CORNER BARS SHALL BE EQUAL TO NUMBER, SIZE AND

SPACING OF HORIZONTAL REINFORCING WITH WHICH THEY LAP AND SHALL HAVE CLASS B

TENSION LAP SPLICES IN EACH DIRECTION. REFER TO TYPICAL DETAILS FOR ADDITIONAL

INFORMATION.

E. UNLESS OTHERWISE NOTED, CONCRETE COVER OVER STEEL REINFORCING SHALL CONFORM TO

MINIMUM REQUIRED BY ACI 318.

F. AT INTERSECTING FOUNDATIONS, EXTEND ALL HORIZONTAL REINFORCING OF THE INTERSECTING

MEMBERS BEYOND THE POINT OF INTERSECTION TO THE OPPOSITE FACE. BEND TO A STANDARD

90 DEGREE HOOK OR PROVIDE BENT DOWELS OF EQUAL SIZE AND SPACING AND LAP AS REQUIRED

BY NOTE C (BUT NOT LESS THAN 12") IN EACH DIRECTION. REFER TO TYPICAL DETAILS FOR

ADDITIONAL INFORMATION.

G. PROVIDE CONCRETE EQUIPMENT PADS OF SIZE REQUIRED FOR EQUIPMENT FURNISHED. SEE

MECHANICAL, PLUMBING, FIRE PROTECTION AND ELECTRICAL DRAWINGS FOR NUMBER, SIZE, AND

LOCATION OF SUCH PADS. UNLESS OTHERWISE SHOWN, MINIMUM PAD THICKNESS SHALL BE 4"

AND SHALL EXTEND A MINIMUM OF 6" BEYOND THE FACE OF THE EQUIPMENT. MINIMUM

REINFORCING SHALL BE #4 BARS AT 12" O.C. EACH WAY. TOOLED OR CHAMFERED EDGES SHALL

BE PROVIDED AT ALL EQUIPMENT PADS. ANCHORAGE TO SLAB SHALL BE MADE.

H. THE SIZE AND LOCATION OF ALL FLOOR PITS, TRENCH DRAINS, AND OPENINGS FOR ALL DUCTS

AND PIPES THROUGH WALLS, FLOORS, AND FOUNDATION WORK SHALL BE VERIFIED WITH THE

MECHANICAL, PLUMBING, FIRE PROTECTION AND ELECTRICAL CONTRACTOR'S REQUIREMENTS

PRIOR TO THE START OF ANY CONCRETE WORK.

I. ALL CONSTRUCTION JOINTS (VERTICAL AND HORIZONTAL) IN PITS AND TRENCHES SHALL BE

KEYED AND HAVE BENTONITE WATERSTOPS INSTALLED UNLESS NOTED OTHERWISE. ALL PITS AND

TRENCHES SHALL BE WATERPROOFED, UNLESS NOTED OTHERWISE.

J. UNLESS NOTED OTHERWISE ON ARCHITECTURAL DRAWINGS, PROVIDE 3/4" CHAMFER ON ALL

EXPOSED CONCRETE EDGES.

K. A SINGLE CONCRETE POUR SHALL NOT EXCEED 100' FOR CONTINUOUS SHALLOW FOOTINGS.

L. ALL HORIZONTAL CONCRETE SURFACES SHALL HAVE A TROWEL FINISH (VERIFY WITH

ARCHITECTURAL DRAWINGS).

M. A SINGLE CONCRETE POUR FOR SLABS-ON-GRADE SHALL NOT EXTEND BEYOND THE CONSTRUCTION

JOINTS (CJ'S) SHOWN ON THE FOUNDATION PLANS. REFER TO PLANS FOR SLAB JOINT

PLACEMENT.

N. ALL OPENINGS IN CONCRETE WALLS LARGER THAN 1'-0” IN SIZE SHALL HAVE A MINIMUM OF

(2)#5 BARS PLACED AT ALL SIDES OF OPENING AND EXTENDED 2'-6” BEYOND EDGE OF OPENING.

IN ADDITION, DIAGONAL CORNER BARS SHALL EXTEND 2'-6” EACH WAY BEYOND CORNER OF

OPENING. REFER TYPICAL FOUNDATION DETAILS FOR MORE INFORMATION.8.

POST-INSTALLED ANCHORS AND DOWELS

O. QUALIFICATION REQUIREMENTS FOR INSTALLERS

1) CONTRACTOR SHALL REQUEST, SCHEDULE AND FACILITATE THE ANCHOR AND/OR ADHESIVE

MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL

THE MANUFACTURER'S SPECIFIED ANCHORING PRODUCTS. THE ENGINEER MUST RECEIVE

DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S ANCHOR INSTALLATION

PERSONNEL ARE TRAINED PRIOR TO COMMENCEMENT OF ANCHOR INSTALLATION OPERATIONS.

2) PER ACI 318-14 SECTION 17.8.2.2, INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY

OR UPWARDLY INCLINED SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY AN APPLICABLE

CERTIFICATION PROGRAM. CERTIFICATION SHALL INCLUDE WRITTEN AND PERFORMANCE TESTS

IN ACCORDANCE WITH THE ACI/CRSI ADHESIVE ANCHOR INSTALLER (AAI) CERTIFICATION

PROGRAM, OR EQUIVALENT.

P. QUALIFICATION REQUIREMENTS FOR PRODUCTS

1) POST-INSTALLED EXPANSION AND UNDERCUT ANCHORS SHALL MEET THE ASSESSMENT CRITERIA

OF ACI 355.2 “QUALIFICATION OF POST-INSTALLED MECHANICAL ANCHORS IN CONCRETE.”

2) POST-INSTALLED ADHESIVE ANCHORS SHALL MEET THE ASSESSMENT CRITERIA OF ACI 355.4

“QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE.”

Kirkpatrick Forest Curtis PC Structural…