APPENDIX_E_-_4_OF_4_Drawings.pdf

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NODE

FL:1360.54

SGDI TR:1360.15

SGDI TR:1360.12

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WARNING CONTROLLED AREA

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SSCO

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SSMH TR:1360.64

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UMH TR:1361.81

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FH FLUSH MOUNT

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FL:1358.87'

FL:1359.15'

PULLBOX

L

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HYD FUEL EMERG SHUTDOWN

10"PVC

UTILITY PIT FILLED WITH DIRT

P

V C

SSMTR:1360.87'

FL IN:1354.01'

OUT:1353.97'

HYD FUEL EMERG SHUTDOWN

WARNING CONTROLLED AREA

A

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JCT BOX

JCT BOX

A/C

LINES THIS AREA

UMH TR:1362.02

W

N

O

D

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CP#151(60D NAIL)

CP#150(MAG NAIL)

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POST METAL

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BRICK WALL

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POST

POST'S

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CONC.

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CONC

GRASS

GRASS

GRASS

GRASS

CONC

CONC

CONC

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A/C

LINES THIS AREA

U

0+00

1+00

1+74.30

1+51.91

2+00

1+00

1+00 1+15.20

S

EX-SSMH

INV IN:1355.52 8" NW

INV IN:1356.20 8" SW

INV OUT:1355.52 8" SE

SSMH1

N 485504.65

E 1582931.97

SSLS1

N 485482.11

E 1582954.75

FH-1

N 485574.96

E 1582903.56

SSMH-2

N 485418.99

E 1582890.23

FH-2

N 485442.08

E 1583023.64

WV-1

N 485437.96

E 1582819.93

WV-2

N 485531.27

E 1582919.28

WV-3

N 485552.56

E 1582933.31

10.00'

2-CU503

A1

8" FW1 8" FW1

F

W

S

F

M

S

S

8" SS1

D

W

W

8" FW1

S

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F

W

WV-4

N 485552.52

E 1582926.24

E 1583020.44

SEE MECHANICAL

FOR CONTINUATION

N 485292.81

E 1583016.61

90° BEND

N 485434.97

E 1583007.11

45° BEND

N 485430.30

E 1582917.30

SEE MECHANICAL

FOR CONTINUATION

N 485332.42

E 1582921.24

90° BEND

N 485328.52

E 1582943.91

90° BEND

N 485351.43

E 1583000.65

CENTER

OF TRENCH

N 485297.91

E 1583068.96

N 485366.96

E 1582936.83

END 8" FW FOR

FUTURE CONNECTION

N 485556.11

E 1582915.73

8" x 8" x 6" TEE

N 485534.79

E 1582915.73

8" x 8" x 6" TEE

N 485534.79

2-CU503

A1

E 1582991.62

22° BEND

N 485304.22

2-CU502

C4

2" DW1

WV-5

N 485332.71

E 1582925.39

2-CU501

A4

LEGEND:

SANITARY SEWER FORCE MAIN

SANITARY SEWER PIPE

SANITARY SEWER MANHOLE

SSMH

8" SS

4" SSFM

FIRE HYDRANT

2-CU501

A6

2-CU501

C1

SANITARY SEWER LIFT STATION

SSLS

2-CU503

A1

WATER VALVE

DOMESTIC WATER PIPE 3" DW

FIRE WATER PIPE 6" FW

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2-CU100

UTILITY NOTES:

1. FOR ELECTRICAL AND COMMUNICATION LINES SEE ELECTRICAL AND COMMUNICATION SHEETS.

2. ALL PIPE SIZES ARE IN INCHES UNLESS INDICATED OTHERWISE.

3. CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL BUILDING CONNECTIONS WITH BUILDING CONTRACTOR AND THE INFORMATION

PROVIDED ON MECHANICAL AND ELECTRICAL SHEETS FOR EACH FACILITY.

4. CONTRACTOR SHALL CONTACT THE CONTRACTING OFFICER AND ALL ASSOCIATED UTILITY COMPANIES AND AGENCIES TO IDENTIFY THE

LOCATION OF UTILITIES PRIOR TO COMMENCEMENT OF WORK.

5. CONTRACTOR SHALL COORDINATE ALL REQUIRED UTILITY SHUTDOWNS FOR UTILITY CONNECTIONS WITH THE CONTRACTING OFFICER.

6. CONNECTION TO EXISTING WATER, SEWER, AND STORM MAINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ALL REQUIREMENTS OF

ASSOCIATED UTILITY COMPANIES, GOVERNMENT AGENCIES AND CONTRACT DOCUMENTS.

7. CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND PAYING ALL UTILITY CONNECTION FEES AND OBTAINING ALL PERMITS REQUIRED FOR

THE UTILITY CONSTRUCTION AND CONNECTIONS. THIS INCLUDES ALL FEES ASSOCIATED WITH CONNECTION CHARGES AND METERS.

8. SEE DETAIL C4 ON SHEET CU501 FOR TYPICAL PIPE TRENCH DETAIL.

9. THE MINIMUM DEPTH OF COVER FOR UTILITIES SHALL BE AS FOLLOWS UNLESS INDICATED OTHERWISE:

a. FIREWATER AND WATER: 42-INCHES

b. ELECTRICAL AND COMMUNICATION: 24-INCHES

c. ALL OTHER UTILITIES: 36-INCHES

10. ALL UNDERGROUND UTILITIES ARE SUBJECT TO ACCEPTANCE TESTING AND INSPECTION METHODS DETAILED IN THE SPECIFICATIONS, WHICH

INCLUDES VIDEO CAMERA INSPECTION.

11. ANY CHANGES TO PROPOSED UTILITY DESIGN SHALL BE APPROVED BY CONTRACTING OFFICER AND ENGINEER.

12.CONTRACTOR SHALL CAP ALL PROPOSED UTILITY LINES FOR FUTURE CONNECTION IN ACCORDANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS FOR THE SPECIFIC PIPE MATERIAL.

13.SEE SPECIFICATION SECTION 01 50 02.00 10 FOR UTILITY RATE AND CONTACT INFORMATION.

WATER UTILITY NOTES:

1. THRUST BLOCKS OR JOINT RESTRAINTS ARE REQUIRED AT ALL TEES, BENDS, OR ELBOWS OF PRESSURIZED PIPING IN ACCORDANCE WITH THE

DRAWINGS, SPECIFICATIONS, AND MANUFACTURER'S RECOMMENDATIONS. SEE DETAIL A4 ON SHEET 2-CU502 FOR TYPICAL THRUST BLOCK

DETAIL.

2. WATER LINES SHALL BE INSTALLED A MINIMUM OF 3-FEET BEHIND THE EDGE OF PAVEMENT OR BACK OF CURB UNLESS INDICATED OTHERWISE.

SEE SPECIFICATIONS FOR ADDITIONAL CLEARANCE REQUIREMENTS FOR WATER PIPING.

3. CONTRACTOR SHALL COORDINATE THE INSTALLATION, TESTING, AND INSPECTION OF ALL DOMESTIC WATER SYSTEMS WITH THE ASSOCIATED

UTILITY COMPANIES AND AGENCIES. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS ON WATER UTILITY TESTING AND INSPECTION.

4. CONTRACTOR SHALL COORDINATE WITH ALTUS AFB CE OFFICE AND CONTRACTING OFFICER A MINIMUM OF 21 DAYS PRIOR TO UTILITY WORK.

SIZE/LOCATION SHOWN ON PLANS FOR PROPOSED ALTUS AFB INFRASTRUCTURE PROJECTS MAY VARY IN SIZE AND/OR LOCATION.

SANITARY UTILITY NOTES:

1. ALL EXTERIOR SANITARY SEWER BUILDING CONNECTIONS ARE TO BE MADE USING 6-INCH LINES UNLESS INDICATED OTHERWISE.

2. ALL SANITARY LINES ARE TO BE LAID AT A UNIFORM SLOPE FROM THE BUILDING CONNECTIONS TO THE CONNECTING SEWER AND BETWEEN

UTILITY STRUCTURES.

3. SEWER LINES SHALL BE INSTALLED A MINIMUM OF 10-FEET HORIZONTALLY FROM ADJACENT WATER LINES UNLESS INDICATED OTHERWISE. SEE

SPECIFICATIONS AND DETAILS FOR ADDITIONAL CLEARANCE REQUIREMENTS FOR SANITARY PIPING.

4. SEWER LINES SHALL BE INSTALLED BELOW WATER LINES WITH A MINIMUM VERTICAL SEPARATION OF 24-INCHES UNLESS INDICATED OTHERWISE.

SEE DETAIL A4 ON SHEET CU501 FOR SANITARY SEWER ENCASEMENT DETAIL WHERE SANITARY SEWER WILL BE INSTALLED ABOVE WATER LINES.

5. IF MANHOLES ARE INDICATED ON SANITARY LINES, A 2-INCH DROP IN ELEVATION BETWEEN THE INCOMING AND OUTGOING SEWER SHALL BE

PROVIDED IN EACH MANHOLE UNLESS INDICATED OTHERWISE. INVERT FLOW CHANNELS SHALL BE CONSTRUCTED TO PROVIDE SMOOTH AND

UNIFORM SLOPE WITH GRADUAL TRANSITION SECTIONS.

6. CONTRACTOR SHALL COORDINATE WITH ALTUS AFB, BASE CE OFFICE AND CONTRACTING OFFICER A MINIMUM OF 21 DAYS PRIOR TO UTILITY

WORK. SIZE / LOCATIONS SHOWN FOR PROPOSED ALTUS AFB INFRASTRUCTURE PROJECTS MAY VARY IN SIZE AND/OR LOCATION.

7. SANITARY SEWER FORCE MAIN FROM LIFT STATION SHALL TURN DOWN INSIDE MANHOLE. END OF PIPE SHALL BE A MAXIMUM OF 2.00' ABOVE

OUTLET PIPE. PIPE SHALL BE SUPPORTED WITH PIPE SUPPORTS.

UTILITY STRUCTURE NOTES:

1. ALL UTILITY STRUCTURES, FRAMES, AND LIDS/COVERS SHALL BE H-20 RATED UNLESS INDICATED OTHERWISE.

2. IF A MANHOLE IS LOCATED IN PAVEMENT AREAS, RIM ELEVATION SHALL BE FLUSH WITH FINAL GRADE. IF A MANHOLE IS LOCATED OUTSIDE OF

PAVEMENT AREAS, RIM ELEVATION SHALL BE 6-INCH MINIMUM ABOVE ADJACENT FINISH GRADE.

3. COVERS AND CASTINGS OF MANHOLES AND STRUCTURES SHALL BE STAMPED PER THE APPROPRIATE UTILITY TYPE OR PER THE LOCAL

STANDARDS, AND SHALL BE STAMPED PER THE ORIGIN OF MANUFACTURE.

4. PIPE MAY EXTEND 2-INCHES MAXIMUM BEYOND INTERIOR MANHOLE WALL.

SCALE 1" = 20'

UTILITY PLAN

A1

FUSELAGE TRAINER

PHASE 1 (FuT)

CARGO

SUPPORT

STRUCTURE

(PHASE 1)

FUSELAGE TRAINER

PHASE 2 (FuT)

CONNECT TO EXISTING

WATER STUB

CONNECT TO EXISTING MANHOLE (SSMH1)

CONNECT TO

EXISTING MANHOLE.

SEE SANITARY

UTILITY NOTE 7.

CONNECT TO

EXISTING INLET

40'10'0 20'

PROPOSED

TRENCH DRAIN

SANITARY SEWER

CONCRETE ENCASEMENT

CARGO SUPPORT

STRUCTURE (PHASE 2)

VALVE VAULT

AutoCAD SHX Text

1351.0

1352.0

1353.0

1354.0

1355.0

1356.0

1357.0

1358.0

1359.0

1360.0

1361.0

1362.0

1363.0

1364.0

1365.0

1366.0

1367.0

1368.0

1351.0

1352.0

1353.0

1354.0

1355.0

1356.0

1357.0

1358.0

1359.0

1360.0

1361.0

1362.0

1363.0

1364.0

1365.0

1366.0

1367.0

1368.0

-0+25 0+00

1+00

2+00

F

W

8" FW1

8" FW1

8" FW1

8" FW1

W V

R I M

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CONCRETE ENCASE EXISTING 8" SS

INV. IN = 1356.02±

PROPOSED GRADE

BEND

BEND

BEND

BEND

8" x 8" x 6" TEE

(SEE FW3 PROFILE)

8" x 8" x 6" TEE

(SEE FW3 PROFILE)

EXISTING STUB

CONNECTION

FUTURE

CONNECTION

STUB

W V

R I M

E L

E V

8" FW1

EXISTING GRADE

1354.0

1355.0

1356.0

1357.0

1358.0

1359.0

1360.0

1361.0

1362.0

1363.0

1364.0

1365.0

1366.0

1367.0

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1356.0

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1364.0

1365.0

1366.0

1367.0

1368.0

-0+25 0+00

1+00

1+75

2" D W

2" DW1

2" DW1

BEND

BEND

BEND

CONNECTION

AT BUILDING

CONNECTION AT

SUPPORT STRUCTURE

PROPOSED GRADE

EXISTING GRADE

TRENCH DRAIN

W V

R I M

E L E

V

1355.0

1356.0

1357.0

1358.0

1359.0

1360.0

1361.0

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1366.0

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1357.0

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1359.0

1360.0

1361.0

1362.0

1363.0

1364.0

1365.0

1366.0

1367.0

1368.0

-0+25 0+00

1+00

1+75

6" F W2

6" FW2

F H

R I M

E L

E V

BEND

8" x 8" x 6" TEE

(SEE FW1 PROFILE)

PROPOSED GRADE

EXISTING GRADE

W V

R I M

E L

E V

1355.0

1356.0

1357.0

1358.0

1359.0

1360.0

1361.0

1362.0

1363.0

1364.0

1365.0

1366.0

1367.0

1368.0

1355.0

1356.0

1357.0

1358.0

1359.0

1360.0

1361.0

1362.0

1363.0

1364.0

1365.0

1366.0

1367.0

1368.0

-0+25 0+00

0+75

S T

A

R I M

E L E

V

F H

8" x 8" x 6" TEE

(SEE FW1 PROFILE)

F

W

W V

R I M

E L E

V

EXISTING

GRADE

PROPOSED

GRADE

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2-CU201

GENERAL NOTES:

1. DEPTH ELEVATIONS SHOWN ON EXISTING UTILITY LINES FROM

TOPOGRAPHIC SURVEY AND BASE CE OFFICE RECORDS. IT SHALL BE THE

CONTRACTOR'S RESPONSIBILITY TO FIELD-VERIFY EXISTING

STRUCTURES, UTILITIES, AND SURVEY INFORMATION, AND TO TAKE

NECESSARY PRECAUTIONS DURING DEMOLITION AND CONSTRUCTION.

CONTRACTOR SHALL VERIFY EXISTENCE AND MARK LOCATIONS OF ALL

UTILITIES, INCLUDING SERVICE CONNECTIONS TO UNDERGROUND

UTILITIES, PRIOR TO BEGINNING WORK. CONTRACTOR SHALL CONTACT

THE CONTRACTING OFFICER AND ALL ASSOCATED UTILITY COMPANIES

AND AGENCIES TO IDENTIFY THE LOCATION OF UTILITIES.

HORIZ:

VERT:

GRAPHICAL SCALE

SCALE IN FEET

20'10' 40'

SCALE IN FEET

2' 4'

FW1 PROFILE

D1

DW1 PROFILE

A1

FW2 PROFILE

D5

FW3 PROFILE

A5

1353.0

1354.0

1355.0

1356.0

1357.0

1358.0

1359.0

1360.0

1361.0

1362.0

1363.0

1364.0

1365.0

1366.0

1367.0

1368.0

1353.0

1354.0

1355.0

1356.0

1357.0

1358.0

1359.0

1360.0

1361.0

1362.0

1363.0

1364.0

1365.0

1366.0

1367.0

1368.0

-0+25 0+00

1+00

2+00

3+00 3+25

EX-SSMH1

RIM: 1361.39

SUMP: 1355.52

INV. IN: 1356.20 (8" SS, SW)

INV. IN: 1355.52 (8" SS, NW)

INV. IN: 1357.00 (6" SS, S)

INV. OUT: 1355.52 (8" SS, NE)

SSMH1

RIM: 1361.76

SUMP: 1355.00

INV. IN: 1355.00 (8" SS, SW)

INV. OUT: 1355.00 (8" SS, SE)

SSLS1

RIM: 1362.26

SUMP: 1354.68

INV. IN: 1354.68 (8" SS, NW)

INV. OUT: 1358.17 (4" SS, SE)

EX-SSMH2

RIM: 1360.86

SUMP: 1354.97

INV. IN: 1358.17 (4" SS, N)

INV. OUT: 1354.97 (10" SS, SW)

S

S

.0

S

S

.0

PROPOSED GRADE

EXISTING GRADE

4" SSFM @ 0.00%

SSVV

RIM: 1362.14

SUMP: 1358.17

INV. IN: 1358.17 (4" SS, NW)

INV. OUT: 1358.17 (4" SS, SE)

S

S

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CONNECT TO

BUILDING

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2-CU202

1. DEPTH ELEVATIONS SHOWN ON EXISTING UTILITY LINES FROM

TOPOGRAPHIC SURVEY AND BASE CE OFFICE RECORDS. IT SHALL BE THE

CONTRACTOR'S RESPONSIBILITY TO FIELD-VERIFY EXISTING

STRUCTURES, UTILITIES, AND SURVEY INFORMATION, AND TO TAKE

NECESSARY PRECAUTIONS DURING DEMOLITION AND CONSTRUCTION.

CONTRACTOR SHALL VERIFY EXISTENCE AND MARK LOCATIONS OF ALL

UTILITIES, INCLUDING SERVICE CONNECTIONS TO UNDERGROUND

UTILITIES, PRIOR TO BEGINNING WORK. CONTRACTOR SHALL CONTACT

THE CONTRACTING OFFICER AND ALL ASSOCATED UTILITY COMPANIES

AND AGENCIES TO IDENTIFY THE LOCATION OF UTILITIES.

HORIZ:

VERT:

GRAPHICAL SCALE

SCALE IN FEET

20'10' 40'

SCALE IN FEET

2' 4'

SS1/SSFM PROFILE

D1

M I N

1'-0"

MIN

M I N

STRUCTURAL CONCRETE PLACED

AGAINST UNDISTURBED EARTH

P I P

E

O

D

NOTE:

1. PIPE SHALL BE SECURELY BRACED VERTICALLY AND

HORIZONTALLY TO PREVENT FLOATATION DURING

CONCRETE PLACEMENT.

1'-0"

MIN

SUPPORT PIPE ON

SOLID CONCRETE BLOCKS

PLACE CONCRETE TO

NEAREST JOINT EACH

END OF ENCASEMENT

AS SHOWN ON PROFILE

SCALE: NTS

CONCRETE ENCASEMENT

A1

M

I N

M

I N

M

I N

SEWER LINE

CONCRETE

ENCASEMENT

WATER

LINE

SEWER

LINE

PLAN

WATER

LINE

SECTION

CONCRETE

ENCASEMENT

BEGIN AND END ENCASEMENT

COINCIDENT WITH PIPE JOINTS

NOTE:

1. PORTION OF PIPING BEING ENCASED SHALL BE CONTINUOUS

SCALE: NTS

CONCRETE SEWER ENCASEMENT

A4

M I N

10"

MIN

M I N

V A

R I E

S

FINAL BACKFILL

AS SPECIFIED

SURFACE TREATMENT AS

SPECIFIED FOR PAVED AREAS

SEE DETAIL E1 ON 2-CS503

INITIAL BACKFILL

HAND-TAMPED

COMPACTION

ABOVE TOP OF PIPE

PIPE BEDDING

MATERIAL AS SPECIFIED

P I P

E

O

D

FINISH GRADE

TRENCH WIDTH

AS SPECIFIED

NOTES:

1. BOTTOM OF TRENCH AND BEDDING MATERIAL SHALL PROVIDE UNIFORM

LONGITUDINAL SUPPORT FOR BOTTOM SECTION OF PIPE.

2. FINAL BACKFILL UNDER PAVEMENTS MAY BE SUBJECT TO ADDITIONAL

COMPACTION REQUIREMENTS AND TESTING.

3. BURIED WARNING AND IDENTIFICATION TAPE SHALL BE PROVIDED IN

ACCORDANCE WITH SPECIFICATIONS.

SEE NOTE 3

SCALE: NTS

UTILITY TRENCH

C4

2'-0"2'-0"

B U

P

T H

M

I N

M

A X

M I N

1'-6" MIN

PLAN

BACKFILL AS SPECIFIED

2" MIN, 4" MAX

1 C.Y. (MIN) PIPE BEDDING

MATERIAL AROUND HYDRANT

THRUST BLOCK

CRUSHED ROCK DRAIN BED

MJ SHOE ON

HYDRANT

GATE VALVE

THRUST

BLOCK

ROTATE AS INDICATED ON PLAN

FINISH GRADE

VALVE

BOX

6" MINIMUM

SERVICE LINE

CENTER LINE MAIN

FIRE HYDRANT

BREAKAWAY FLANGE

HYDRANT HOLES SHALL NOT

BE COVERED WITH CONCRETE

BOLLARD

(PER SITE PLANS)

M

I N

2'-0" x 2'-0" MIN

CONCRETE PAD

#10 BAR ALL

AROUND (6" LAP)

NOTES:

1. NOT LESS THAN 7 CUBIC FEET OF FREE-DRAINING BROKEN STONE GRAVEL SHALL BE PLACED AROUND AND

BENEATH THE WASTE OPENING OF DRY BARREL HYDRANTS TO ENSURE DRAINAGE.

2. CONTRACTOR SHALL INSTALL MUELLER MODERN CENTURION A-442 FIRE HYDRANT, OR APPROVED EQUAL.

3. THE CONTRACTOR SHALL COORDINATE WITH CONTRACTING OFFICER PRIOR TO USING ANY FIRE HYDRANTS FOR

CONSTRUCTION WATER.

2'-0" SQUARE CONCRETE PAD

FOR UNPAVED AREAS

SCALE: NTS

FIRE HYDRANT AND ISOLATION VALVE

C1

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2-CU501

C1

2-CS501

2'-6"

M

A X

6" (MIN) GROUT SEAL

M

I N

V A

R I E

S

PLAN FLOW PLAN

FINISH GRADE

TYPICAL PRECAST

ADJUSTMENT RINGS (3" MIN)

FILL CONCRETE

MANHOLE BASE

(PRECAST OR CAST-IN-PLACE)

M

A X

4' -0" DIA. SANITARY (MIN)

6' -0" DIA. STORM (MIN)

F

N

I T

A R

Y

M

I N

F

O

I N

LOCATION POINT

TYPICAL PRECAST

ECCENTRIC CONE

VARIES

6" (MIN)

COMMERCIALLY

AVAILABLE

RUBBER BOOT OR

MANHOLE ADAPTER

6" GRANULAR BASE

(PRECAST BASE ONLY)

2" (MIN)

NON-SHRINK

GROUT

6" (MIN)

GROUT SEAL

NOTES:

1. SEE PROFILE SHEETS FOR MANHOLE ELEVATIONS.

2. ALL PRECAST MANHOLE SECTIONS SHALL CONFORM TO ASTM C478.

3. ALL UTILITY STRUCTURES ARE TO BE MINIMUM H-20 RATED UNLESS INDICATED OTHERWISE.

4. IF A MANHOLE IS LOCATED IN PAVEMENT AREAS, RIM ELEVATION SHALL BE FLUSH WITH FINAL GRADE. IF A

MANHOLE IS LOCATED OUTSIDE OF PAVEMENT AREAS, RIM ELEVATION SHALL BE 6-INCHES MINIMUM ABOVE

ADJACENT FINISH GRADE.

5. COVERS AND CASTINGS OF MANHOLES AND STRUCTURES SHALL BE STAMPED PER THE APPROPRIATE UTILITY

TYPE OR PER THE LOCAL STANDARDS, AND SHALL BE STAMPED PER THE ORIGIN OF MANUFACTURE.

6. COVERS AND CASTINGS SHALL BE TAMPER-PROOF FOR STRUCTURES LOCATED IN PEDESTRIAN AREAS, EASEMENT AREAS, AND AREAS WITH SPECIAL SECURITY RESTRICTIONS.

7. FRAME AND ADJUSTMENT RINGS SHALL BE SEALED WITH NON-SHRINK GROUT, PREFORMED PLASTIC, OR

RUBBER RING TO FORM WATERTIGHT SEAL.

8. ALL JOINTS SHALL BE SEALED WITH JOINT COMPOUND OR GROUTED WITH MORTAR.

9. ANY LIFT LOOPS FOR UTILITY STRUCTURES SHALL BE GROUTED FLUSH AFTER INSTALLATION.

10. ALL MANHOLE BASES (PRECAST OR CAST-IN-PLACE) SHALL HAVE A MINIMUM #4 @ 12-INCH ON CENTER EACH

WAY REINFORCEMENT.

11. ALL REINFORCEMENT SHALL BE PLACED 2-INCHES CLEAR OF NEAREST FACE OF CONCRETE UNLESS INDICATED

OTHERWISE.

12. IF MANHOLES ARE INDICATED ON SANITARY LINES, A 0.10-FOOT DROP IN ELEVATION BETWEEN THE INCOMING

AND OUTGOING SEWER SHALL BE PROVIDED IN EACH MANHOLE UNLESS INDICATED OTHERWISE. INVERT FLOW

CHANNELS SHALL BE CONSTRUCTED TO PROVIDE SMOOTH AND UNIFORM SLOPE WITH GRADUAL TRANSITION

SECTIONS.

13. PIPE MAY EXTEND 2-INCHES MAXIMUM BEYOND INTERIOR MANHOLE WALL.

14. ODOT STANDARD MANHOLE MAY BE USED UPON CONTRACTING OFFICER APPROVAL.

15. PROVIDE STAMPED AND SEALED, BY OKLAHOMA LICENSED PROFFESSIONAL ENGINEER, SHOP DRAWINGS FOR

ALL PRECAST STRUCTURES FOR APPROVAL PRIOR TO FABRICATION.

S E

E

P

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F I

E

E T

S

H-20 TRAFFIC LOAD

RATING OF FRAME

AND COVER

GROUT FORM

DRAINAGE

CHANNELS

1'-0" (MIN)

M

I N

SCALE: NTS

SANITARY SEWER MANHOLE SECTION

A6

THRUST

BLOCK

EXISTING

WATER LINE

TAPPING VALVE

WITH VALVE BOX

MECHANICAL JOINT

TAPPING SLEEVE

NEW SERVICE LINE

PLAN

VALVE

BOX

NEW SERVICE

LINE

CONCRETE

PAD

THREADED

GATE VALVE

THREADED GALVANIZED

STEEL NIPPLE 6" LONG

RESTRAINER

EXISTING

WATER LINE

THRUST BLOCK

SECTION

8", 10", 12" M.J. TAPPED CAP

(CLOW F-1042, OR APPROVED EQUAL)

8" THICK x 24" SQUARE CONCRETE

COLLAR SLOPED TO DRAIN

SCALE: NTS

WATER SERVICE TAPPING SLEEVE

D1

4" (TYP)

SEWER WYE

CONC. ENCASEMENT

4" MIN COVER

STANDARD

45° BEND

FOR LID, COVER, AND COLLAR

DETAILS SEE THIS DETAIL

CLEANOUT PLUG

CLEANOUT BOX

3/4" EXPANSION JOINT

WITH JOINT SEAL

SHORT LENGTH OF CAST IRON PIPE

FURNISHED WITH CLEANOUT BOX

#3 BARS ALL AROUND

(WITH 6" OVERLAP)

TURF

8" THICK x 24" SQUARE CONCRETE

COLLAR SLOPED TO DRAIN

COVER (HEAVY DUTY) SHALL BE

STAMPED "SEWER" OR PER LOCAL

STANDARDS

CONCRETE

2"

LID,COVER, & COLLAR FOR CLEANOUT

FLOW FLOW

CONCRETE

PIPE RISER

SCALE: NTS

DOUBLE CLEANOUT PARTIAL ELEVATION

A4

V A

R I E

S

2" SQUARE OPERATING NUT

6" DIAMETER BOX SHAFT

1/4" STEEL GRAVEL SHIELD DIA

SHALL BE 3/4" LESS THAN BOX SHAFT I.D.

BASE SHALL FULLY HOUSE

OPERATING NUT AND EXTEND

2" MINIMUM BELOW BASE OF

OPERATING NUT

PIPE

EMBEDMENT

MATERIAL

1" DIAMETER COLD ROLLED STEEL

OR 1 1/2" DIAMETER HEAVY STEEL

PIPE SHAFT EXTENSION STEM

OPERATOR EXTENSION

NOTES:

1. VALVE BOX SHALL NOT REST ON OPERATING ASSEMBLY.

2. ALL VALVE BOXES SHALL BE H-20 TRAFFIC RATED.

3. VALVE BOXES LOCATED IN PAVED AREAS SHALL BE INSTALLED FLUSH WITH FINAL GRADING.

4. CONCRETE COLLAR MAY BE LOWERED ON RISER ASSEMBLY TO ACCOMMODATE SPECIAL FINISH GRADING.

5. VALVE BOX SHALL BE PAINTED WITH HEAVY COAT OF BITUMINOUS PAINT.

6. A CORROSIVE RESISTANT DEBRIS CAP SHALL BE INSTALLED TO PREVENT DEBRIS FROM PASSING AROUND THE

CAP AND DOWN INTO THE VALVE HOUSING. THE CAP SHALL BE HELD IN PLACE BY A MECHANISM WHICH WILL

NOT DAMAGE THE VALVE HOUSING. CAP SHALL BE CONSTRUCTED TO ALLOW THE DEVICE TO BE SECURED BY A

LOCK. HANDLE AND BODY OF THE CAP SHALL BE INTEGRALLY COLORED AS REQUIRED BY ALTUS AFB.

STANDARDS.

7. VALVE STEM EXTENSIONS ARE ONLY REQUIRED WHEN THE DISTANCE FROM THE GROUND TO THE TOP OF THE

OPERATING NUT EXCEEDS 24-INCHES.

COVER SHALL BE STAMPED WITH

UTILITY TYPE PER LOCAL STANDARD

FINISH GRADE

6"

#4 BAR ALL AROUND (6" LAP)

2'-0" SQUARE

CONCRETE COLLAR

SCALE: NTS

SCREW SHAFT-TYPE VALVE BOX

A1

NOTE: BEARING AREA BASED ON 2500 PSF SOIL BEARING PRESSURE

AND A PIPE TEST PRESSURE OF 200 PSI.

VARIES*

V A

R I E

S

NOTES:

1. THRUST BLOCKS ARE REQUIRED AT ALL VERTICAL AND HORIZONTAL TEES, OR ELBOWS OF PRESSURIZED PIPING.

2. BLOCKING PROVIDED SHALL BE ADEQUATE TO WITHSTAND FULL TEST PRESSURE.

3. THRUST BLOCK CONCRETE SHALL EXTEND TO UNDISTURBED EARTH.

4. A NONPOROUS MATERIAL 8 MILS MINIMUM VISQUEEN OR 15 LB MIN FELT SHALL BE PLACED BETWEEN THE FITTING

AND CONCRETE THRUST BLOCK.

5. JOINTS SHALL NOT BE COVERED WITH CONCRETE.

6. DOUBLE LAYER OF TAR PAPER BETWEEN CONCRETE BLOCK AND PLUG TO PERMIT EASY REMOVAL FOR FUTURE

EXTENSION OF WATER MAIN WHERE REQUIRED.

7. JOINT RESTRAINTS CAN BE PROVIDED WHERE USE OF CONCRETE THRUST BLOCKING CANNOT BE USED BECAUSE

OF OBSTRUCTIONS OR REQUIREMENTS IN THE SPECIFICATIONS. RESTRAINT DETAILS SHALL BE SUBMITTED FOR

APPROVAL PRIOR TO INSTALLATION.

45°

MIN (TYP)

2" MIN (TYP)

45° MIN

(TYP)

2" MIN (TYP)

M

I N

T

Y P

V A

R I E

S

POURED

CONCRETE

BLOCKS (TYP)

45° MIN (TYP)

B U

P

T H

Y

P

AREA OF BLOCK (FT²)

PIPE SIZE TEE & END 90° BEND 45° BEND

22-1/2°

BEND

11-1/4°

BEND

2 0.38 0.53 0.29 0.15 0.07

4 1.51 2.13 1.15 0.59 0.30

6 3.39 4.80 2.60 1.32 0.67

8 6.03 8.53 4.62 2.35 1.18

10 9.42 13.33 7.21 3.68 1.85

V

A

R

I

E

S

V

A

R

I

E

S

PLUG/CAP

SCALE: NTS

THRUST BLOCK

A4

2-CU502

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2-CU502

18" MIN

6" MIN.

M

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PLAN

18"

SECTION A

FINISH GRADE

CONCRETE AS SPECIFIED

TRENCH DRAIN COVER AND

FRAME H-20 RATED

S E

E

U

T I L I T

Y

P

L A

N

CONCRETE BEDDING

SLOTTED IRON GRATE WITH

LOCKING DEVICE (TYP)

CATCH BASIN

TRENCH DRAIN COVER

AND FRAME H-20 RATED

OUTLET IN END OF TRENCH

#6 @8" O.C. E.W.

EXPANSION JOINT (TYP)

EXPANSION JOINT (TYP)

EXPANSION JOINT (TYP)

CS506

A8

CS506

A8

A

CU505

STANDARD

BOLT TO

FRAME

6" MIN.6" MIN.

SCALE: NTS

TRENCH DRAIN DETAIL

C4

CU-515

GENERAL NOTES:

1. ALL DIMENSIONS, AND FITTING SIZES, TO BE VERIFIED WITH EQUIPMENT MANUFACTURER BY

SUBCONTRACTOR.

2. WET WELL AND VALVE VAULT TOP SHALL BE DESIGNED BY EQUIPMENT MANUFACTURER FOR 300 PSF

LIVE LOAD.

3. FURNISH AND INSTALL A PACKAGED LIFT STATION INCLUDING EXPLOSION PROOF SUBMERSIBLE

GRINDER WASTEWATER PUMPS COMPLETE WITH PUMP CONTROL PANEL AND LEVEL CONTROLS. LIFT

STATION SHALL HAVE TWO PUMPS. THE PUMPS SHALL HAVE INTERNAL THERMAL OVERLOAD

PROTECTION AND "FLS" SEAL LEAK SENSOR OR APPROVED EQUAL. FURNISH AND INSTALL PUMP

CONTROL PANEL AND ALL POWER AND CONTROL CONDUIT AND WIRING. PUMP MANUFACTURER

SHALL PROVIDE LENGTH OF CABLE REQUIRED TO REACH FROM PUMP TO CONTROL PANEL IN ONE

LENGTH WITH NO SPLICES AND CONTROL CABLE FOR INTRINSICALLY SAFE LEVEL SWITCHES. PUMPS

SHALL AUTOMATICALLY ALTERNATE OPERATION AT EACH CYCLE.

4. CONTROL PANEL SHALL BE A NEMA 4X RATED ENCLOSURE WITH A DOOR-IN-DOOR DESIGN, SEE

ELECTRICAL SHEET 2-E-100 FOR CONDUIT ROUTING AND CONTROL PANEL LOCATION. ALL INDICATING

LIGHTS AND SWITCHES SHALL BE MOUNTED ON INNER DOOR TO PREVENT TAMPERING, EXCEPT FOR

RED HIGH LEVEL ALARM WHICH WILL BE LOCATED ABOVE THE CONTROL PANEL. PROVIDE AUDIBLE

ALARM SIGNAL AS WELL AS VISIBLE. PROVIDE THERMAL MAGNETIC CIRCUIT BREAKER TYPE

COMBINATION MOTOR STARTERS AND PUMP DUTY-STANDBY CONTROL. PROVIDE INDIVIDUAL PUMP

RUNNING INDICATOR LIGHTS, AND HAND-OFF-AUTOMATIC SWITCHES FOR EACH PUMP. PROVIDE A

LOW LEVEL ALARM LIGHT. PROVIDE INTRINSICALLY SAFE INTERFACE CONTROLS (BARRIERS) IN PANEL

FOR LEVEL SWITCHES. ALL EXTERNAL WIRING CONNECTIONS SHALL BE MADE TO 240 VOLT RATED

TERMINAL STRIPS.

5. CONTROL PANEL SHALL BE PROVIDED WITH A DRY CONTACT FOR SENDING A REMOTE COMMON

FAILURE ALARM SIGNAL TO THE BUILDING AUTOMATION SYSTEM. SIGNAL CABLES SHALL BE

PROVIDED AND INSTALLED BY BUILDING AUTOMATION SYSTEM VENDOR.

6. PROVIDE AND INSTALL INTRINSICALLY SAFE HERMETICALLY SEALED, SWITCHES THAT CONTROL THE

PUMPS IN THE FOLLOWING MANNER AT THE FOLLOWING LEVELS WHEN IN THE "AUTO" MODE:

6.1. HIGH LEVEL ALARM: ACTIVATE AN ALARM RELAY AS WELL AS AN EXTERNAL ALARM MOUNTED ON

THE CONTROL PANEL.

6.2. STANDBY PUMP ON: STARTS STANDBY PUMP, AND DE-ENERGIZES DUTY PUMP (DUTY PUMP IS

ASSUMED TO HAVE FAILED IF WATER REACHES THIS LEVEL). THE DUTY PUMP'S FAILURE ALARM

SHALL BE ACTIVATED. STANDBY PUMP SHALL REMAIN ENERGIZED UNTIL WATER LEVEL IN THE

WET WELL DROPS BELOW THE PUMP OFF LEVEL.

6.3. DUTY PUMP ON: STARTS DUTY PUMP. DUTY PUMP SHALL REMAIN ENERGIZED UNTIL WATER

LEVEL IN THE WET WELL DROPS BELOW THE PUMP OFF LEVEL.

6.4. PUMP OFF: POSITIVELY SHUT OFF BOTH PUMPS. ALTERNATES TO OTHER PUMP FOR NEXT

CYCLE.

6.5. LOW LEVEL ALARM: POSITIVELY SHUT OFF BOTH PUMPS AND ACTIVATES LOW LEVEL ALARM.

7. PROVIDE CABLE WEIGHTS MOUNTED ABOVE FLOATS AS RECOMMENDED BY MANUFACTURER.

8. CONTRACTOR SHALL RETAIN THE SERVICES OF AN AUTHORIZED MANUFACTURER'S REPRESENTATIVE

TO INSPECT AND TEST EQUIPMENT INSTALLED IN ORDER TO COMMISSION THE SYSTEM AND VALIDATE

ANY MANUFACTURER'S WARRANTIES. REPAIR ANY ITEMS FOUND BY MANUFACTURER'S

REPRESENTATIVE TO BE NOT IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDED

INSTALLATION REQUIREMENTS AT NO COST TO THE GOVERNMENT.

9. SUBMIT PERFORMANCE CURVES, PUMP OUTLINE DRAWINGS, AND DRAWINGS FOR ACCESSORIES.

ALSO SUBMIT PUMP CONTROL PANEL LAYOUT DRAWINGS, BILL OF MATERIALS INCLUDING ALL ITEMS

PROPOSED FOR USE, ELECTRICAL CONTROL SCHEMATICS, AND FLOAT SWITCH MOUNTING METHOD.

SUBMIT AS SPECIFIED IN DIVISION ONE OF THE CONTRACT SPECIFICATIONS.

10. PACKAGED LIFT STATION SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS.

11. VENTILATION KIT SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS. A 3' CLEARANCE (MIN)

SHALL BE PROVIDED AROUND THE TERMINATION OF THE VENTILATION KIT.

12. EXCAVATION SHALL BE KEPT DRY DURING CONSTRUCTION.

13. WET WELL BACKFILL SHALL BE COMPACTED PER MANUFACTURERS INSTRUCTIONS OR TO 95% OF

MAXIMUM DRY DENSITY, WHICHEVER IS GREATEST.

14. EXFILTRATION TESTING OF WET WELL SHALL BE PERFORMED BY CONTRACTOR AND SHALL BE TESTED

SEPARATELY FROM THE PIPE.

14.1. WET WELL SHALL BE TESTED BY PLUGGING ALL OPENINGS IN A WATERTIGHT MANNER WHICH

WILL WITHSTAND THE HYDROSTATIC PRESSURE WHEN WET WELL IS FILLED WITH WATER.

14.2. TESTING SHALL COMMENCE 12 HOURS AFTER WET WELL HAS CONTAINED THE TEST WATER.

14.3. EXFILTRATION SHALL NOT EXCEED 1.14 GALLONS PER DAY PER VERTICAL FOOT OF WET WELL.

14.4. DEWATER WET WELL UPON COMPLETION OF TESTING.

15. PUMP DUTY POINT: 125 GPM @ 10' OF HEAD (EACH PUMP).

Z:\Clients\ANF\USCOE\SwT\93058_AltusFuT2\Design\Civil\Sheets\93058-CU504.dwg

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2-CU503

3'-6" x 3'-6" MIN

NOTE 1

NOTE 8

INV. EL. 1354.68'

LOCKABLE

ALUMINUM

ACCESS

HATCH

GROUND ELEV. 1361.78'

LIFT-OUT CHAIN WITH 1/4"

SST LIFTING BAIL

HIGH-HIGH LEVEL ALARM ON 1354.5'

PUMP OFF 1351.5'

LOW-LOW LEVEL ALARM 1351'

2" GUIDE RAILS,

SCHEDULE 40 SST

BOTTOM EL 1349.28'

#6 @ 12 EW EF

2-#6 W/30 LS

4" DIP DISCHARGE PIPE

TOP MOUNT

4" VENT PIPE

INSECT

SCREEN

GROUND ELEV.

4"

CONDUIT STUB

(ROTATED FOR CLARITY)

REDUCER

3'-0"

STD 90° HOOK (TYP)

#5 DOWELS @ 12 EF

#5 (TYP)

6'-0"

3'-0" 3'-0"

15'-0"

4'-6" SQUARE (MIN)

NOTE 1

4" CAM LOK FITTING

WITH DUST CAP

BLIND FLANGE

TAP FOR 3" SPOOL

4" CHECK

VALVE (CV)

4"

DISMANTLING

JOINT (DJ)

AIR RELIEF

VALVE

1"

GATEVALVE

4" BALL

VALVE

4" PLUG

VALVE (PV)

PS-1

4" DIA.

FLGxFLG

SPOOL

4"x4" TEE

4" TEE

PS-1

3" ANTI-FLOATATION

FLANGE (VERIFY SIZE

WITH MANUFACTURER)

#5@12 EW EF

#5 DOWELS @ 12 EF (TYP)

Y P

Y P

2" CC

(TYP)

EL = 1356.28'

#5 (TYP)

CL EL. 1358.34'

4" DI DISCHARGE FLANGE

DIP HDPE

RIM ELEV. 1362.28'

SST FASTENERS

GROUND ELEV. 1361.78'

FLAP

VALVE

T

Y P

LIFT OUT

ASSEMBLY

C

C

T

Y P

3" ANTI-FLOATATION

FLANGE (VERIFY SIZE

WITH MANUFACTURER)

6'-0" DIAMETER WET WELL

ALUMINUM ACCESS

HATCH (SEE NOTE 1)

CONDUIT STUBS

(SEE ELECTRICAL DRAWINGS)

8" FROM SMH-102

TOP MOUNT

VENT PIPE

BALL VALVE OPERATOR

3" CAM

LOCK FITTING

WITH DUST CAP

4"

4" DRAIN PIPE

CV DJ

4"

PV

CV DJ PV

4"

4"

S E

E

N

O T

E

3'-1 1/2" SEE NOTE 1

S E

E

N

O T

E

VALVE VAULT

SSVV1

VALVE

VAULT

HIGH LEVEL 1354'

PS-2 (NOTE 9)

3'-6"

2" CC (TYP)

C

C

T

Y P

SEE THIS DRAWING FOR PIPE

SIZE, AND LOCATION

RISER PIPE CLAMP

1 X 1X

WELDED

LUG (TYP OF 4)

L3 X 3 X

, WELDED

BETWEEN SUPPORT BRACKETS

STAINLESS STEEL, WELDED PIPE SUPPORT

BRACKET (LOCATE AS REQD TO PROVIDE PROPER

SUPPORT MIN. SIZE L3 X 3 X 1/4)

"Ø SST BOLT

MOUNTING PLATFORM 1

BY FRP WET WELL MANUFACTURER

V A

R I E

S

SEE THIS DRAWING FOR

PIPE SIZE, CL ELEVATION

AND PIPE SUPPORT LOCATION. PIPE OD, SEE THIS

DRAWING

ADJUST PIPE SADDLE

SUPPORT (SEE NOTES)

THE REDUCER BUSHING

AND NIPPLE (SIZE AS REQUIRED)

SCH 40 STEEL PIPE, SIZE

DETERMINED BY PIPE SADDLE

NOTE:

1. WHERE PIPE SUPPORT IS INDICATED TO BE

LOCATED UNDER VALVE, PROVIDE ADJUSTABLE

PLATE SUPPORT IN LIEU OF SADDLE SUPPORT.

10"

INSTRUMENT ACCESS

HATCH (SEE NOTE 1)

2" CC (TYP)

4"

DRAIN PIPE

4"

1/4" TAP WITH

ISOLATION BALL VALVE

AIR RELIEF

12" TAPERED

CONCRETE FILLET

12" (TYP)

T

Y P

FRP WALL

C

C

1 1/2" TYP

2'-3"2'-3"

7'-0"

3'-0"

7'-0"

3'-6" 2'-3"

2'-3"

3/4"Ø SST BOLT

MOUNTING PLATFORM 1 BY FRP WET

WELL MANUFACTURER

7'-0"

WET WELL - LS - 101

WET WELL

LIFT STATION LS -101

PIPE SUPPORT PS-2

PIPE SUPPORT PS-1

VALVE VAULT

SSVV1

VALVE VAULT BASE PLAN

#6 DOWELS @ 12 EF

(TYP)

PLAN VIEW

SEE VALVE VAULT BASE

PLAN

SLAB BARS NOT

SHOWN FOR

CLARITY

M I N

I M

B O

V

G

A

D E

PUMP ON 1353'

LOCKABLE

ALUMINUM

ACCESS HATCH

SCALE: NTS

A1

LIFT STATION AND VALVE VAULT

2'-0" (TYP)

1. GENERAL:

A. THESE NOTES, AND OTHER DRAWING NOTES CONTAINED WITHIN, ARE PROVIDED

TO MEET SPECIFIC REQUIREMENTS AND TO SUPPLEMENT THE CONTRACT

SPECIFICATIONS. THESE NOTES NEITHER REPLACE NOR OVERRIDE THE

PROVISIONS AND REQUIREMENTS OF THE CONTRACT SPECIFICATIONS.

B. CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH WORK SHOWN

ON ALL OTHER DRAWINGS.

C. CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING CONSTRUCTION AND

REPORT ANY DISCREPANCIES FROM THE CONTRACT DRAWINGS

TO THE CONTRACTING OFFICER PRIOR TO COMMENCING

WITH WORK. SCALING OF WORKING DIMENSIONS FROM THE STRUCTURAL

DRAWINGS IS PROHIBITED.

D. CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED

STRUCTURE. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS

OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO, SHORING AND TEMPORARY

BRACING. CONTRACTOR SHALL UNDERTAKE ALL NECESSARY MEASURES TO ENSURE

SAFETY OF ALL PERSONS AND STRUCTURES AT THE SITE AND ADJACENT TO THE SITE.

VISITS TO THE SITE BY THE CONTRACTING OFFICER OR THE ENGINEER SHALL NOT

RELIEVE THE CONTRACTOR OF SUCH RESPONSIBILITY.

E. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR ON THE CONTRACT

DRAWINGS OR SPECIFICATIONS, THEIR CONSTRUCTION SHALL BE OF THE SAME

CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR, WITH

THE APPROVAL OF THE CONTRACTING OFFICER. WHERE SECTIONS VARY,

CONTRACTOR SHALL PROVIDE FOR SMOOTH TRANSITIONS BETWEEN THEM, UNLESS

NOTED OTHERWISE.

F. ALL PRODUCTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS'

WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, UNLESS NOTED OTHERWISE.

G. ELEVATION 100'-0" CORRESPONDS TO MSL ELEVATION PER CIVIL DRAWINGS.

2. DESIGN STANDARDS

A. PRINCIPAL CODE OF RECORD: INTERNATIONAL BUILDING CODE 2015 AS MODIFIED

BY UFC 1-200-01 AND UFC 3-301-01.

B. ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, 2010.

C. ACI 318, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, 2014.

D. ACI 530/ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES, 2013.

E. AISC STEEL CONSTRUCTION MANUAL, 14th EDITION.

F. AISI COLD-FORMED STEEL DESIGN MANUAL.

G. ACI 360R-10, GUIDE TO DESIGN OF SLABS-ON-GROUND

5. GEOTECHNICAL INFORMATION

A. SOURCE: STANDARD TESTING AND ENGINEERING COMPANY DATED FEBRUARY 23, 2017.

B. SITE PREPARATION

1. EXCAVATION, FILL, AND BACKFILL SHALL BE IN ACCORDANCE WITH THE CONTRACT

DRAWINGS AND SPECIFICATIONS, DIVISION 31.

2. CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER WHEN LOOSE

OR SOFT SOILS ARE EXPOSED WHERE SLABS, MATS, OR FOOTINGS ARE TO BE PLACED

SO THAT A DETERMINATION MAY BE MADE REGARDING IMPROVEMENT OF THIS

POTENTIALLY UNDESIRABLE CONDITION.

C. SOIL CHARACTERISTICS

1. UNIT WEIGHT: 124 PCF.

2. WATER TABLE DEPTH: SEE GEOTECHNICAL REPORT

D. LATERAL EARTH PRESSURE

1. AT-REST CONDITION, Ko: 72 PCF, EQUIVALENT FLUID.

2. ACTIVE CONDITION, Ka: 57 PCF, EQUIVALENT FLUID.

3. PASSIVE CONDITION, Kp: 200 PCF, EQUIVALENT FLUID.

E. SLAB, MAT, AND FOOTING DESIGN PARAMETERS

1. MODULUS OF SUBGRADE REACTION: 115 PCI.

2. ALLOWABLE BEARING CAPACITIES

a. GRAVITY LOADS: 2500 PSF.

b. TRANSIENT LOADS: 3325 PSF.

3. FROST DEPTH: 14".

4. CONCRETE-SOIL COEFFICIENT OF FRICTION: .35.

5. MINIMUM STABILITY FACTORS OF SAFETY

a. OVERTURNING: 1.5.

b. UPLIFT: 1.5.

c. SLIDING: 1.5.

3. SPECIAL INSPECTIONS: SEE STATEMENT OF SPECIAL INSPECTIONS ON DRAWING 2-S-004 AND 2-S-005.

4. DESIGN LOADS

A. RISK CATEGORY: II PER UFC 3-301-01.

B. ESTIMATED COLLATERAL LOADS

1. CEILINGS: 3 PSF.

2. DUCTWORK: 4PSF.

3. FIRE PROTECTION PIPING: 3PSF.

4. LIGHTING AND ELECTRICAL: 2PSF.

C. LIVE LOADS

1. FLOOR LIVE LOAD

a. UNIFORM: 100PSF.

b. 3-TON FORK AND K-LOADER LIFT IN FUSELAGE BAY.

2. ROOF LIVE LOAD

a. UNIFORM: 20 PSF.

b. CONCENTRATED, CONCURRENT WITH UNIFORM LOAD: 300 LBS AT ANY POINT.

3. FLOOR AND ROOF LIVE LOAD REDUCTION IS PERMITTED IN ACCORDANCE WITH

IBC AND ASCE 7.

D. EQUIPMENT LOADS

1. AS INDICATED FOR EQUIPMENT WEIGHING IN EXCESS OF 250 LBS. FRAMING AND

FOUNDATIONS ARE DESIGNED FOR EQUIPMENT WHICH SATISFIES THE CONTRACT

SPECIFICATIONS.

2. IF EQUIPMENT FURNISHED IS HEAVIER THAN THE WEIGHTS INDICATED, OR

REQUIRES STRUCTURAL CHANGES FOR ANY OTHER REASON, CONTRACTOR SHALL

PROVIDE ENGINEERING DESIGN CALCULATIONS AND ADDITIONAL STRUCTURAL

WORK NECESSARY TO SUPPORT ALL LOADS IN ACCORDANCE WITH THE DESIGN

STANDARDS SPECIFIED ABOVE, AT NO ADDITIONAL COST TO THE GOVERNMENT

AND WITH NO INCREASE IN CONTRACT TIME.

E. SNOW LOAD

1. GROUND SNOW LOAD: 10 PSF.

2. SLOPED-ROOF SNOW LOAD: 10 PSF.

3. EXPOSURE FACTOR: 0.9.

4. IMPORTANCE FACTOR: 1.0.

5. THERMAL FACTOR: 1.0.

F. WIND LOAD

1. ULTIMATE WIND SPEED: 115 MPH.

2. NOMINAL WIND SPEED: 89 MPH

3. IMPORTANCE FACTOR: 1.0.

4. EXPOSURE CATEGORY: C.

5. BUILDING CONDITION: ENCLOSED.

6. TOPOGRAPHIC FACTOR: 1.0.

7. DESIGN PRESSURES FOR COMPONENTS AND CLADDING OF ROOF ARE INDICATED

ON DRAWING 2-S-006.

G. SEISMIC LOAD

1. MAXIMUM CONSIDERED EARTHQUAKE SPECTRAL RESPONSE ACCELERATIONS Ss = .160, S1 = .060.

2. DESIGN EARTHQUAKE SPECTRAL RESPONSE ACCELERATIONS Sds = .128, Sd1 = .068.

3. IMPORTANCE FACTOR: 1.0.

4. SITE CLASS: C.

5. SEISMIC DESIGN CATEGORY: A.

6. BASIC SEISMIC FORCE RESISTING SYSTEM: STEEL SYSTEMS NOT SPECIFICALLY DETAILED

FOR SEISMIC RESISTANCE.

7. RESPONSE MODIFICATION FACTOR: R = 3.

8. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE.

9. SEISMIC RESPONSE COEFFICIENT: .043.

10. BASE SEISMIC SHEAR: 5.5 KIPS.

6. MATERIALS: SEE THE CONTRACT SPECIFICATIONS FOR COMPLETE REQUIREMENTS

AND COMPLY WITH ALL APPLICABLE OSHA REGULATIONS

A. REINFORCED CONCRETE: SECTIONS 03 11 13.00 10, 03 15 00.00 10, 03 20 00.00 10, 03 30 00.00 10

03 35 00.00 10, AND 03 39 00.00 10.

1. REINFORCED CONCRETE SHALL BE PREPARED AND PLACED IN

ACCORDANCE WITH ACI MANUAL OF CONCRETE PRACTICE.

2. CONCRETE

a. UNLESS NOTED OTHERWISE: MINIMUM 28-DAY COMPRESSIVE STRENGTH f'c = 4500 PSI, NORMAL WEIGHT.

3. FORMWORK

a. CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGN, ENGINEERING, STRUCTURAL

ADEQUACY, AND CONSTRUCTION OF ALL CONCRETE FORMWORK IN ACCORDANCE

WITH THE CONTRACT SPECIFICATIONS.

b. COORDINATE ALL CONCRETE WORK WITH THE PLACEMENT OF PIPING, INSERTS, FLOOR DRAINS, AND OTHER EMBEDDED ITEMS INDICATED ON THE CONTRACT

DRAWINGS OR IN THE CONTRACT SPECIFICATIONS.

c. ALL NEW OR EXISTING PIPING OR UTILITIES PASSING THROUGH NEW CONCRETE

SHALL BE SLEEVED 1/2" CLEAR ALL AROUND, UNLESS NOTED OTHERWISE.

(SEE OTHER DISCIPLINE DRAWINGS FOR SLEEVE DETAILS. CONTRACTOR SHALL

PROVIDE MEASURES TO ENSURE THAT SLEEVES REMAIN FREE OF DEBRIS AND WATER

DURING CONSTRUCTION.)

d. PROVIDE 3/4" CHAMFER STRIPS ON ALL EDGES OF EXPOSED CONCRETE, UNLESS

NOTED OTHERWISE.

e. WITH THE EXPLICIT PRIOR APPROVAL IN WRITING OF THE CONTRACTING OFFICER, COLUMN AND WALL FOOTINGS MAY BE EARTH-FORMED USING UNDISTURBED

NATIVE SOIL. PROVIDE A MINIMUM EXCAVATION WIDTH 4" GREATER THAN

INDICATED, AND A DEPTH 2" GREATER THAN INDICATED.

4. REINFORCING STEEL

a. BARS: ASTM A615 GRADE 60.

b. WELDED WIRE FABRIC: ASTM A185.

c. ALL CONCRETE SHALL BE REINFORCED UNLESS SPECIFICALLY MARKED "NOT

REINFORCED" OR "UNREINFORCED".

d. CONTRACTOR SHALL DETAIL AND PLACE ALL REINFORCEMENT IN ACCORDANCE WITH

ACI SP-66, ACI 301, ACI 318, AND CRSI MANUAL OF STANDARD PRACTICE.

e. MINIMUM CONCRETE CLEAR COVER OVER REINFORCEMENT SHALL BE AS FOLLOWS, UNLESS NOTED OTHERWISE:

(1) CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3".

(2) CONCRETE EXPOSED TO EARTH OR WEATHER: #6 THROUGH #11 BARS - 2"; #5

AND SMALLER BARS, WELDED WIRE FABRIC - 1 1/2".

(3) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND:

SLABS AND WALLS - 3/4"; BEAMS AND COLUMNS, PRIMARY REINFORCEMENT, TIES,

STIRRUPS, SPIRALS - 1 1/2".

f. EMBEDMENT AND LAP SPLICE LENGTHS FOR ALL REINFORCING STEEL BARS SHALL CONFORM TO THE TABLES AND NOTES ON DRAWING 2-2-s-007, UNLESS NOTED OTHERWISE.

g. PROVIDE ADDITIONAL REINFORCEMENT AT ALL OPENINGS AND CORNER BARS AT ALL

INTERSECTING GRADE BEAMS, WALLS, AND CURBS IN ACCORDANCE WITH THE STANDARD

DETAILS ON DRAWING 2-2-S-007 AND 2-2-S-008, UNLESS NOTED OTHERWISE.

5. JOINTS

a. LOCATE ALL CONSTRUCTION, CONTRACTION, ISOLATION, EXPANSION, AND OTHER JOINTS

AS INDICATED OR SPECIFIED, OR OTHERWISE APPROVED BY THE CONTRACTING OFFICER.

b. SURFACES OF ALL HORIZONTAL AND VERTICAL CONSTRUCTION JOINTS SHALL BE CLEANED

OF LAITANCE AND SHALL EXPOSE CLEAN COARSE AGGREGATE SOLIDLY EMBEDDED IN

MORTAR MIX. JUST PRIOR TO DEPOSITING CONCRETE, SURFACE OF CONSTRUCTION JOINT

SHALL BE THOROUGHLY CLEANED AND WETTED.

c. THESE PROVISIONS SHALL ALSO APPLY WHEN NEW CONCRETE IS PLACED AGAINST EXISTING

CONCRETE. IN ADDITION, EXISTING CONCRETE SURFACE SHALL BE ADEQUATELY PREPARED

BY APPLICATION OF A BONDING AGENT.

d. PROVIDE WATERSTOPS AT CONCRETE JOINTS WHERE INDICATED ON THE CONTRACT DRAWINGS.

6. MATERIALS: (CONT)

B. REINFORCED MASONRY: SECTION 04 20 00, 04 25 13.

1. REINFORCED MASONRY SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI/ASCE/TMS CODE

AND SPECIFICATION.

2. MASONRY

a. UNITS: ASTM C90 TYPE I, MINIMUM NET AREA COMPRESSIVE STRENGTH = 2000 PSI.

b. MORTAR: ASTM C270, TYPE S.

c. MINIMUM SPECIFIED COMPRESSIVE STRENGTH: f'm = 2000 PSI.

3. REINFORCING STEEL

a. BARS: ASTM A615 GRADE 60.

b. MINIMUM CLEAR DISTANCE TO ANY FACE OF MASONRY UNIT OR FORMED SURFACE: 1/2".

c. MINIMUM LAP SPLICE LENGTH: 48 BAR DIAMETERS.

4. GROUT

a. PROPERTIES: COARSE GROUT PER ASTM C476, MINIMUM COMPRESSIVE STRENGTH =

2000 PSI, SLUMP = 8" TO 11".

b. FULLY GROUT ALL CELLS CONTAINING REINFORCING STEEL AND ALL CELLS LOCATED

BELOW GRADE. PROVIDE MASONRY UNITS WITH MINIMUM SPACE IN

CELLS TO RECEIVE GROUT OF 3" x 3" AND ALIGN THESE CELLS TO PROVIDE

UNOBSTRUCTED OPENINGS.

c. PLACE GROUT WITHIN 1 1/2 HOURS AFTER ADDING MIX-DESIGNED WATER AND PRIOR TO

INITIAL SET. GROUT CONTINUOUSLY BETWEEN CONTROL JOINTS USING POUR HEIGHTS

NOT EXCEEDING 12 FT AND LIFTS NOT EXCEEDING 5 FT, WITH NO INTERRUPTIONS

EXCEEDING 1 HOUR.

d. CONSOLIDATE GROUT IN ASSEMBLED WALLS BY MECHANICAL VIBRATION AT THE TIME

OF PLACEMENT. RECONSOLIDATE GROUT BY MECHANICAL VIBRATION AFTER INITIAL

WATER LOSS AND SETTLEMENT HAS OCCURRED.

5. VERTICAL REINFORCEMENT, UNLESS NOTED OTHERWISE

a. PROVIDE 1-#5 VERTICAL AT A MAXIMUM SPACING OF 48".

b. PROVIDE ADDITIONAL VERTICAL REINFORCEMENT AT EACH SIDE OF CONTROL JOINTS.

c. ALL VERTICAL REINFORCEMENT SHALL BE CONTINUOUS FOR FULL HEIGHT OF WALL, EXCEPT WHERE A BAR IS INTERRUPTED BY A STEEL MEMBER, PROVIDE SAME SIZE BAR

ON EACH SIDE OF OPENING WITH LAP SPLICES ABOVE AND BELOW.

d. PROVIDE FOUNDATION DOWEL OF THE SAME SIZE FOR EACH VERTICAL REINFORCING

BAR. DOWELS SHALL BE CAST INTO SUPPORTING CONCRETE. LENGTH

OF DOWEL EXTENDING INTO WALL SHALL BE A MINIMUM OF 2" GREATER THAN LAP

SPLICE LENGTH SPECIFIED ABOVE.

6. HORIZONTAL JOINT REINFORCEMENT

a. PROVIDE LADDER TYPE AT EVERY OTHER COURSE OR AT A MAXIMUM SPACING OF 16".

b. BEGIN AT TOP OF FIRST BLOCK COURSE.

7. BOND BEAMS, UNLESS NOTED OTHERWISE

a. CONSTRUCT USING 2-#4 HORIZONTAL.

8. VERTICAL CONTROL JOINTS, UNLESS NOTED OTHERWISE

a. AT A MAXIMUM SPACING OF 24 FT.

b. USE PREMOLDED CONTROL JOINT KEY INSERTS WITH SASH BLOCKS. USE CORRUGATED

METAL SEPARATORS AT BOND BEAM LOCATIONS.

c. DISCONTINUE ALL HORIZONTAL REINFORCEMENT AT VERTICAL CONTROL JOINTS.

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G. METAL BUILDING SYSTEMS: SECTION 13 34 19

1. METAL BUILDING SYSTEM SHALL BE PROVIDED BY A MANUFACTURER WHO IS MEMBER

OF MBMA AND HOLDS AN AISC CATEGORY MB CERTIFICATION.

2. METAL BUILDING SYSTEM SHALL BE INSTALLED BY A QUALIFIED ERECTOR WHO IS

ACCEPTABLE TO THE MANUFACTURER.

3. METAL BUILDING SYSTEM SHALL BE PROVIDED AS DELEGATE-ENGINEERED SYSTEM IN

ACCORDANCE WITH THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.

4. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND COMPLETE STRUCTURAL

DESIGN ANALYSIS OF THE METAL BUILDING SYSTEM, INCLUDING DEVELOPMENT OF

LOADS, DESCRIPTION OF INDIVIDUAL AND COMBINED LOAD CASES, DESCRIPTION OF

MATERIALS, COMPARISON OF PERMITTED STRESSES VERSUS COMPUTED STRESSES,

CALCULATION OF DEFLECTIONS, ANCHOR BOLT LAYOUT, AND FOUNDATION

REACTIONS. METAL BUILDING SYSTEM MANUFACTURER SHALL SUBMIT SERVICE

(UNFACTORED) REACTIONS AT EACH COLUMN BASE ALL THREE PRINCIPLE

DIRECTIONS (VERTICAL AND SHEAR) FOR EACH PRIMARY (NOT COMBINED) LOAD TYPE

(SUCH AS, DEAD, LIVE, LIVE ROOF, COLLATERAL, WIND, SEISMIC) SO THE FOUNDATION

DESIGNER CAN APPLY LOAD FACTORS AND FORM COMBINATIONS APPROPRIATE FOR

CONCRETE DESIGN.

5. CALCULATIONS AND SHOP DRAWINGS SHALL BEAR THE SEAL OF A LICENSED PROFESSIONAL

ENGINEER.

6. SHOP DRAWING APPROVAL SHALL BE OBTAINED PRIOR TO PLACING ANY FOUNDATIONS

OR FABRICATION OF FOUNDATION REINFORCING STEEL.

7. METAL BUILDING SYSTEM MANUFACTURER SHALL DESIGN THE BUILDING STRUCTURE

FOR THE LOADS SHOWN IN THE "DESIGN LOADS" NOTES IN ACCORDANCE WITH THE

"DESIGN STANDARDS" LISTED. ALL LOADS SHOULD BE CONSIDERED MINIMUMS AND ARE

SUBJECT TO VERIFICATION AND COORDINATION BY THE METAL BUILDING SYSTEM

MANUFACTURER AND THE CONTRACTOR. IF ACTUAL LOADS OF THE ITEMS ARE HIGHER

THAN THOSE SHOWN IN "DESIGN LOADS" NOTES, THE HIGHER LOADS SHALL BE USED.

8. COMPUTE AND APPLY WIND PRESSURES AS SPECIFIED IN "DESIGN LOADS".

9. FOUNDATIONS HAVE BEEN DESIGNED FOR ASSUMED METAL BUILDING SYSTEM COLUMN

REACTIONS AND COLUMN BASE PLATE REQUIREMENTS. IF THE METAL BUILDING SYSTEM

COLUMN REACTIONS ARE LARGER THAN THE ASSUMED REACTION, ANCHOR BOLTS

DIFFER FROM THOSE ARE SUBJECT TO VERIFICATION AND COORDINATION BY THE METAL

BUILDING SYSTEM MANUFACTURER AND THE CONTRACTOR. THE FOUNDATIONS NEED TO

BE CHECKED AND POSSIBLY REDESIGNED.

10. METAL BUILDING SYSTEM SHALL BE A PIN-BASED STRUCTURE SO THAT ONLY VERTICAL

AND HORIZONTAL FORCES ARE TRANSMITTED TO THE FOUNDATION. THE STRUCTURE

SHALL NOT TRANSMIT MOMENTS IN ANY DIRECTION TO THE FOUNDATION.

11. PROVIDE ANCHOR BOLTS OF SIZE AND NUMBER AND AT LOCATIONS REQUIRED METAL

BUILDING SYSTEM MANUFACTURER. OBTAIN PRIOR APPROVAL OF ENGINEER IF THESE

ADJUSTMENTS REQUIRE CHANGING ANY STRUCTURAL DIMENSIONS OR DETAILS.

12. ALL PRIMARY FRAMING CONNECTIONS SHALL HAVE FULLY TENSIONED HIGH STRENGTH

BOLTS.

C. STRUCTURAL AND MISCELLANEOUS STEEL: SECTIONS 05 12 00 AND 05 50 13

1. STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTED IN

ACCORDANCE WITH AISC STEEL CONSTRUCTION MANUAL, 14th EDITION.

2. TEMPORARY ERECTION BRACING SHALL BE DESIGNED AND PROVIDED BY THE CONTRACTOR

AS REQUIRED AND SHALL NOT BE REMOVED UNTIL ALL PERMANENT LATERAL-LOAD-RESISTING

ELEMENTS AND CONNECTIONS ARE COMPLETELY INSTALLED.

3. WIDE FLANGE SHAPES AND TEES: ASTM A992, Fy = 50 KSI.

4. OTHER SHAPES, PLATES, AND THREADED RODS

a. ASTM A36, Fy = 36 KSI, UNLESS NOTED OTHERWISE.

b. ASTM A572 GRADE 50, Fy = 50 KSI, WHERE INDICATED AS "(50)".

5. SQUARE AND RECTANGULAR HOLLOW STRUCTURAL SECTIONS: ASTM A500 GRADE

B, Fy = 46 KSI.

6. ROUND HOLLOW STRUCTURAL SECTIONS: ASTM A500 GRADE B, Fy = 42 KSI.

7. PIPE: ASTM A53 TYPE E OR S, GRADE B, Fy = 35 KSI.

8. BOLTS

a. 3/4" DIAMETER ASTM A325, UNLESS NOTED OTHERWISE.

b. FRAMING CONNECTIONS: SNUG-TIGHTENED JOINTS WITH STANDARD HOLES, UNLESS NOTED OTHERWISE.

c. BRACING CONNECTIONS: SNUG-TIGHTENED JOINTS WITH STANDARD HOLES, UNLESS

NOTED OTHERWISE.

d. SLIP-CRITICAL JOINTS SHALL HAVE CLASS A FAYING SURFACES WITH SLIP

CHECKED AT THE FACTORED LOAD LEVEL.

e. ON ONE SIDE OF EACH DOUBLE CONNECTION OF BEAMS TO A COLUMN WEB OR A

GIRDER WEB DIRECTLY OVER A COLUMN, PROVIDE A TEMPORARY SEAT ANGLE

ATTACHED TO COLUMN OR GIRDER WEB AND TO BOTTOM FLANGE OF BEAM. MINIMUM

SEAT CONNECTION SHALL BE L4x3x3/8 LLH WITH TWO 3/4" DIAMETER A307 OR A325-ST

BOLTS EACH LEG. SINGLE AND DOUBLE STAGGERED CONNECTIONS ARE PROHIBITED

WITHOUT THE EXPLICIT PRIOR APPROVAL IN WRITING OF THE STRUCTURAL ENGINEER OF

RECORD.

9. WELDING: IN ACCORDANCE WITH AWS D1.1 USING E70 ELECTRODE WITH LOW HYDROGEN.

10. ALL DOUBLE ANGLE MEMBERS SHALL HAVE SPACER PLATES TO COMPLY WITH AISC

PARAGRAPH E4.

a. THICKNESS: TO MATCH END GUSSET PLATES.

b. MINIMUM ATTACHMENT: CONNECT TO HEEL AND TOE OF EACH ANGLE USING 3/16" x 1"

LONG FILLET WELDS.

11. HEADED STUDS

a. COLD-FINISHED STEEL CONFORMING TO ASTM A108, GRADE 1015 OR 1020.

b. ALL STUDS LOCATED SO AS TO OBSTRUCT WALKING SURFACES OF BEAMS OR JOISTS

SHALL BE FIELD INSTALLED.

12. ANCHOR BOLTS

a. ASTM F1554 GRADE 36 UNLESS SPECIFICALLY NOTED AS GRADE 55.

b. LOCATE ANCHOR BOLTS ACCURATELY, SET WITH TEMPLATES, AND SECURELY HOLD IN

POSITION WHILE PLACING

CONCRETE. PROTECT IN-PLACE ANCHOR BOLTS FROM CONSTRUCTION ACTIVITY.

c. THE FOLLOWING ARE PROHIBITED WITHOUT THE EXPLICIT PRIOR APPROVAL IN WRITING

OF THE STRUCTURAL ENGINEER OF RECORD:

(1) INSERTING ANCHOR BOLTS INTO FRESH OR PARTIALLY HARDENED CONCRETE.

(2) SUBSTITUTING POST-INSTALLED ANCHORS WHERE EMBEDDED ANCHOR BOLTS

ARE INDICATED.

(3) REPAIRING, REPLACING, OR MODIFYING INSTALLED ANCHOR BOLTS.

13. POST-INSTALLED ANCHORS

a. CONCRETE ANCHORS: CARBON STEEL MANUALLY EXPANDED WEDGE

TYPE, UNLESS NOTED OTHERWISE.

b. ADHESIVE ANCHORS: ASTM A36 CARBON STEEL THREADED ROD WITH VINYL URETHANE

METHACRYLATE RESIN ADHESIVE, UNLESS NOTED OTHERWISE.

c. MASONRY ANCHORS: ASTM A36 CARBON STEEL THREADED ROD WITH CYLINDRICAL

WIRE MESH SCREEN TUBE AND INJECTABLE HYBRID ADHESIVE, UNLESS NOTED OTHERWISE.

14. GROUT: CEMENTITIOUS NONSHRINK.

D. STEEL JOISTS: SECTION 05 21 00

1. STEEL JOISTS, BRIDGING, AND ACCESSORIES SHALL BE DESIGNED, FABRICATED,

AND ERECTED IN ACCORDANCE WITH SJI SPECIFICATIONS.

2. JOISTS CALLED OUT ON THE CONTRACT DRAWINGS ARE SIZED FOR EQUIVALENT

UNIFORM GRAVITY LOADS ONLY. SUPPLIER SHALL FURTHER DESIGN AND MODIFY

JOISTS AS REQUIRED FOR ALL ADDITIONAL DISTRIBUTED AND CONCENTRATED

DEAD, LIVE, WIND INCLUDING UPLIFT, SNOW INCLUDING DRIFT, AND OTHER LOADS

INDICATED ON THE CONTRACT DRAWINGS OR OTHERWISE PROVIDED BY

EQUIPMENT VENDORS.

3. ALL JOISTS SHALL BE CAPABLE OF SUPPORTING A 300 LB CONCENTRATED LOAD

AT ANY POINT ALONG THE TOP OR BOTTOM CHORD IN ADDITION TO ALL OTHER

LOADS INDICATED OR SPECIFIED.

4. JOISTS SHALL BE ATTACHED TO SUPPORTING STRUCTURAL MEMBERS OR BEARING

PLATES USING A MINIMUM 3/16" x 1 1/2" LONG FIELD FILLET WELD OR

1/2" DIAMETER ASTM A325-ST BOLT ON EACH SIDE OF THE JOIST SEAT, UNLESS

NOTED OTHERWISE. BOLTS SHALL BE USED FOR ALL NON-PANELIZED JOISTS OF

40 FT OR GREATER SPAN.

5. JOISTS SUPPORTING STEEL DECK SHALL BE INSTALLED TO PROVIDE A FLAT PLANE

FOR DECK ATTACHMENT. JOIST MODIFICATIONS AND SHIMS SHALL BE PROVIDED AS

REQUIRED.

6. THE FOLLOWING ARE PROHIBITED WITHOUT THE EXPLICIT PRIOR APPROVAL IN WRITING

OF THE STRUCTURAL ENGINEER OF RECORD:

a. CHANGE OF JOIST DEPTH FROM THAT INDICATED.

b. USE OF BOLTS LARGER THAN 1/2" DIAMETER FOR JOIST ATTACHMENT.

c. ANY MODIFICATION OF JOISTS NOT DISCUSSED ABOVE.

E. STEEL DECK: SECTIONS 05 30 00

1. STEEL DECK, ATTACHMENTS, AND ACCESSORIES SHALL BE DESIGNED, FABRICATED,

AND INSTALLED IN ACCORDANCE WITH SDI MANUALS AND AISI COLD-FORMED STEEL

DESIGN MANUAL.

2. ROOF DECK

a. 1 1/2", 20 GAGE, WIDE DEEP RIB WITH

Fy = 33 KSI, Imin = .212 IN^4/FT, Smin = .234 IN^3/FT, GALVANIZED G90

3. ALL STEEL DECK AND DECK ATTACHMENTS SHALL BE CAPABLE OF RESISTING THE WIND

UPLIFT LOADS INDICATED ON THE CONTRACT DRAWINGS AND A SERVICE

DIAPHRAGM SHEAR OF 456 PLF.

4. ALL STEEL DECK SHALL CROSS A MINIMUM OF TWO SPANS. MINIMUM LENGTH OF END

LAPS AND BEARING AT ALL SUPPORTS SHALL BE 2".

5. ALL STEEL DECK SHALL BE SUPPORTED AT EDGES OF OPENINGS AND AROUND

COLUMNS. ADDITIONAL SUPPORT STEEL SHALL BE PROVIDED BY CONTRACTOR AS

REQUIRED AND FABRICATED SO THAT DECK RUNS CONTINUOUSLY OVER MINOR

OPENINGS, WHICH SHALL NOT BE CUT UNTIL NEEDED BY OTHER TRADES.

6. MINIMUM STEEL DECK ATTACHMENT SHALL BE AS FOLLOWS:

a. DECK SHALL BE FASTENED AT EACH END AND AT INTERMEDIATE SUPPORTS

BY 5/8" DIAMETER PUDDLE WELDS OR #12 SCREWS, 36/5 PATTERN.

b. SIDE LAP CONNECTIONS SHALL BE MADE AT SEAMS USING 5/8" DIAMETER

PUDDLE WELDS OR #10 SCREWS, 2 PER SPAN.

c. CONNECTIONS ALONG SIDE BOUNDARIES, RIDGE PLATES, AND ROOF SUB

FRAMING SHALL BE MADE AT 12" ON CENTER MAXIMUM.

d. PNEUMATIC FASTENERS AND/OR SCREWS SHALL NOT BE SUBSTITUTED WHERE

WELDS ARE SPECIFIED, BUT MAY BE USED IN TEMPORARY ATTACHMENT OF

STEEL DECK.

F. COLD-FORMED STEEL FRAMING: SECTION 05 40 00

1. COLD-FORMED STEEL FRAMING SHALL BE DESIGNED, FABRICATED, AND ERECTED IN

ACCORDANCE WITH AISI COLD-FORMED STEEL DESIGN MANUAL AND SSMA OR LGSI

PUBLICATIONS AS APPLICABLE.

2. SHAPE DESIGNATIONS

a. STUDS, JOISTS, TRACK, CHANNELS, AND FURRING CHANNELS: PER SSMA

PRODUCT…