W912PL-15-R-0002DrawingsPart-2of3.pdf

S O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

P

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

A Z

Y

D E

C E

M B

E R

.1

X

F -9

-0

LETTER

IDENTIFICATION

LOCATION

B

P U

M P

H O

U S

E

MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURESASCE 7-10

INTERNATIONAL BUILDING CODE 2012IBC 2012

MARCH 1ST 2005

CONCRETE FLOOR SLABS ON GRADE SUBJECTED TO HEAVY LOADSUFC 3-320-06A

SEISMIC DESIGN FOR BUILDINGS, JUNE 1ST 2013UFC 3-310-04

STRUCTURAL ENGINEERING, JUNE 1ST 2013UFC 3-301-01

GENERAL BUILDING REQUIREMENTS, JULY 1ST 2013UFC 1-200-01

FOLLOWING:

THE STRUCTURES HAVE BEEN DESIGNED IN ACCORDANCE WITH THE PROVISIONS OF THE 9.

CONTRACTING OFFICER'S APPROVAL MUST BE SECURED FOR ALL SUBSTITUTIONS.8.

AND LATERAL BRACING ARE IN PLACE.

ERECT AND HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL PERMANENT SUPPORTS

THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING REQUIRED TO 7.

ADDITIONAL ITEMS TO BE PLACED OR SET IN THE STRUCTURAL WORK.

SLEEVES, CHASES, HANGERS, INSERTS, ANCHORS, HOLES, PENETRATIONS, AND OTHER

THE CONTRACTOR SHALL VERIFY THE REQUIREMENTS OF OTHER DISCIPLINES AS TO 6.

CONTRACTING OFFICER SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCY.

CONTRACTOR SHALL VERIFY ALL DIMENSIONS BEFORE STARTING WORK AND THE 5.

OTHERS.

ALL VERTICAL ELEVATIONS ARE BASED ON THE CONTROL ELEVATION FROM SURVEY BY 4.

BE DETAILED THE SAME OR OPPOSITE HAND, WHETHER SPECIFICALLY NOTED OR NOT.

WHERE SECTION IS SHOWN AND DETAILED, OTHER SECTIONS OF SIMILAR CONDITION SHALL 3.

ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS AND SPECIFICATIONS.

THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE CIVIL, 2.

REFERENCE ELEVATION 100'-0" = 1081.25' MEAN SEA LEVEL.1.

IN LOOSE THICKNESS.

MAXIMUM MODIFIED PROCTOR DENSITY (ASTM D1557) IN LIFTS NOT EXCEEDING 8 INCHES

OF OPTIMUM MOISTURE CONTENT AND COMPACTED TO AT LEAST 92 PERCENT OF

CONTAMINATION. BACKFILL SHALL BE MOISTURE-CONDITIONED WITHIN -1 TO +3 PERCENT

THE EXCAVATION SHALL BE CONSIDERED SUITABLE FOR REUSE IF IT IS FREE FROM

MAXIMUM SIDE SLOPE OF 1.5 HORIZONTAL TO 1.0 VERTICAL. THE SOIL REMOVED FROM

BASE SHALL EXTEND A MINIMUM OF 5 FEET BEYOND THE BUILDING'S PERIMETER WITH A

COMPACTOR WITH A MINIMUM WEIGHT OF APPROXIMATELY 4-TONS). THE EXCAVATION

SURFACE WITH THREE PASSES OF A PAD-FOOT COMPACTOR (E.G. A SELF-PROPELLED

MINIMUM DEPTH OF 6 FEET FROM GROUND SURFACE AND COMPACT THE EXPOSED

OVEREXCAVATE THE ENTIRE FOOTPRINT OF THE PUMP HOUSE PLUS 5 FEET TO A 8.

CONSTRUCTION BRACING OR BY PERMANENT CONSTRUCTION.

WALLS ARE SECURELY BRACED AGAINST OVERTURNING, EITHER BY TEMPORARY

NO UNBALANCED BACKFILLING SHALL BE DONE AGAINST CONCRETE WALLS UNLESS 7.

REQUIREMENTS OF SECTION 31 00 00 AND THE GEOTECHNICAL REPORT.

CONCRETE PLACEMENT SHALL NOT PROCEED UNTIL THE SUBGRADE MEETS THE 6.

BY USACE OMAHA DISTRICT.

ACCORDING TO THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEERING REPORT

SOILS BENEATH NEW FOUNDATIONS AND SLABS ON GRADE SHALL BE PREPARED 5.

DISTRICT.

RECOMMENDATIONS IN THE GEOTECHNICAL ENGINEERING REPORT BY USACE OMAHA

FOUNDATIONS FOR THIS STRUCTURE HAVE BEEN DESIGNED IN ACCORDANCE WITH THE 4.

5"FROST PENETRATION:E.

μ = 0.35SLIDING COEFFICIENT OF FRICTION:D.

Kp = 2.0PASSIVE:C.

K = 0.70AT-REST:B.

Ka = 0.50ACTIVE:A.

LATERAL EARTH PRESSURE COEFFICIENTS:3.

ɸ = 20°FRICTION ANGLE:2.

ONE-THIRD OVERSTRESS MAY BE ALLOWED FOR TEMPORARY WIND/SEISMIC LOADING.

2,500 PSFMAX ALLOWABLE NET SOIL BEARING PRESSURE:1.

A. GENERAL NOTES:

B. DESIGN NOTES:

C. SOILS & FOUNDATION NOTES:

"2 11BEAMS, COLUMNS (PRIMARY REINF, TIES, STIRRUPS):ii.

"4 3SLABS, WALLS, JOISTS:i.

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:C.

"2 11No. 5 BAR, W31 OR D31 WIRE, AND SMALLER:ii.

2"No. 6 THROUGH No. 18 BARSi.

CONCRETE EXPOSED TO EARTH OR WEATHER: B.

3"CONCRETE CAST AGAINST OR PERMANENTLY EXPOSED TO EARTH:A.

FOLLOWS UNLESS NOTED OTHERWISE:

CLEAR COVER TO REINFORCING FOR CAST-IN-PLACE CONCRETE SHALL BE AS 16.

POST-INSTALLED ADHESIVE ANCHORS SHALL CONFORM TO ACI 355.4-11.15.

POST-INSTALLED MECHANICAL ANCHORS SHALL CONFORM TO ACI 355.2-07.14.

".4

3EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 13.

OPTION.

JOINTS MAY BE SUBSTITUTED FOR CONTRACTION JOINTS AT THE CONTRACTOR'S

SLAB-ON-GRADE CONTRACTION JOINTS ARE DENOTED "CJ" IN PLAN. CONSTRUCTION 12.

POSITIONS SHOWN ON DRAWINGS.

PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AT 11.

SP-66 AND ACI 318-11.

DETAIL BARS IN ACCORDANCE WITH "ACI DETAILING MANUAL - 2004", PUBLICATION 10.

BEYOND PERMITTED TOLERANCES.

TIED AND SUPPORTED BEFORE CONCRETE IS PLACED TO PREVENT DISPLACEMENT

PLATES SHALL BE ACCURATELY PLACED IN THE POSITIONS SHOWN AND ADEQUATELY

ALL REINFORCING STEEL AND EMBEDDED ITEMS SUCH AS ANCHOR RODS AND WELD 9.

SECTION 03 30 00.00 10.

ALL FLOOR SLABS SHALL BE TREATED WITH A SEALER/HARDENER. SEE SPECIFICATION 8.

REINFORCING BARS SHALL BE SUPPORTED AT 2'-0" O.C., EACH WAY, MAX.7.

SEALANT THAT IS IN ACCORDANCE WITH ASTM D5893.

ALL FLOOR JOINTS IN PUMP ROOM SHALL BE SEALED WITH JET FUEL RESISTANT 6.

DETAIL ON SHEET SB501.

ALL CONCRETE SLABS SHALL BE PLACED ON A 6" CAPILLARY WATER BARRIER. SEE 5.

ON THIS SHEET.

318-11 USING CLASS B TENSION SPLICES UNLESS OTHERWISE NOTED. SEE SCHEDULE

LAP SPLICES AND CONCRETE COVER OF REINFORCEMENT SHALL CONFORM TO ACI 4.

WELDED WIRE REINFORCING: SHALL CONFORM TO ASTM A185B.

REINFORCING BARS: SHALL CONFORM TO ASTM A615 OR ASTM A706, GRADE 60 A.

REINFORCING MATERIALS: 3.

SPECIFIED COMPRESSIVE STRENGTH: f'c = 4,500 PSI AT 28 DAYS TYP.2.

"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE", ACI 318-11.

CAST-IN-PLACE CONCRETE SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE 1.

E. CONCRETE NOTES:

WALL DIMENSIONS RELATED TO MASONRY ARE GIVEN AS NOMINAL.10.

OPENING.

ABOVE THE OPENING TO THE CLOSEST HORIZONTAL COURSE JOINT BELOW THE

STIRRUPS AND TIES SHALL EXTEND FROM THE CLOSEST HORIZONTAL COURSE JOINT 9.

SEE LAP SPLICE SCHEDULE ON THIS SHEET. 8.

GROUT ALL CELLS FULL FOR CMU BELOW FINISHED GRADE.7.

CONTRACT DRAWINGS.

JOINT REINFORCEMENT SPACED AT 16" O.C. UNLESS OTHERWISE SHOWN ON THE

HORIZONTAL REINFORCEMENT SHALL HAVE (2) LONGITUDINAL WIRES OF W1.7 BED 6.

REINFORCING BARS: SHALL CONFORM TO ASTM A615 OR ASTM A706, GRADE 60 A.

REINFORCING MATERIALS: 5.

f'g = 2,000 PSICOMPRESSIVE STRENGTH OF GROUT:B.

SHALL CONFORM WITH ASTM C476A.

GROUT:4.

f'c = 1,800 PSIMINIMUM COMPRESSIVE STRENGTH:i.

ALL OTHER CONSTRUCTION: TYPE "S" CONFORMING WITH ASTM C270B.

f'c = 2,500 PSIMINIMUM COMPRESSIVE STRENGTH:i.

BELOW GRADE CONSTRUCTION: TYPE "M" CONFORMING WITH ASTM C270A.

MORTAR:3.

f'm = 1,500 PSICOMPRESSIVE STRENGTH OF MASONRY:C.

DENSITY CLASSIFICATION: NORMAL WEIGHTB.

SHALL CONFORM WITH ASTM C90A.

CONCRETE MASONRY UNIT:2.

CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES", MSJC-11.

MASONRY SHALL CONFORM TO MASONRY STANDARDS JOINT COMMITTEE "BUILDING 1.

D. MASONRY NOTES:

SIZE

BAR

#3

#4

#5

#6

#7

#8

#9

SEE NOTE 3

TOP BARS

OTHER BARS

ALL

CONCRETE, f'c = 4,500 PSI

1'-11"

2'-7"

3'-2"

3'-10"

5'-7"

6'-4"

7'-2"

1'-6"

2'-0"

2'-6"

2'-11"

4'-3"

4'-11"

5'-6"

REINFORCING BAR LAP SPLICE SCHEDULE

CAST BELOW THE BARS.

TOP BARS ARE DEFINED AS BARS HAVING 12" OR MORE OF FRESH CONCRETE 3.

NOT ALL BAR SIZES LISTED IN SCHEDULE MAY BE REQUIRED.2.

SPECIFICALLY NOTED OTHERWISE ON THE CONTRACT DRAWINGS.

LAP SPLICE LENGTHS LISTED IN TABLE ABOVE ARE TYPICAL UNLESS 1.

REINFORCING BAR LAP SPLICE SCHEDULE NOTES:

PER CELL

1 BAR

PER CELL

2 BARS

8" CMU, f'm = 1,500 PSI

1'-7" 1'-8"

2'-1" 3'-0"

2'-8" 4'-8"

4'-9" 9'-4"

DESIGN & GENERAL NOTES

LENGTH (Ldh)

EMBEDMENT

0'-5"

0'-7"

0'-9"

0'-10"

MASONRY

STD. HOOKS

2,000 LBSLIVE LOAD:D.

300 LBSHOIST WEIGHT:C.

41 LBS/FTCRANE RUNWAY BEAMS:B.

5,000 LBSBRIDGE CRANE WEIGHT:A.

CRANE LOADS: THE FOLLOWING CRANE LOADS WERE ASSUMED FOR DESIGN:7.

PROCEDURE: EQUIVALENT LATERAL FORCE ANALYSISv.

R = 3.5RESPONSE MODIFICATION COEFFICIENT:iv.

Cs = 0.078SEISMIC RESPONSE COEFFICIENT:iii.

V = 7.0 KIPSDESIGN BASE SHEAR:ii.

MASONRY SHEAR WALLS

SEISMIC FORCE RESISTING SYSTEM: INTERMEDIATE REINFORCEDi.

CONTROL ROOMI.

Ie = 1.50IMPORTANCE FACTOR:H.

"C"SEISMIC DESIGN CATEGORY:G.

Sd1 = 0.10gF.

Sds = 0.18gE.

"D"SITE CLASSIFICATION:D.

SOURCE OF ACCELERATION DATA: TABLE E-3 OF UFC 3-301-01C.

S1 = 0.06gB.

Ss = 0.17gA.

SEISMIC LOADS:6.

GCpi = +/- 0.18CONTROL ROOMii.

GCpi = +/- 0.55METAL BUILDING SYSTEMi.

INTERNAL PRESSURE COEFF:C.

"C"EXPOSURE CATEGORY:B.

V = 120 MPH (3 SEC GUST)BASIC WIND SPEED (50 YEAR):A.

WIND LOADS:5.

Lo = 150 PSFPUMP HOUSE SLAB:i.

FLOOR:C.

L = 5 PSFINTERIOR WALLS & PARTITIONS:B.

Lo = 20 PSFROOF (CONSTRUCTION & MAINTENANCE):A.

LIVE LOADS:4.

D = 5 PSFCOLLATERAL (MISC EQUIP):A.

DEAD LOADS:3.

Pg = 0 PSFGROUND SNOW LOAD:A.

SNOW LOADS:2.

IVPUMP HOUSE:A.

RISK CATEGORY1.

S-001

D E

S

IG

N

A N

D

G E

N E

R A

L N

O T

E S

J .C .F

J .C .F

W .R .B

W A

Y N

R

B O

E C

K

P .E

G

E D

X J

F I:

d w g s s t r u c t

L U

B

S

.d w g

L U

B

S

.d w g in in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

E

INSTALL DECK TO COVER A MINIMUM OF 3 SPAN LENGTHS.5.

ROOF PENETRATION DETAIL", SHOWN ON THIS SHEET.

SHALL BE REINFORCED WITH STEEL ANGLES AS SHOWN BY "TYPICAL LARGER THAN 12":C.

STEEL DECK AT EACH CORNER AND AT 6" O.C.

LEAST 12" WIDER AND LONGER THAN THE OPENING AND ATTACHED TO

SHALL BE REINFORCED WITH 0.0474 INCH THICK STEEL SHEET AT 6" TO 12":B.

NO REINFORCEMENT REQUIREDLESS THAN 6":A.

HOLES AND OPENINGS:4.

ALL HOLES AND OPENINGS REQUIRED SHALL BE COORDINATED WITH REQUIRING TRADE.3.

STEEL DECK SHALL BE AS SHOWN IN THE COMPOSITE STEEL DECK SCHEDULE ON SHEET SF101.2.

STEEL DECK INSTITUTE (SDI).

DESIGN SHALL CONFORM TO THE STEEL DECK SPECIFICATIONS AND LOAD TABLES OF THE 1.

LATEST EDITION, AWS D1.1.

WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY "STRUCTURAL WELDING CODE" 9.

WELDING ELECTRODES: SHALL CONFORM TO E70XX.8.

ANCHOR BOLTS: SHALL CONFORM TO ASTM F1554, Fy = 36 KSI.7.

WELDED STEEL ANCHOR STUDS: SHALL CONFORM TO ASTM A108.6.

HIGH STRENGTH BOLTS: SHALL BE ASTM A325-N (U.N.O.) 5.

STRUCTURAL TUBING: SHALL CONFORM TO ASTM A500, GRADE B, Fy = 46 KSI.4.

ROLLED PLATES AND SHAPES: SHALL CONFORM TO ASTM A36, Fy = 36 KSI.3.

WIDE FLANGE SHAPES: SHALL CONFORM TO ASTM A992, Fy = 50 KSI.2.

"STEEL CONSTRUCTION MANUAL" 14TH EDITION.

STRUCTURAL STEEL SHALL CONFORM TO AMERICAN INSTITUTE OF STEEL CONSTRUCTION 1.

F. CARBON STRUCTURAL STEEL:

WELDING SHALL CONFORM TO AWS A5.95.

WELDING ELECTRODES: SHALL CONFORM TO E308L-XX4.

NUTS: SHALL CONFORM TO ASTM A194 GRADE 83.

ANCHOR BOLTS: SHALL CONFORM TO ASTM A193 CLASS 2 GRADE B82.

PLATES: SHALL CONFORM TO ASTM A240 TYPE 304L, Fy = 30 KSI1.

G. STAINLESS STEEL:

I. STEEL DECK:

DESIGN & GENERAL NOTES

OPENING

"16 3L3"X3"X

JOIST TOP CHORD

COPE ANGLE LEG

"8

"8

TYP.

TYP.

WITH ACTUAL MECHANICAL EQUIPMENT SUPPLIED.

COORDINATE EXACT SIZE AND LOCATION OF OPENING 1.

NOTES:

NO SCALE

TYPICAL ROOF PENETRATION DETAIL

FILLET WELDS MINIMUM UNLESS NOTED OTHERWISE.

K SERIES STEEL JOISTS SHALL BE WELDED TO SUPPORTS WITH (2) 1 INCH LONG BY 1/8 INCH 8.

6 ARE MET.

EQUIPMENT OR MATERIAL FROM THE JOIST TO ENSURE THE REQUIREMENTS OF NOTES 4, 5, AND

CONTRACTOR SHALL COORDINATE THE REQUIREMENTS OF ALL TRADES PROPOSING TO HANG 7.

JOIST DEFLECTIONS SHALL BE LIMITED TO L/240 FOR LIVE LOADS.6.

SUPPLIER. JOISTS SHALL BE DESIGNED TO SUPPORT MECHANICAL EQUIPMENT PROVIDED.

FROM JOISTS SHALL BE COORDINATED BY CONTRACTOR WITH EQUIPMENT SUPPLIER AND JOIST

SHOWN ON ROOF FRAMING PLANS. EXACT LOCATION AND WEIGHT OF EQUIPMENT TO BE HUNG

APPROXIMATE LOCATION AND WEIGHT FOR MECHANICAL AND ELECTRICAL EQUIPMENT ARE 5.

MANUFACTURER SHALL BE CONSULTED AND APPROPRIATE ALTERATIONS MADE.

200 LBS MUST BE ADDED TO A JOIST AFTER FABRICATION OF THE JOIST, THE JOIST

CHORD OF ANY JOIST AT A BOTTOM OR TOP CHORD PANEL POINT. IF ANY LOAD GREATER THAN

CHORD OF ANY JOIST. A LOAD OF 200 LB OR LESS MAY BE APPLIED TO THE BOTTOM OR TOP

A LOAD OF 50 LB OR LESS MAY BE APPLIED AT ANY LOCATION ALONG THE BOTTOM OR TOP 4.

JOIST BRIDGING SIZE AND SPACING SHALL BE DETERMINED BY THE JOIST MANUFACTURER.3.

JOIST MANUFACTURER AT NO ADDITIONAL COST TO THE GOVERNMENT.

TO ADEQUATELY RESIST THE LOADS THEN THEY SHALL BE DESIGNED AND FURNISHED BY THE

S-001, S-003, AND SF101. IF LARGER JOISTS ARE REQUIRED THAN WHAT IS SHOWN ON THE PLANS

ROOF JOISTS SHALL BE DESIGNED IN ACCORDANCE WITH THE LOADS PROVIDED ON SHEETS 2.

STANDARD SPECIFICATIONS, LATEST EDITION.

DESIGN, FABRICATE, AND ERECT JOISTS IN ACCORDANCE WITH STEEL JOIST INSTITUTE (SJI) 1.

H. OPEN WEB STEEL JOISTS:

J. BRIDGE CRANE:

SEE SECTION 41 22 13.24 FOR ADDITIONAL BRIDGE CRANE REQUIREMENTS.12.

SEE DESIGN NOTES ON SHEET S-001 FOR LOADING ASSUMPTIONS.11.

METAL BUILDING MANUFACTURER.

COORDINATE CONNECTION OF RUNWAY BEAMS TO STEEL MOMENT FRAMES WITH THE 10.

CONNECTIONS TO ROOF SYSTEM.

BRIDGE CRANE SUPPLIER SHALL DESIGN AND PROVIDE RUNWAY BEAMS AND 9.

RUNWAY BEAMS.

SEE FRAMING PLANS FOR CRANE HOOK COVERAGE REQUIREMENTS AND LOCATION OF 8.

TO MEET HOOK HEIGHT AND CLEARANCE REQUIREMENTS.

MINIMUM HEADROOM HOIST OR COPED BRIDGE BEAM SHALL BE UTILIZED AS REQUIRED 7.

CRANE SHALL BE PROVIDED WITH RUBBER BUMPERS TO MATE WITH THE END STOPS.

ALL ENDS OF RUNWAY BEAMS SHALL BE PROTECTED BY END STOPS. THE BRIDGE 6.

HOOK HEIGHT: 11'-6" (MIN. CLEARANCE FROM LOW POINT TO FINISHED FLOOR)5.

SERVICE CLASSIFICATION: CLASS A (INFREQUENT)4.

CAPACITY: 1 TON (2,000 LBS)3.

HOIST TYPE: HAND GEARED TROLLY2.

CRANE TYPE: HAND CHAIN DRIVEN UNDERHUNG BRIDGE CRANE1.

STORY DRIFT SHALL BE IN ACCORDANCE WITH SECTION 13 34 19.9.

S-003 FOR SSMR UPLIFT DIAGRAM.

OTHER ROOF AREAS SHALL HAVE A PURLIN SPACING OF 5 FEET OR LESS. SEE SHEET

PURLIN SPACING SHALL BE 30 INCHES OR LESS IN CORNER, EDGE, AND RIDGE ZONES. 8.

SUBMITTALS.

CONTRACTING OFFICER'S APPROVAL OF THE METAL BUILDING SHOP DRAWING

CONCRETE PEDESTALS AND FOUNDATION SHALL NOT BE PLACED PRIOR TO 7

WIND AND SEISMIC DESIGN LOADS PLUS THE VERTICAL WEIGHT OF THE WALL PANELS.

END WALL POSTS AT GRIDS B-1, C-1, B-5, AND C-5 SHALL ONLY RESIST OUT-OF-PLANE F.

COLUMN BASES ARE PINNED CONNECTIONS.E.

ROOF SHALL BE X-BRACED AS REQUIRED FOR LATERAL STABILITY.D.

OPTION 2: A-3 TO A-4 AND D-3 TO D-4.

OPTION 1: A-2 TO A-3 AND D-2 TO D-3.

A & D. BRACES SHALL BE LOCATED BETWEEN THE STEEL MOMENT FRAMES AT GRIDS:

VERTICAL STEEL BRACING SHALL BE PROVIDED IN THE DIRECTION OF COLUMN LINES C.

FRAMING AT LINES 1 THRU 5 CONSIST OF CLEAR-SPAN STEEL MOMENT FRAMES.B.

FUTURE EXPANSIONS OR ADDITIONS TO THIS BUILDING ARE NOT CONSIDERATIONS.A.

FOLLOWING CRITERIA CONCERNING THE BUILDING SUPERSTRUCTURE:

BUILDING OVERVIEW: THE BUILDING FOUNDATION WAS DESIGNED BASED UPON THE 6.

LOCATIONS

ITEMS LOCATED ALONG THE BUILDING’S WALLS AND ROOF. SEE SHEET A-201 FOR WALL

WITH DOORS, LOUVERS, FANS, HOODS, AND OTHER MECHANICAL AND ELECTRICAL

X-BRACING AND OTHER STRUCTURAL MEMBERS SUCH THAT THEY DO NOT INTERFERE

THE CONTRACTOR SHALL BE RESPONSIBLE FOR SIZING AND PLACING BUILDING 5.

REVIEW AND APPROVAL.

BOLTS PER COLUMN IS REQUIRED. THE CONTRACTOR SHALL SUBMIT DESIGNS FOR

METAL BUILDING SYSTEM SUPPLIER AND THE PRIMARY CONTRACTOR. A MINIMUM OF 4

ANCHOR BOLT DESIGN AND REQUIREMENTS SHALL BE COORDINATED BETWEEN THE 4.

SUPPLIER SHALL BE RESPONSIBLE FOR FOUNDATION RE-DESIGN AND MODIFICATION.

ALLOWABLE FOUNDATION LOADS PROVIDED ON S-004, METAL BUILDING SYSTEM

ENGINEER FOR REVIEW AND APPROVAL. IF THE ACTUAL BUILDING LOADS EXCEED THE

BUILDING SUPPLIER SHALL SUBMIT THE RIGID FRAME REACTIONS TO THE FOUNDATION 3.

INDIVIDUAL BUILDING SUPPLIER’S STANDARDS.

BE SUBMITTED FOR REVIEW AND POSSIBLE APPROVAL IF REQUIRED TO CONFORM TO AN

MINOR VARIATIONS IN THE BUILDING’S DIMENSIONS (DENOTED BY AN ASTERISK, *) MAY 2.

SYSTEMS MANUAL" AND SECTION 13 34 19.

METAL BUILDING MANUFACTURERS ASSOCIATION (MBMA) "2012 METAL BUILDING

DESIGN, FABRICATE, AND ERECT METAL BUILDING SYSTEM IN ACCORDANCE WITH 1.

K. METAL BUILDING SYSTEM NOTES:

S-002

D E

S

IG

N

A N

D

G E

N E

R A

L N

O T

E S

J .C .F

J .C .F

W .R .B

W A

Y

B O

E C

K

P

E D

X J

F I:

d w g s s t r u c t

L U

B

S

.d

B

S

.d w g in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

E

WALL DESIGN WIND PRESSURES

NO SCALE

5'-0"

5'-0"

ASSOCIATED WITH THE LOWER EFFECTIVE WIND AREA.

FOR EFFECTIVE WIND AREAS BETWEEN THOSE GIVEN, VALUE MAY BE INTERPOLATED, OTHERWISE USE THE VALUE 3.

POSITIVE AND NEGATIVE SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE SURFACE, RESPECTIVELY.2.

PRESSURES SHOWN ARE APPLIED NORMAL TO THE SURFACE AND ARE UNFACTORED PER ASCE 7-10.1.

NOTES:

5'-0"

5'-0"

METAL ROOF

STANDING SEAM

METAL ROOF

STANDING SEAM

SCALE: 3/16" = 1'-0"

64'-8"

DESIGN WIND PRESSURE PLAN

STANDING SEAM METAL ROOF

5'- 0"

5'- 0"

S-003

C O

M P

O N

E N

T S C

L A

D D

IN

G

W

IN

D P

R E

S S

U R

J .C .F

J .C .F

W .R .B

W A

Y

B O

E C

K

P

E D

X J

F I:

d w g s s t r u c t

L U

B

S

.d

B

S

.d w g in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

E

T (KIPS)

C (KIPS)

A V1

V2

T

REACTION SCHEMATICS

V1 (KIPS)

V2 (KIPS)

REACTIONS F3

M (KIP-FT) 0

C

D

M V1

V2

T

C

M

A V1

V2

T

C

M

D V1

V2

T

C

M

B V1

V2

T

C

M

C V1

V2

T

C

M

T (KIPS)

C (KIPS)

V1 (KIPS)

V2 (KIPS)

REACTIONS F1

M (KIP-FT) 0

F2

3.0 0.5

9.5 1.0

0.53.5

0.5 1.0

10.5

17.5

3.0

4.5

ACCORDANCE WITH SECTIONS 2.4 AND 12.4.2.3 IN ASCE 7-10 .

FOUNDATION REACTIONS ARE ALLOWABLE STRESS DESIGN LOAD COMBINATIONS IN 3.

EARTHQUAKE REACTIONS DO NOT INCLUDE ANY AMPLIFICATIONS FOR OVERSTRENGTH.2.

MOMENT=M

OUT-OF-PLANE HORIZONTAL SHEAR=V2

IN-PLANE HORIZONTAL SHEAR=V1

COMPRESSION=C

TENSION=T

ABBREVIATIONS:1.

NOTES:

S-004

M E

T A

L B

U

IL

D

IN

G S

Y S

T E

M

A L L

O W

A B

L E F

O U

N D

A T

IO

N R

E A

C T

IO

.F

J .C .F

W .R .B

W A

Y

B O

E C

K

P

E D

X J

F I:

d w g s s t r u c t

L U

B

S

.d

B

S

.d w g in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

E

O. SPECIAL INSPECTIONS (CONT):

INSPECTIONS, SPECIAL INSPECTIONS, STRUCTURAL OBSERVATIONS , AND TESTS

THE TYPES OF WORK LISTED BELOW.

3-600-01. THE CONTRACTOR SHALL EMPLOY ONE OR MORE APPROVED AGENCIES FOR

IBC AS MODIFIED BY UFC 1-200-01, UFC 3-220-01, UFC 3-301-01, UFC 3-310-04, AND UFC

SHALL BE PERFORMED IN ACCORDANCE WITH SECTION 110 AND CHAPTER 17 OF THE

INSPECTIONS, SPECIAL INSPECTIONS, STRUCTURAL OBSERVATIONS, AND TESTING 1.

L. INSPECTIONS, SPECIAL INSPECTIONS, & TESTS:

M. INSPECTIONS:

HEATING WIRES, PIPES AND DUCTS ARE APPROVED.

VENTS TO BE CONCEALED ARE COMPLETE AND THE ROUGH ELECTRICAL, PLUMBING,

FRAMING, FIREBLOCKING AND BRACING ARE IN PLACE AND PIPES, CHIMNEYS AND

FRAMING INSPECTIONS SHALL BE MADE AFTER THE ROOF DECK OR SHEATHING, ALL

110.3.4 FRAME INSPECTION.

SUBFLOOR.

BEFORE ANY CONCRETE IS PLACED OR FLOOR SHEATHING INSTALLED, INCLUDING THE

PIPING ACCESSORIES AND OTHER ANCILLARY EQUIPMENT ITEMS ARE IN PLACE, BUT

UNDER-FLOOR REINFORCING STEEL AND BUILDING SERVICE EQUIPMENT, CONDUIT,

CONCRETE SLAB AND UNDER-FLOOR INSPECTIONS SHALL BE MADE AFTER IN-SLAB OR

110.3.2 CONCRETE SLAB AND UNDER-FLOOR INSPECTION.

NEED NOT BE ON THE JOB.

WHERE CONCRETE IS READY MIXED IN ACCORDANCE WITH ASTM C94, THE CONCRETE

INSPECTION. MATERIALS FOR THE FOUNDATION SHALL BE ON THE JOB, EXCEPT

CONCRETE FOUNDATIONS, ANY REQUIRED FORMS SHALL BE IN PLACE PRIOR TO

FOOTINGS ARE COMPLETE AND ANY REQUIRED REINFORCING STEEL IS IN PLACE. FOR

FOOTING AND FOUNDATION INSPECTIONS SHALL BE MADE AFTER EXCAVATIONS FOR

110.3.1 FOOTING AND FOUNDATION INSPECTION.

N. STRUCTURAL OBSERVATIONS:

NOT APPLICABLE.

THE CONCRETE IS LESS THAN 150 PSI (1.03 MPA).

INCLUDING PRESTRESSED SLABS ON GRADE, WHERE THE EFFECTIVE PRESTRESS IN

NONSTRUCTURAL CONCRETE SLABS SUPPORTED DIRECTLY ON THE GROUND, 3.

NOT APPLICABLE.2.

ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK.

ISOLATED SPREAD CONCRETE FOOTINGS OF BUILDINGS THREE STORIES OR LESS 1.

SPECIAL INSPECTIONS SHALL NOT BE REQUIRED FOR:

EXCEPTION:

SHALL BE AS REQUIRED BY THIS SECTION AND TABLE 1705.3.

THE SPECIAL INSPECTIONS AND VERIFICATIONS FOR CONCRETE CONSTRUCTION

1705.3 CONCRETE CONSTRUCTION.

STEEL SHALL BE IN ACCORDANCE WITH AWS D1.4 AND ACI 318.

WELDING INSPECTION AND WELDING INSPECTOR QUALIFICATION FOR REINFORCING

1705.2.2.1.2 REINFORCING STEEL.

STEEL FLOOR AND ROOF DECKS SHALL BE IN ACCORDANCE WITH AWS D1.3.

WELDING INSPECTION AND WELDING INSPECTOR QUALIFICATION FOR COLDFORMED

1705.2.2.1.1 COLD-FORMED STEEL.

ACCORDANCE WITH THIS SECTION.

WELDING INSPECTION AND WELDING INSPECTOR QUALIFICATION SHALL BE IN

1705.2.2.1 WELDING.

SHALL BE IN ACCORDANCE WITH TABLE 1705.2.2 AND THIS SECTION.

SPECIAL INSPECTION FOR STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL

1705.2.2 STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL.

QUALITY ASSURANCE INSPECTION REQUIREMENTS OF AISC 360.

SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE

1705.2.1 STRUCTURAL STEEL.

REQUIRED BY THE APPROVED CONSTRUCTION DOCUMENTS.

REPORTS SHALL BE IDENTIFIABLE TO THE MAIN STRESS-CARRYING ELEMENTS WHEN

MAIN STRESS-CARRYING ELEMENTS ARE CAPABLE OF BEING DETERMINED. MILL TEST

THE FABRICATION PROCESS, THE MATERIAL SPECIFICATION, AND GRADE FOR THE

MAINTAIN SUITABLE RECORDS AND PROCEDURES SUCH THAT, AT ANY TIME DURING

FOR MATERIAL CONTROL THAT DEMONSTRATES THE FABRICATOR'S ABILITY TO

CASES, THE FABRICATOR SHALL BE REQUIRED TO SUBMIT A DETAILED PROCEDURE

HEATING OPERATION OF ANY KIND AS PART OF THE FABRICATION PROCESS. IN SUCH

WHERE THE FABRICATOR DOES NOT PERFORM ANY WELDING, THERMAL CUTTING OR

SPECIAL INSPECTION OF THE STEEL FABRICATION PROCESS SHALL NOT BE REQUIRED

EXCEPTION:

SHALL BE AS REQUIRED IN THIS SECTION.

THE SPECIAL INSPECTIONS FOR STEEL ELEMENTS OF BUILDINGS AND STRUCTURES

1705.2 STEEL CONSTRUCTION.

ACCEPTABLE TO THE AUTHORITY HAVING JURISDICTION.

TO THE AUTHORITY HAVING JURISDICTION. THE SIOR SHALL SUBMIT QUALIFICATIONS

THE SIOR SHALL BE A LICENSED PROFESSIONAL ENGINEER IN A STATE ACCEPTABLE

ALL APPLICABLE TEST RESULTS. 9.5

A LIST OF NONCONFORMING ITEMS REQUIRING RESOLUTION. 9.4

DISCREPANCIES WHICH WERE RESOLVED OR CORRECTED. 9.3

OBSERVED DURING THE REPORTING PERIOD.

COMPONENT CERTIFICATION, DRAWINGS AND SPECIFICATIONS THAT WERE

CHANGES AND/OR DISCREPANCIES WITH THE MECHANICAL OR ELECTRICAL 9.2

FRAME.

A BRIEF SUMMARY OF THE WORK PERFORMED DURING THE REPORTING TIME 9.1

INCLUDE THE FOLLOWING:

BIWEEKLY PERIOD IN WHICH SPECIAL INSPECTION ACTIVITY OCCURS, AND SHALL

REQUIRING SPECIAL INSPECTIONS IS COMPLETE. A REPORT IS REQUIRED FOR EACH

DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE BIWEEKLY UNTIL ALL WORK

SUBMIT A REPORT TO AUTHORITY HAVING JURISDICTION AND THE REGISTERED 9.

RESPONSIBLE CHARGE. THE FILE SHALL BE KEPT UP-TO-DATE.

THE BUILDING OFFICIAL AND THE REGISTERED DESIGN PROFESSIONAL IN

A CONSPICUOUS PLACE IN THE PROJECT TRAILER/OFFICE TO ALLOW REVIEW BY

BIWEEKLY REPORTS AND THE SI PROJECT MANUAL. THIS FILE SHALL BE LOCATED IN

CREATE A FILE (3- RING BINDER) FOR THE SPECIAL INSPECTOR'S DAILY AND 8.

ATTEND PRECONSTRUCTION MEETINGS. 7.

JOB SITE DURING CONSTRUCTION.

OF THE SPECIAL INSPECTION PROJECT MANUAL SHALL BE MADE AVAILABLE ON THE

SIGN THE LOG-IN-SHEET DOCUMENTING THEIR PRESENCE AT THE MEETING. A COPY

AND THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE SHALL

REPRESENTATIVES OF THE AUTHORITY HAVING JURISDICTION, THE CONTRACTOR,

ORGANIZE AND PRESIDE OVER A SPECIAL INSPECTION MEETING IN WHICH 6.

AND THE INDIVIDUAL DUTIES AND RESPONSIBILITIES OF EACH PARTY.

PARTIES HAVE A CLEAR UNDERSTANDING OF THE SPECIAL INSPECTION PROVISIONS

SPECIAL INSPECTION PROJECT MANUAL WILL BE REVIEWED TO VERIFY THAT ALL

BECOME PART OF THE CONSTRUCTION DOCUMENTS. THE INFORMATION IN THE

MANUAL WILL FORM THE BASIS FOR THE PRECONSTRUCTION MEETING AND

THE AUTHORITY HAVING JURISDICTION. THE SPECIAL INSPECTION PROJECT

THE APPLICABLE DIRECTIVES FROM THE REGISTERED DESIGN PROFESSIONAL AND

SPECIFIC SPECIAL INSPECTION REQUIREMENTS FOR THAT PROJECT AND INCLUDE

DEVELOP THE SPECIAL INSPECTION PROJECT MANUAL, WHICH WILL IDENTIFY THE 5.

VERIFY THE QUALIFICATIONS OF FABRICATORS. 4.

VERIFY THE QUALIFICATIONS OF ALL OF THE SPECIAL INSPECTORS. 3.

BY THE SIOR.

ACCEPTANCE OF THE DUTIES OF SIOR. THE LETTER SHALL BE SIGNED AND SEALED

SUBMIT A LETTER TO THE AUTHORITY HAVING JURISDICTION ATTESTING TO 2.

AND THE IBC.

SUPERVISE ALL SPECIAL INSPECTORS REQUIRED BY THE CONTRACT DOCUMENTS 1.

THE DUTIES OF THE SIOR SHALL INCLUDE THE FOLLOWING:

1704.6.1 DUTIES OF THE SPECIAL INSPECTOR OF RECORD. [ADDITION]

O. SPECIAL INSPECTIONS :

DATED, AND SHALL BEAR THE SEAL OF THE SIOR.

RESPONSIBLE CHARGE. THE FINAL SPECIAL INSPECTION REPORT SHALL BE SIGNED,

RESOLVED TO THE SATISFACTION OF THE REGISTERED DESIGN PROFESSIONAL IN

WORK REQUIRING SPECIAL INSPECTION AND THAT ALL NONCONFORMING WORK WAS

REPORT SHALL ATTEST THAT SPECIAL INSPECTION HAS BEEN PERFORMED ON ALL

RESPONSIBLE CHARGE, AND THE CONTRACTOR. THE FINAL SPECIAL INSPECTION

AUTHORITY HAVING JURISDICTION, THE REGISTERED DESIGN PROFESSIONAL IN

SHALL NOTIFY THE SIOR TO SUBMIT A FINAL SPECIAL INSPECTION REPORT TO THE

REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE, THE CONTRACTOR

NONCONFORMING ITEMS HAVE BEEN RESOLVED TO THE SATISFACTION OF THE

WHEN THE WORK REQUIRING SPECIAL INSPECTIONS IS COMPLETED AND ALL

1704.6.2 FINAL INSPECTION REPORT. [ADDITION]

O. SPECIAL INSPECTIONS (CONT):

P. SPECIAL INSPECTOR OF RECORD (SOIR): [ADDITION]

4.NOT APPLICABLE.

3.NOT APPLICABLE.

2.NOT APPLICABLE.

1705.12.1 AND 1705.12.2, AS APPLICABLE.

DESIGN CATEGORY C, D, E OR F SHALL MEET THE REQUIREMENTS OF SECTIONS

1.THE SEISMIC FORCE-RESISTING SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC

SECTION 1704.2 ARE REQUIRED AS FOLLOWS:

1705.12.4, UNLESS EXEMPTED FROM SPECIAL INSPECTIONS BY THE EXCEPTIONS OF

THE TESTING AND QUALIFICATION SPECIFIED IN SECTIONS 1705.12.1 THROUGH

1705.12 TESTING AND QUALIFICATION FOR SEISMIC RESISTANCE.

EXCLUDING CANTILEVER COLUMN SYSTEMS.

RESISTANCE, WITH A RESPONSE MODIFICATION COEFFICIENT, R, OF 3 OR LESS,

DESIGN CATEGORY C THAT ARE NOT SPECIFICALLY DETAILED FOR SEISMIC

SPECIAL INSPECTIONS OF STRUCTURAL STEEL IN STRUCTURES ASSIGNED TO SEISMIC

EXCEPTION:

QUALITY ASSURANCE REQUIREMENTS OF AISC 341.

SPECIAL INSPECTION FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE

1705.11.1 STRUCTURAL STEEL.

NOT APPLICABLE.3.

NOT EXCEED 25 FEET (7620 MM).

1613.3.4, DOES NOT EXCEED 0.5; AND THE BUILDING HEIGHT OF THE STRUCTURE DOES

RESPONSE ACCELERATION AT SHORT PERIODS, SDS, AS DETERMINED IN SECTION

REINFORCED MASONRY OR REINFORCED CONCRETE; THE DESIGN SPECTRAL

THE SEISMIC FORCE-RESISTING SYSTEM OF THE STRUCTURE CONSISTS OF 2.

NOT APPLICABLE.1.

ONE OF THE FOLLOWING:

REQUIRED FOR STRUCTURES DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH

SPECIAL INSPECTIONS ITEMIZED IN SECTIONS 1705.11.1 THROUGH 1705.11.8 ARE NOT

EXCEPTION:

NOT APPLICABLE.5.

NOT APPLICABLE.4.

NOT APPLICABLE. 3.

NOT APPLICABLE.2.

1705.11.3, AS APPLICABLE.

DESIGN CATEGORY C, D, E OR F IN ACCORDANCE WITH SECTIONS 1705.11.1 THROUGH

THE SEISMIC FORCE-RESISTING SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC 1.

FOLLOWING:

EXEMPTED BY THE EXCEPTIONS OF SECTION 1704.2, ARE REQUIRED FOR THE

SPECIAL INSPECTIONS ITEMIZED IN SECTIONS 1705.11.1 THROUGH 1705.11.8, UNLESS

1705.11 SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE.

NOT APPLICABLE.

1705.10 SPECIAL INSPECTIONS FOR WIND RESISTANCE.

PRESCRIBED IN THE CONTRACT DOCUMENTS.

ALL SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED AND DOCUMENTED AS

1705.6 SOILS. [REPLACEMENT]

3. NOT APPLICABLE.

1807.1.6.3(1), 1807.1.6.3(2), 1807.1.6.3(3) OR 1807.1.6.3(4).

MASONRY FOUNDATION WALLS CONSTRUCTED IN ACCORDANCE WITH TABLE 2.

NOT APPLICABLE1.

SPECIAL INSPECTIONS SHALL NOT BE REQUIRED FOR:

EXCEPTION:

REQUIREMENTS.

TMS 402/ACI 530/ASCE 5 AND TMS 602/ACI 530.1/ASCE 6 QUALITY ASSURANCE PROGRAM

MASONRY CONSTRUCTION SHALL BE INSPECTED AND VERIFIED IN ACCORDANCE WITH

1705.4 MASONRY CONSTRUCTION.

SECTION 3.5.2 OF ACI 318.

ASTM A706, SHALL BE DETERMINED IN ACCORDANCE WITH THE REQUIREMENTS OF

OF ACI 318. WELDABILITY OF REINFORCEMENT, EXCEPT THAT WHICH CONFORMS TO

WITH THE APPROPRIATE STANDARDS AND CRITERIA FOR THE MATERIAL IN CHAPTER 3

THE BUILDING OFFICIAL SHALL REQUIRE TESTING OF MATERIALS IN ACCORDANCE

CONFORMANCE TO QUALITY STANDARDS FOR MATERIALS IN CHAPTER 3 OF ACI 318,

IN THE ABSENCE OF SUFFICIENT DATA OR DOCUMENTATION PROVIDING EVIDENCE OF

1705.3.1 MATERIALS.

CONCRETE PATIOS, DRIVEWAYS AND SIDEWALKS, ON GRADE.5.

1807.1.6.2.

CONCRETE FOUNDATION WALLS CONSTRUCTED IN ACCORDANCE WITH TABLE 4.

SPECIAL INSPECTIONS SHALL NOT BE REQUIRED FOR:

EXCEPTION (CONT):

1705.3 CONCRETE CONSTRUCTION (CONT).

COLUMN SYSTEMS.

A RESPONSE MODIFICATION COEFFICIENT, R, OF 3 OR LESS, EXCLUDING CANTILEVER

CATEGORY C THAT ARE NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE, WITH

TESTING FOR STRUCTURAL STEEL IN STRUCTURES ASSIGNED TO SEISMIC DESIGN

EXCEPTION:

ASSURANCE REQUIREMENTS OF AISC 341.

TESTING FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY

1705.12.2 STRUCTURAL STEEL.

S-005

IN

S

P E

C T

IO

N S S

P E

C

IA

L I

N S

P E

C T

IO

N S

S T

R U

C T

U R

A L O

B S

E R

V A

T

IO

N S

A N

D T

E S

T S

J .C .F

J .C .F

W .R .B

W A

Y

B O

E C

K

P

E D

X J

F I:

d w g s s t r u c t

L U

B

S

.d

B

S

.d w g in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

E

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

0 4'4' 2'

FOUNDATION AND SLAB PLAN

COORDINATE TRENCH LENGTHS WITH EQUIPMENT MANUFACTURER.4.

PUMP CONTROL PANEL (PCP) TRENCH IS APPROXIMATELY 5'-0" LONG.3.

MAIN DISTRIBUTION SWITCHBOARD (MDS) TRENCH IS APPROXIMATELY 5'-0" LONG.2.

MOTOR CONTROL CENTER (MCC) TRENCH IS APPROXIMATELY 9'-0" LONG.1.

CABLE TRENCH NOTES:

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

15'-0" 15'-0" 18'-0"

T.O. SLAB EL. = 100'-0"

#4 @ 18" O.C. E.W.

6" SLAB-ON-GRADE

TOP OF SLAB EL. = 99'-6"

AS INDICATED ON THIS SHEET.

BOTTOM FACE REINFORCING

#4 @ 12" E.W. TOP FACE.

12" SLAB-ON-GRADE U.N.O.

SEE NOTES

CABLE TRENCH

SB101 SB301

SB101 SB301

SB101 SB301

SB101 SB301

SB101 SB301

SB101 SB301

SB101 SB301

SB101 SB301

SB503SB101

B

C

SB503SB101

D

SB503SB101

A

SB101 SB503

E

SB503SB101

D

SB503SB101

15'-0"

64'-8"

SB101 SB302

TYP.

CJ

PUMP PAD #1

PUMP PAD #2

PUMP PAD #3

PUMP PAD #4

EJ

E J

EJ

E J

EJ

E J

EJ

E J

EJ

E J

EJ

E J

EJ

E J

EJ

E J

CJ

CJ

CJ

CJ

C J

E J

E J

E J

E J

E J

E J

C J

C J

C J

C J

C J

1'-0" (*) 8" (*)

SIM

SB101 SB302

9'-10"1'-6"3'-4"2'-0"14'-10"

SB101 SB301

F1

F1

F1

F1

F2 F2F2

F2 F2 F2

F1

F1

F1

F1

REFER TO SB503 FOR FOOTING SCHEDULE.1.

GENERAL NOTES:

CJ

WF1

W F

WF1

W F

W F

CJCJ

5'-0"

5'-0"

5'-0"

5'-0"

(TYP OF 4)

OF SHADED AREA

WITHIN LIMITS

#5 @ 12" E.W. B.F.

AREA (7'-0"x7'-0")

WITHIN LIMITS OF SHADED

W/ #5 @ 12" E.W. B.F.

1'-6" SLAB-ON-GRADE

TRANSITION

SLAB THICKNESS

SEE SHEET SB502

DISCONTINUOUS JT

:1

S L

O P

E D

N

SB101 SB302

WF1

17'-10"8'-8"5'-4"1'-4"

CJ CJ

C J

C J

C J

TYP.

7'-0"

TYP.

SB101 SB305

CJ

#5

PUMP PAD

ON SB501

SEE DETAILSEE SHEET SB502

RE-ENTRANT CORNER

TYP. SLAB REINF AT

1 2 3 5

A

B

C

D

SB101

F O

U N

D A

T

IO

N A

N D S

L A

B P

L

.F

J .C .F

W .R .B

W A

Y

B O

E C

K

P

E D

X J

F I:

d w g s s t r u c t

L U

B

S B .d

B

S B

.d w g in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

E

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

0 4'4' 2'

PIPE SUPPORT PLAN

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

4'-6" 8'-0" 2'-2" 3'-2"

16'-0" 4'-2"

2'-0"

3'-1" 3'-1"

2'-3" 2'-0"

1 2 3 5

A

B

C

D

6'-2" 3'-1" 2'-0"

PS9

PS3

PS3

PS1

PS1

PS4

PS4

PS3

13'-10"

PS3

13'-10"

PS5

PS5

PS6

PS10

PS10

PS7

PS7

PS7

5" 1'-2"

5" 1'-2"

3'-6"

PS11

PS13PS13

PS12

SB102 SB304

SB102 SB304

TYP

PS1

SB102 SB303

PS12

TYP

SB102 SB304

PS2

SB102 SB304

TYP

SB102 SB305

SB102 SB305

SB102

P

IP

E S

U P

P O

R T P

L

.F

J .C .F

W .R .B

W A

Y

B O

E C

K

P

E D

X J

F I:

d w g s s t r u c t

L U

B

S B .d

B

S B

.d w g in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

E

AT TRENCH

(4) #4 BARS

SECTION 4

SB301SB101" = 1'-0"4

3SCALE:

EL. = 100'-0"

6"

10"

6"

#4 @ 12" O.C.

SECTION 3

SB301SB101" = 1'-0"4

3SCALE:

EL.= 100'-0"

EL.= 97'-0"

EL. = 99'-6"

SECTION 1

SB301SB101" = 1'-0"4

3SCALE:

WATER BARRIER

CAPILLARY

SECTION 2

SB301SB101" = 1'-0"4

3SCALE:

EL. = 100'-0"

8" CMU

WATER BARRIER

CAPILLARY

VAPOR RETARDER

ELEV, AND DETAILS

WALL REINF SCHED,

SEE CMU SHEETS FOR

EL. = 100'-0"

EL. = 99'-6"

SECTION 6

SB301SB101" = 1'-0"4

3SCALE:

EL. = 99'-6"

OF HOOK

DIRECTION

ALTERNATE

OF HOOK

DIRECTION

ALTERNATE

SLAB-ON-GRADE

BUILDING COLUMN

PRE-ENGINEERED METAL

SEALANT ALL AROUND PIER

" EXPANSION JOINT W/2

T

IE

S

O .C

S E

E S

B

EL. = 100'-0"

8"

INSULATION

2" PERIMETER

(4) #5 BARS

EL. = 99'-2"

L A

P S

P L

IC

E

EL. = 100'-0"

EL. = 99'-2"

SECTION 5

SB301SB101" = 1'-0"4

3SCALE:

AND LOCATION.

VERTICAL WALL DOWELS TO MATCH CMU REINF. SIZE 1.

NOTE:

SEE SECTION 3 FOR ADDITIONAL INFORMATION.

NOTE:

T

IE

S

O .C

S E

E S

B

8" 8" 8"

8"

EQUAL

EQUAL

2'-0" EQUAL

2'-0" EQUAL

SLAB-ON-GRADE

VAPOR RETARDER

SLAB-ON-GRADE

SLAB-ON-GRADE

SLAB-ON-GRADE

SLAB-ON-GRADE

@ EACH END (TYP)

VERT. BAR W/ STD. HOOK

TOP 5" OF PEDESTAL

(3) #3 TIES WITHIN

(3) #4 BARS

#4 @ 12" O.C.

BUILDING COLUMN

PRE-ENGINEERED METAL

TOP 5" OF PEDESTAL

(3) #3 TIES WITHIN

ANCHOR BOLTS

SIZE AND REINF

SEE PLAN FOR FTG.

SIZE AND REINF

SEE PLAN FOR FTG.

@ EACH END (TYP)

VERT. BAR W/ STD. HOOK

SIZE AND REINF

SEE PLAN FOR FTG.

SIZE AND REINF

SEE PLAN FOR FTG.

EL.= SEE PLAN

SIZE AND REINF

SEE PLAN FOR FTG.

OF HOOK

DIRECTION

ALTERNATE

EL.= SEE PLANEL.= SEE PLAN

EL.= SEE PLANEL.= SEE PLAN

EQEQ

8" EQEQ 8" EQEQ

W/ SEALANT RESERVOIR

" EXPANSION JOINT2

W/ SEALANT RESERVOIR

" EXPANSION JOINT2

W/ SEALANT RESERVOIR

" EXPANSION JOINT2

W/ SEALANT RESERVOIR

" EXPANSION JOINT2

W/ SEALANT RESERVOIR

" EXPANSION JOINT2

#5 @ 16" O.C.

WATER BARRIER

CAPILLARY

VAPOR RETARDER

INSULATION

2" PERIMETER

#5 @ 16" O.C.

(4) #5 BARS

ANCHOR BOLTS

SB301

F O

U N

D A

T

IO

N S

E C

T

IO

.F

J .C .F

W .R .B

W A

Y

B O

E C

K

P

E D

X J

F I:

d w g s s t r u c t

L U

B

S B .d

B

S B

.d w g in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

E

1'-0"

1'-6"

FILL

12" UNCOMPACTED

" PER FT4

SLOPE

FILL

COMPACTED

T.O. FND WALL

EL.=99'-4"

EL.=100'-0"

FINISHED FLOOR

4'-0"

EL.= 97'-0"

EL.= SEE PLAN

#4 @ 12" O.C.

1'-0"

1'-6"

FILL

12" UNCOMPACTED

4'-0"

EL.= 97'-0"

SECTION 9

SB101 SB302

EL.=100'-0"

T.O. FDN WALL

SCALE: 1" = 1'-0"

01' 1' 2'

" PER FT4

SLOPE

FILL

COMPACTED

#4 @ 12" O.C.

#4 @ 16" E.W.

BEYOND

SIDEWALL

BOTTOM OF 6"

TYP. EACH END

#4 DOWELS @ 16"

#4 @ 16" E.W.

#4 @ 16" O.C.

INSULATION

2" PERIMETER

SEALANT

SEALANT RESERVOIR W/

½" EXPANSION JOINT

SLAB SLOPES DOWN AT SIM.

12" SLAB ON GRADE

SCALE: 1" = 1'-0"

SECTION 8

SB101 SB302SCALE: 1" = 1'-0"

#4 @ 16" E.W.

#4 @ 16" O.C.

6"

INSULATION

2" PERIMETER

BARRIER

6" CAPILLARY WATER

MATERIAL WITH SEALER

" EXPANSION JOINT2

2" PERIMETER INSULATION

6" SLAB ON GRADE

VAPOR RETARDER

#4 @ 16" E.W.

TYP. EACH END

#4 DOWELS @ 16"

BEYOND

SIDEWALL

BOT OF 6"

1'-2"

6"

BARRIER

CAPILLARY WATER

SIZE AND REINF

SEE PLAN FOR FTG.

EL.= SEE PLAN

SIZE AND REINF

SEE PLAN FOR FTG.

1'-2"

SECTION 10

SB101 SB302SCALE: 1" = 1'-0"

T

IE

S

O .C

EL.= 99'-6"

" EXPANSION JOINT2

2" PERIMETER INSULATION

SEE PLAN

SLAB-ON-GRADE

BUILDING COLUMN

PRE-ENGINEERED METAL

TOP 5" OF PEDESTAL

(3) #3 TIES WITHIN

VAPOR RETARDER

BARRIER

CAPILLARY WATER

ANCHOR BOLTS

EL.= SEE PLAN

SIZE AND REINF

SEE PLAN FOR FTG.

EQUAL EQUAL1'-8"

SB302

F O

U N

D A

T

IO

N S

E C

T

IO

.F

J .C .F

W .R .B

W A

Y

B O

E C

K

P

E D

X J

F I:

d w g s s t r u c t

L U

B

S B .d

B

S B

.d w g in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

E

15SECTION

(6) #7 BARS

IN PIER. (TYP.)

MATCH VERT. REINF.

#7 BAR W/ STD. HOOK

ROUGHEN SURFACE

SUPPORT

TYPE "A" PIPE

TOP FACE

#4 @ 12" O.C., E.W., DO NOT PROVIDE #7 VERT. BARS.

STD. HOOK CONTINUOUS TO TOP OF PIER.

THAN 104'-0" PROVIDE #7 DOWELS WITH

IF PIPE CENTERLINE ELEVATION IS LESS

NOTE:

SB601 FOR PIPE DIAMETER

SEE SCHEDULE ON SHEET

SCHEDULE ON SHT SB601

CONCRETE PIER SEE

HEADED ANCHOR BOLTS

" DIA. F1554 GRADE 364

3(4)

SECTION

ROUGHEN SURFACE

SUPPORT

TYPE "A" PIPE

SB303SB102

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

0 2'2' 1'

EL. 99'-6"

L A

P

T Y

P

SB601 FOR B.F.

REINFORCING AND

LENGTH

SEE SCHEDULE SHT.

L H P

IP

E C E

L E

V

M

IN

U S F

IN

F

L R E

L E

V

EL. VARIES

SEE SCHEDULE

(12) #7 BARS

ROUGHEN SURFACE

OF SLAB (TYP.)

#4 @ 12" O.C. TOP

REINF. IN PIER. (TYP.)

HOOK MATCH VERT.

#7 DOWELS W/STD.

SEE SCHEDULE SHT. SB601

FUTURE PIPING

ROUGHEN SURFACE

PS-10

EL. 99'-6"

4'-0"

5'-0"

EL. 108'-0"

PS-10

17SECTION

SB303SB102

B.F. REINFORCING AND LENGTH

SEE SCHEDULE SHT. SB601 FOR

SECTION

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

0 2'2' 1'

PIPE CLPIPE CL

O.C. AT TOP OF PIER

(3) CLOSED TIES @ 2"

O.C. AT TOP OF PIER

(3) CLOSED TIES @ 2"

PIPE CLPIPE CL

L H P

IP

E C E

L E

V

M

IN

U S F

IN

F

L R E

L E

V

SUPPORT

TYPE "A" PIPE

(12) #7 BARS

ROUGHEN SURFACE

HEADED ANCHOR BOLTS

" DIA. F1554 GRADE 364

3(4)

OF SLAB (TYP.)

#4 @ 12" O.C. TOP

REINF. IN PIER. (TYP.)

HOOK MATCH VERT.

#7 DOWELS W/STD.

FOR PIPE DIAMETER

SEE SCHEDULE SHT. SB601

ROUGHEN SURFACE

EL. 99'-6"

2'-0"

4'-0"

5'-0"

EL. 108'-0"

PS-5

16SECTION

SB303SB102

B.F. REINFORCING AND LENGTH

SEE SCHEDULE SHT. SB601 FOR

SECTION

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

0 2'2' 1'

O.C. AT TOP OF PIER

(3) CLOSED TIES @ 2"

PIPE CLPIPE CL

L H P

IP

E C E

L E

V

M

IN

U S F

IN

F

L R E

L E

V

SB303

T Y

P E

C

N C

R E

T E P

IP

E S

U P

P O

T

C T

IO

N S

J .C .F

J .C .F

W .R .B

W A

Y

B O

E C

K

P

E D

X J

F I:

d w g s s t r u c t

L U

B

S B .d

B

S B

.d w g in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

E

SECTION

PER ACI 318

TIES @ 12 O.C.

SPACE #3 COLUMN

ROUGHEN SURFACE

(24) #7 BARS

ANCHOR BOLTS

CLOSED TIES AROUND

(TYP.)

TYPE "C" PIPE SUPPORT

THREADED ANCHOR BOLTS

" DIA. F1554 GRADE 368

TOP OF SLAB (TYP.)

#4 @ 12" O.C.

REINF. IN PIER. (TYP.)

HOOK. MATCH VERT.

#7 DOWELS W/STD.

FOR PIPE DIAMETER.

SEE SCHEDULE SHEET SB601

18SECTION

ROUGHEN SURFACE

SB304

SB304 SB304

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

0 2'2' 1'

EL. 99'-6"

SEE SCHEDULE SHEET SB601 FOR

B.F. REINFORCING AND LENGTH

2'-0"

1'-6" THICKENED SLAB - 7'-0"x7'-0" 1'-6"

3'-8"

H P

IP

E C E

L E

V

M

IN

U S F

IN

F

L R E

L E

V

EL. 108'-0"

2'-0"

1'-6"

SB102

PS-6

STD. HOOK

19SECTION

W/STD. HOOKS

(24) #7 VERT. BARS

ANCHOR BOLTS (4 PER SUPPORT)

" DIA F1554 GRADE 368

7(8)

LINES)

DIRECTION OF THE PIER (DASHED

2 RUNNING ACROSS THE LONG

OF THE PIER (SOLID LINES) &

ACROSS THE SHORT DIRECTION

ANCHOR BOLTS. 4-RUNNING

(6) #3 CLOSED TIES AROUND

3'-8"

5" 10" 1'-2" 10" 5"

SB304SB304

SCALE: 1" = 1'-0"

01' 1' 2'

20SECTION

SB303SB102

2'

SCALE: 3/4" = 1'-0"

1' 0 2'

2'

SCALE: 3/4" = 1'-0"

1' 0 2'

F

IN

F

L R E

L E

V

H P

IP

E C E

L E

V

M

IN

U S

L

EL. 99'-6"

SHEET SB601

SEE SCHEDULE

EL. VARIES

1'-8"

4'-0"

SB304 SB304

SUPPORT

TYPE "C" PIPE

SURFACE

ROUGHEN

(TYP.)

STD. HOOK

FOR PIPE DIAMETER

SEE SCHED SHT SB601

E.W., TOP FACE

#4 @ 12" O.C.

21SECTION

(2 EACH WAY)

ANCHOR BOLTS

TIES AROUND

(4) #3 CLOSED

W/STD. HOOKS

(12) #7 VERT. BARS

HEADED ANCHOR BOLTS.

" DIA. F1554 GRADE 368

7(4)

1'-8"

5" 10" 5"

SB304SB304

SCALE: 1" = 1'-0"

01' 1' 2'

SB304

T Y

P E

C

C O

N C

R E

T E P

IP

E S

U P

P O

R T

S E

C T

IO

N S

J .C .F

J .C .F

W .R .B

W A

Y

B O

E C

K

P

E D

X J

F I:

d w g s s t r u c t

L U

B

S B .d

B

S B

.d w g in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

E

PS-4

ADETB DET

SB306

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

0 2'2' 1'

SB305 SB305 SB306

SECTION 24

SB305SB102" = 1'-0"2

1SCALE:

PS-7SECTION 23

SB305SB102" = 1'-0"2

1SCALE:

1'-0" 1'-0" 2'-3" 2'-3" 2'-0" 2'-3" 2'-3" 1'-0" 1'-0"

13'-0"

CL CL

1'-0" 3'-3" 3'-3" 6'-6" 2'-0" 4'-6" 6'-6" 2'-0"

SB306SB305

SB306SB305

SB305 SB306

SB305 SB306

SB305 SB306

SB305 SB306

1'-0" 6" 6"

4'-0" 4'-0" 4'-0"

4'-3" 11'-9" 13'-0"

FUTURE 6" DIA.

BRACKET (TYP.)

L4x4x1/4

/4

/4

F

IL

T E

R S

E P

A R

A T

O R

E L E

V A

T

IO

N S

E T B

Y

L

L

L

#3 TIE (TYP.)

PUMP PAD (TYP)

6" DIA. (TYP)

W8x24

DETAIL ON SHT SB306

SEE TYPICAL COLUMN BASE

DETAIL ON SHT SB306

SEE TYPICAL COLUMN BASE MORTAR (TYP.)

1" DAMP PACK BEDDING

MORTAR (TYP.)

1" DAMP PACK BEDDING

BEYOND FOR PS-6

THICKENED SLAB

PIPE C

PIPE C

W8x24 (TYP.)

W8x24 (TYP.)

PIPE C

1'-0" 4'-0" 2'-6" 6'-6" 4'-0" 2'-6" 1'-0"

2'-3"2'-3" 2'-3" 2'-3"

CL CL

SEE PLAN

CJ

5'-6"

4'-6" 1'-0"

SEE PLAN

CJ

W12x26 (TYP.)

#3 TIE (TYP.)

6" 6" 6"

COORD. EXACT SIZE W/ PUMP MANUF.

WATER BARRIER

6" CAPILLARY

EL. 99'-6"

#5 BAR

#5 @ 12" O.C., E.F. ALL AROUND PAD

SEALANT RESERVOIR

JOINT MATERIAL W/

" EXPANSION4

SECTION 7

SB305

APPROX. 8'-6" x 4'-6"

3"

2'

SCALE: 3/4" = 1'-0"

1' 0 2'

SB101" = 1'-0"4

3SCALE:

SB305

T Y

P E

B

S T

E E

L P

IP

E S

U P

P O

R T

S E

C T

IO

N S

J .C .F

J .C .F

W .R .B

W A

Y

B O

E C

K

P

E D

X J

F I:

d w g s s t r u c t

L U

B

S B .d

B

S B

.d w g in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

E

2'-0"

W8X24

L3X3X 5/16"

FLANGE NOT SHOWN

FOR CLARITY

W12X26

L3X3X 1/4 X5"

(EACH SIDE)

" DIA. A3254

BOLTS (U.N.O.)

P 3/8"x4"X8"L

3SECTION1SECTION

TYPICAL COLUMN BASE

FOR PS-4 & PS-7 ON SHEET SB305

ON SHT SB601 FOR TYPE.

SEE PIPE SUPPORT SCHED

PIPE SLIDE ASSEMBLY.

SB306

PIPE C

AND PIPE

COATING BETWEEN U-BOLTS

" DIA. U-BOLTS W/ TEFLON2

W8 C

W8x24

BUNA-N PAD

"4

12" DIA. PIPES ON

PIPE C

"16

W8X24

W8x24

A325 BOLTS

" DIA.4

3(4)

4SECTION

W12X26

W12X26

NOT SHOWN.

NEAR FLANGE

W8x24

ADETAIL

SINGLE PLATE SHEAR CONNECTION

CONNECTION AT SIM.

CONTINUE ABOVE

COLUMN DOES NOT

8" +/- 7" +/-

"2

3"

L

L

L

"x7"x 1'-1"2 1P L

NO SCALE

9"9"

1'-0"

2 1/2"2 1/2"

/2

/2

L

L

BDETAIL

FLANGES

BOTH

TYP

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

0 1'1' 6"

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

0 1'1' 6"

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

0 1'1' 6"

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

0 1'1' 6"

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

0 1'1' 6"

SB305 SB305 SB306 SB305 SB306

SB305 SB306 SB305 SB306

FLANGES

BOTH

W8 CL

V A

R

IE

S

PIER 18"x18"

P 1"x17"x17"

MORTAR (TYP.)

1" DAMP-PACK BEDDING

BRACKET LOCATIONS.

ON SHEET SB305 FOR

. SEE SECTION 234

1L4x4x

A325 BOLTS

" DIA. 4

3W/ (2)

"x6"2 1"x4 4

1P

ANCHOR BOLTS

" DIA. F15544

3(4)

A325 BOLTS

" DIA. 4

3(2)

3/16

SB306

T Y

P E

B

S T

E E

L P

IP

E S

U P

P O

R T

S E

C T

IO

N S D

E T

A

IL

S

J .C .F

J .C .F

W .R .B

W A

Y

B O

E C

K

P

E D

X J

F I:

d w g s s t r u c t

L U

B

S B .d

B

S B

.d w g in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

E

ON GRADE

CONCRETE SLAB

SURFACE

OR OTHER VERTICAL

FOUNDATION WALL

CONCRETE FLOOR SLAB

WATER BARRIER

6" CAPILLARY

BAR

CORNER

BAR

VERTICAL

EXTRA

S E

E S

C H

E D

U L E

S E

E S

C H

E D

U L E

SEE SCHEDULE

BAR

VERTICAL

EXTRA

CORNER BAR

HORIZONTAL CONCRETE REINFORCEMENT

TYPICAL LAP BAR DETAIL FOR

NO SCALE

CORNER BARS TO MATCH SIZE & SPACING OF HORIZONTAL BARS.2.

DETAILS APPLY TO FOOTINGS & FOUNDATION WALLS.1.

NOTES:

NO SCALE

WATER BARRIER DETAIL

TYPICAL CAPILLARY

NO SCALE

VERTICAL SURFACE DETAIL

SLAB ON GRADE AT

SEE SCHEDULEVAPOR RETARDER

CORNER BAR

W/ SEALANT RESERVOIR

1/2" EXPANSION JOINT

EACH SIDE

6" MIN.

AND SIDES

1" CLEAR, TOP

MECH PAD ONLY

ANCHOR BOLTS @

" CHAMFER4

FLOOR SLAB

SLAB REINF.

SURFACE

ROUGHEN SLAB

EACH END OF #3 BAR

6" HORIZONTAL LEG

EACH WAY

#4@12"

DIMENSION

EQUIPMENT

PAD PERIMETER

#3 @ 12" AT

PLANS

NOTED ON

6" OR AS

NO SCALE

CONCRETE EQUIPMENT PAD NOTES:

1. SEE MECHANICAL AND ELECTRICAL SHEETS FOR LOCATION

OF EQUIPMENT PADS.

2. THE PLAN DIMENSIONS OF EQUIPMENT BASES AND THEIR ANCHOR

BOLT LOCATIONS, SIZES, EMBEDMENTS, AND PROJECTIONS SHALL

SUIT THE REQUIREMENTS OF THE APPROVED EQUIPMENT FURNISHED.

PUMP PAD #5

SB501

F O

U N

D A

T

IO

N D

E T

A

IL

.F

J .C .F

W .R .B

W A

Y

B O

E C

K

P

E D

X J

F I:

d w g s s t r u c t

L U

B

S B .d

B

S B

.d w g in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

ENO SCALE

'8

CENTERED ON SLAB JOINT

SAWCUT SEALANT RESERVOIR

"8

NO SCALE

2" FROM JOINT (TYP.)

STOP SLAB REINF.

NO SCALE

2" FROM JOINT (TYP.)

STOP SLAB REINF.

SPECIFICATIONS

& OILED ONE END PER

16" LONG @ 12" O.C., PAINTED

" DIA. SMOOTH DOWEL4

PER SPECIFICATIONS

PAINTED & OILED ONE END

20" LONG @ 20" O.C.,

1" DIA. SMOOTH DOWEL

NO SCALE

NO SCALE

2" FROM JOINT (TYP.)

STOP SLAB REINF.

" (TYP.)2

2" FROM JOINT (TYP.)

STOP SLAB REINF.

" WIDE SAWCUT8

1OR

HARDBOARD INSERT

A

DETAIL

NO SCALE

B

DETAIL

A

A

B

B

CENTERED ON SLAB JOINT

SAWCUT SEALANT RESERVOIR

GREATER

WHICHEVER IS

",2

1T/4 OR 1

"6

"6

" (TYP.)2

CONTRACTION JOINT

6" SLAB

CONTRACTION JOINT

12" SLAB

DOWELED CONSTRUCTION JOINT

6" SLAB

DOWELED CONSTRUCTION JOINT

12" SLAB

NO SCALE

AT RE-ENTRANT CORNER

TYPICAL SLAB REINFORCING

NO SCALE

AT DOOR

ADDITIONAL SLAB REINF

DOOR OPENING

2'-6" 2' -6

NEAR CONSTRUCTION, CONTRACTION, OR EXPANSION JOINTS.

EXTEND #4 BARS AS FAR AS POSSIBLE AND BEND PARALLEL WHEN1.

NOTE:

2"

(T Y

P .)2

PER SPECIFICATIONS

PAINTED & OILED ONE END

20" LONG @ 20" O.C.,

1" DIA. SMOOTH DOWEL

BENT BARS

4" APART

(2) #4 x

STOOP

CONCRETEEJ

1' -6

1' -6

2"2"

1'-6" 1'-6"

TOP & BOT

(2) #4 BARS

TOP & BOT

(4) #4 BARS

NO SCALE

PLAN DETAIL

TYPICAL DISCONTINUOUS JOINT

CJCJ

C J

SB502

S L

A B D

E T

A

.F

J .C .F

W .R .B

W A

Y

B O

E C

K

P

E D

X J

F I:

d w g s s t r u c t

L U

B

S B .d

B

S B

.d w g in in

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

NUMBER

IDENTIFICATION

SHEET

OF ENGINEERS

US ARMY CORPS

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

C O

R P

S O

F E

N G

IN

E E

R S

U S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

M A

R K

D E

S C

R

IP

T

IO

N A

P P

R

D A

T E

C O

N T

R A

C T N

O

LOS ANGELES DISTRICT

L O

S A

N G

E L E

S

C A

L

IF

O R

N

IA

U .S

A R

M Y E

N G

IN

E E

R D

IS

T R

IC

T

C O

R P

S O

F E

N G

IN

E E

R S

W P

L -1

-X -X

X X

X

O M

A H

A

N E

B R

A S

K A

W P

L -1

-R -0

L -T

C X

C O

N S

T R

U C

T F

L

IG

H T

L

IN

E F

IL

L S

T A

N D

S

L U

K E A

F B

C E

M B

E R

.1

X

-9

LOCATION

B

P U

M P

H O

U S

E

SB101 SB503

DETAIL A

1'-0"

SCALE: 1" = 1'-0"

1'-8"

SB101 SB503

DETAIL B

SCALE: 1" = 1'-0"

GRID

GRID

SB101 SB503

DETAIL C

SCALE: 1" = 1'-0"

GRID

GRID

GRID

GRID

8"

GRID

GRID

SB101 SB503

DETAIL D

SCALE: 1" = 1'-0"

SB101 SB503

DETAIL E

SCALE: 1" = 1'-0"

1'-4"

C-5 ON SB101 GRID PLAN.

DETAIL LOCATIONS APPLY TO B-5 AND 1.

NOTES:

D-1 ON SB101 GRID PLAN.

DETAIL LOCATIONS APPLY TO A-1 AND 1.

NOTES:

C-1 ON SB101 GRID PLAN.

DETAIL LOCATIONS APPLY TO B-1 AND 1.

NOTES:

D-4 ON SB101 GRID PLAN.

DETAIL LOCATIONS APPLY TO A-2, A-3, A-4, D-2, D-3 AND 1.

NOTES:

D-5 ON SB101 GRID PLAN.

DETAIL LOCATIONS APPLY TO A-5 AND 1.

NOTES:

1'-4"

8"

8"

1'-0"

GRID

GRID

@ EACH END

W/ STD. HOOK

(14) #6 BARS

@ EACH END

W/ STD. HOOK

(10) #6 BARS

#3 TIES

#3 TIES

#3 TIES

#3 TIES

@ EACH END

W/ STD. HOOK

(6) #6 BARS

#3…