ED-22-050 Freshwater Bayou Lock NSB Plans.pdf

PDF 16 MB Posted Nov 6, 2025

Attached to: Freshwater Bayou Waterway, Freshwater Bayou Lock, New Shops Building, Vermilion Parish, Louisiana
Solicitation number: W912P826BA003
Issued by: Department of the Army Corps of Engineers Engineering District New Orleans

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File	Type	Posted
W912P826BA003 - Bid Abstract.pdf	PDF	Jul 23, 2026
W912P826BA003 Amendment 0003.pdf	PDF	Jul 8, 2026
W912P826BA003 Amendment 0002.pdf	PDF	Jun 29, 2026
W912P826BA003 Amendment 0001.pdf	PDF	Jun 9, 2026
W912P826BA003 ED-22-050 Freshwater Bayou Lock NSB Solicitation.pdf	PDF	Nov 6, 2025

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TABULATION OF BENCHMARK (VERTICAL CONTROL)

DATUMNAME LATITUDE LONGITUDE NORTHING EASTING DESCRIPTIONEPOCH

876 6072 C NAD83 NA2011 384030.940 2971784.480

SOUTHERN 6 FT (1.8 m) HIGH. HEIGHT = 3.15 (NAVD88 - 2009.55 EPOCH)

MARK IS A FLANGE ENCASED STAINLESS STEEL ROD LOCATED 6.1 FT (20.1 M) SOUTH OF THE

FACILITY TO A WATER ACCESS AREA. THE MARK IS ON THE RIGHT NEAR THE WATERS EDGE. THE

THE LEFT. GO EAST ON THE DIRT ROAD ALONG THE SOUTH SECURITY FENCE FOR THE LOCK

IN CR 3147, CONTINUE ON AROUND THE CURVE FOR ANOTHER 20 FT (61.0 M) TO A DIRT ROAD TO

FOR THE CORPS OF ENGINEERS FRESHWATER BAYOU LOCK FACILITY AND A CURVE TO THE RIGHT

INTERSECTION. TURN LEFT AND CONTINUE 8.2 MI (13.2 KM) ON CR 3147 TO THE ACCESS GATE

ON THE LEFT, VEER LEFT AND CONTINUE 1.8 MI (2.9 KM) SOUTHERLY ON CR 3147 TO AN

27.1 MI (43.6 KM) SOUTHERLY ON LA 35 TO THE FORK INTERSECTION OF CR 3147 (A GRAVEL ROAD)

TO REACH FROM THE INTERSECTION OF STATE HIGHWAYS LA 35 AND 14 IN KAPLAN, PROCEED

NAD83V 375 NA2011 517907.010 3712188.660

ROD DRIVEN 25.6 M AND STAMPED V 375 1985. HEIGHT = 2.23 (NAVD88 - 2009.55 EPOCH)

GATE, 107 FT SOUTH OF A LIGHT POLE, 10FT SOUTH OF A WITNESS SIGN. STATION IS A STAINLESS

CENTERLINE OF ENTRANCE ROAD TO LOCKS, 18.3 FT SOUTHEAST OF THE EAST GATE POST FOR

TO LOCKS, PASSING THROUGH GATE AND MARK ON LEFT NEAR GATE. THE STATION IS 2.6 FT EAST OF

PATTERSON FOR 0.9 MILES TO BLYTHE ROAD, TURN RIGHT ON BLYTHE AND GO TO GATE ENTRANCE

PATTERSON DRIVE (LEVEE ROAD), TURN RIGHT ON PATTERSON DRIVE AND PROCEED EAST ON

ROAD, NEAR THE BRIDGE OVER INTERCOASTAL WATERWAY, GO NORTH ON SULLEN ROAD TO

TO REACH THE STATION FROM THE INTERSECTION OF GENERAL DE GAULLE AVENUE AND SULLEN

NAD83W 357 NA2011 559937.010 2669514.770

BOX ATTACHMENT. HEIGHT = 2.8 (NAVD88 - 2009.55 EPOCH)

POURED AROUND THE MONUMENT. AN EYE ANCHOR BOLT WAS SET INTO THE SLAB FOR LATER LOCK

POST. THE MARK IS 0.3 M BELOW THE HIGHWAY. A 2 FT (0.6 M) BY 4 FT (1.2 M) CONCRETE SLAB WAS

0.60 M (2.0 FT) SOUTHWEST OF A RIGHT-OF-WAY FENCE. THE MARK IS 0.37 M NW FROM A WITNESS

NORTHEAST OF THE CENTER LINE OF THE CONCRETE PIPE CULVERT UNDER THE HIGHWAY, AND

GRAND LAKE TO THE MARK ON THE LEFT, ABOUT THE CENTER OF A LONG CURVE, 11.89 M (39.0 FT)

0.8 KM (0.5 MILE) SOUTHEAST ALONG STATE HIGHWAY 384 FROM THE BIG LAKE GOSPEL CHURCH IN

H G

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FRESHWATER CITY RD

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LAKE CHARLES

BATON ROUGEL O U I S I A N A

M I S S I S S I P P I

T E X A S

LAKE

PONTCHARTRAIN

LAKE BORGNE

G U L F O F M E X I C O

P I

SCALE OF MILES

40 400 80 120 160 200

CITY

MORGAN

LOCATION MAP

VICINITY MAP

LOCATION

PROJECT

ORLEANS

NEW

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SCALE: 1'' = 500'

0 500' 1000'

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E-101

LIGHTING PLAN

E-200 EXTERIOR ELEVATIONS

ELECTRICAL PLAN

G-001 COVER SHEET

G-002

DWG. DESCRIPTION

INDEX TO DRAWINGS

DWG. DESCRIPTION

INDEX TO DRAWINGS

G-003 DRAWING INDEX AND SYMBOLOGY

LOCATION & VICINITY MAP

SITE PLAN - EXISTINGC-101

C-102A EXISTING UTILITIES DISPOSITION TABLES

S-101 OVERALL PILE LAYOUT & PLATFORM FRAMING PLANS

S-102 ENLARGED PLATFORM FRAMING PLAN

S-103 FLOOR PLAN

SOUTH STAIR PLAN AND SECTIONS-104

NORTH STAIR PLAN AND SECTIONS-105

S-402 PRECAST FRAMING SECTIONS

S-403 PRECAST FRAMING SECTIONS

E-001 ELECTRICAL LEGEND

S-301 BUILDING AND RAMP CROSS SECTIONS

S-404 STAIR SECTIONS

DETAILSS-501

E-100 ELECTRICAL SITE PLAN

G-004 ABBREVIATIONS

S-201 EAST AND WEST EXTERIOR ELEVATIONS

S-202 NORTH AND SOUTH EXTERIOR ELEVATIONS

NORTHEAST ISOMETRICS-901

S-902 SOUTHEAST ISOMETRIC

SITE PLAN - PROPOSEDC-103

S-001 GENERAL NOTES

S-401 PRECAST FRAMING ENLARGED PLANS AND SECTIONS

E-300 LIGHTING SCHEDULE

E-301 PANEL SCHEDULE

C-104 CONCRETE TRANSITIONAL PAVING PLAN & SECTIONS

M-201

WEST EXTERIOR ELEVATIONS

MECHANICAL EQUIPMENT EAST AND

SOUTH EXTERIOR ELEVATIONS

MECHANICAL EQUIPMENT NORTH AND M-202

BORING LOG 1 OF 4

BORING LOG 2 OF 4

BORING LOG 3 OF 4

BORING LOG 4 OF 4

B-101

B-102

B-103

B-104

REFERENCE SHEET

REF-100

REF-101

PARTIAL SITE PLANC-101A

C-102 EXISTING UTILITIES

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GENERAL CROSS-REFERENCING SYMBOLS

SECTION/DETAIL)

(CENTERED UNDER

ON SAME DRAWING

SECTION/DETAIL TITLE

SECTION/DETAIL)

(CENTERED UNDER

ON ANOTHER DRAWING

SECTION/DETAIL TITLE

EACH VIEW)

(CENTERED UNDER

VIEW SUBTITLE

SCALE:

SUPPLEMENTAL INFORMATION

DETAIL/SECTION

99/999

DETAIL/SECTION

SCALE:

TOP FRONT SIDE

ELEVATION SECTION

SAME DRAWING

VIEW SHOWN ON

SECTION CUT W/

ANOTHER DRAWING

VIEW SHOWN ON

SECTION CUT W/

ANOTHER DRAWING

VIEW SHOWN ON

DETAIL SYMBOL W/

SAME DRAWING

VIEW SHOWN ON

DETAIL SYMBOL W/

99/999

GENERAL LEGEND

97-41M

P.I. POINT

FIRE HYDRANT

MANHOLE

CATCHBASIN

WATER VALVE

SHEETPILE

LEVEE

EXISTING GAS

EXISTING FENCE

OVERHEAD P0WER

EXISTING

STORM SEWER

EXISTING

SANITARY SEWER

EXISTING

LINE (TELEPHONE)

EXISTING COMMUN.

(COAXIAL T.V.)

EXISTING CABLE

CONSTRUCTION

LIMIT OF

PIPE

EXISTING CULVERT

POWER POLE

GENERAL SOIL BORING

BORING LOCATION

UNDISTURB

(CPT)

CONE PENETROMETER

PROPERTY LINE (P/L)

SLOPE

EASEMENT

WORK AREA

TEMPORARY

ACCESS ROAD C/L

STORM SEWER TANK

CLEAN OUT VALVE

STORM MANHOLE

WATER METER

ROAD SIGN

ELECTRIC METER POLE

NEW WATERMAIN

EXISTING WATERMAIN

OVERHEAD P0WER

EXISTING SECONDARY

COCO

GENERAL NOTES:

12. SPEED LIMIT WITHIN CONSTRUCTION LIMITS IS 10 MPH.

CONDITIONS WHICH WILL AFFECT THE PERFORMANCE OF THE WORK.

ADDITIONAL SURVEYS AND INVESTIGATIONS AS NECESSARY TO DETERMINE

BORING LOCATIONS. THE CONTRACTOR, AT HIS OWN EXPENSE, MAY MAKE

AND CONDITION OF THE MATERIALS WHICH WILL BE ENCOUNTERED BETWEEN THE

11. THE CONTRACTOR SHALL MAKE HIS OWN INTERPRETATION OF THE CHARACTER

OSHA, ENTERGY REQUIREMENTS, AND USACE SAFETY MANUAL "EM-385-1-1"

10. ALL WORK AROUND HIGH VOLTAGE POWER LINES SHALL BE IN ACCORDANCE WITH

RELATIVE TO THE EXISTING CONDITIONS PRIOR TO THE START OF CONSTRUCTION.

9. CONTRACTOR SHALL VISIT THE SITE OF WORK AND COMPLETELY INFORM HIMSELF

BLOWING.

LEVEE RIGHT-OF-WAY. THE EMBANKMENT SHALL BE KEPT MOIST TO PREVENT

UNNECESSARY DUST WHILE TRANSPORTING EARTHEN MATERIAL WITHIN THE

8. DUST CONTROL - CONTRACTOR SHALL TAKE MEASURES TO PREVENT

REPAIRED AT THE CONTRACTOR'S EXPENSE.

DAMAGE OCCURS AS A RESULT OF HIS NEGLIGENCE. THE DAMAGE SHALL BE

7. THE CONTRACTOR IS RESPONSIBLE FOR ANY DAMAGE TO EXISTING UTILITIES IF

CONSTRUCTION. SEE SPECIFICATIONS FOR A LIST OF ALL UTILITY CONTACTS.

RESPONSIBILITY TO VERIFY ALL EXISTING UTILITY LOCATIONS PRIOR TO

PROVIDED BY THE RESPECTIVE UTILITY COMPANIES. IT IS THE CONTRACTOR'S

FOR INFORMATIONAL PURPOSES ONLY AND ARE BASED, IN PART, ON INFORMATION

6. LOCATION OF EXISTING UTILITIES INDICATED ON THE PLAN SHEETS ARE SHOWN

UNLESS OTHERWISE STATED.

5. ALL ELEVATIONS ARE EXPRESSED IN FEET AND REFER TO NAVD 88 (2009.55),

SHOWN ONLY WHERE DRAWING IS OBVIOUSLY OUT OF SCALE.

4. DRAWINGS ARE GENERALLY TO SCALE, BUT SHOULD NOT BE SCALED. NTS IS

IN THE FIELD.

APPROXIMATE READING. THE CONTRACTOR SHALL VERIFY ACTUAL DIMENSIONS

3. DIMENSIONS AND/OR ELEVATIONS MARKED PLUS OR MINUS (+/-) ARE

STATE PLANE, LA SOUTH, ZONE 1702, US FEET.

2. XY COORDINATES USED IN DRAWINGS REFER TO HORIZONTAL DATUM: NAD 83,

1. HORIZONTAL DISTANCES ARE MEASURED IN US SURVEY FEET.

OF THE PLANS.

CONTACTOR SHALL VERIFY ALL DIMENSIONS, EVEN WITH GOVERNMENT APPROVAL

16. PRIOR TO FABRICATION AND CONSTRUCTION OF PERMANENT WORK, THE

LIABILITY FOR DAMAGE.

PROJECT LIMIT. A SPECIAL PERMIT DOES NOT DECREASE THE CONTRACTOR'S

LIMIT, WHEN HAULING EQUIPMENT MATERIALS ON PUBLIC ROAD BEYOND THE

SUBCONTRACTOR, OR SUPPLIERS SHALL OBSERVE LEGAL ROAD

CONTRACTOR,

LOCAL LAWS AND ORDINANCES INCLUSIVE OF POSTED WEIGHT LIMITS. THE

15. ALL CONTRACTOR HAULING OPERATIONS SHALL ABIDE BY FEDERAL, STATE, AND

CLEANED DAILY OF MUD, DEBRIS ETC.

SWEEPERS AND SCRAPERS ONSITE. ALL STREETS AND HIGHWAYS SHALL BE

DURING CONSTRUCTION. THE CONTRACTOR SHALL HAVE WASH RACKS,

14. THE CONTRACTOR SHALL KEEP ALL STATE AND FEDERAL HIGHWAYS CLEAN

PRIOR TO END OF CONTRACT.

13. THE CONTRACTOR SHALL CLEAN AND REMOVE ALL TRASH IN THE PROJECT LIMIT

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MAY NOT APPEAR ON THIS SET OF DRAWINGS.

ALL ABBREVIATIONS SHOWN ON THIS SHEET1.

NOTE:

ABBREVIATIONS

G-004

A B

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COR CONTRACTING OFFICERS REPRESENTATIVE

WINDOWWD

UNDERGROUND ELECTRICUE

TRANSIENT VOLTAGE SURGE SUPPRESSORTVSS

TEMPORARY BENCH MARKTBM

VARIABLE SPEED CONTROL SWITCHSV

SPECIFICATIONSSPECS

SINGLE POLESP

HORSEPOWER RATED MANUAL TOGGLE SWITCHSM

SUPPLY FANSF

SECONDARYSEC

THREE-WAY TOGGLE LIGHTING SWITCHS3

SINGLE POLE TOGGLE LIGHTING SWITCHS

RIGID METAL CONDUITRMC

RELAY CONTRACTOR AND RELAY COILR

PRIMARYPRI

PANELBOARDPNLB

PULL BOXPB

NON-FUSIBLE SAFETY SWITCHNFSS

NEUTRALN

MAIN LUG ONLYMLO

MANHOLE NO.2 (TYPICAL)MH-2

MOUNTING HEIGHTMH

MAIN DISCONNECT SWITCHMDS

ELECTRIC METERM

MANUALLY OPERATED LOUVERLV

LIQUIDTIGHT FLEXIBLE METAL CONDUITLFMC

JUNCTION BOXJB

GALVANIZED RIGID STEEL CONDUITGRS

GROUNDGRD, G

GROUND FAULT CIRCUIT INTERRUPTERGFCI

FOOT.FEETFT

FUSIBLE SAFETY SWITCHFSS

EXIT/EMERGENCY LIGHTING FIXTUREEX

ELECTRICAL METALLIC TUBINGEMT

EXHAUST FAN EF

ELECTRICAL LINE, OVER HEAD E

DOUBLE POLE DP

DIRECT BURIAL DB

CONTRACTOR FURNISHED CONTRACTOR INSTALLEDCFCI

COMPACT FLUORESCENT LAMP CFL

CENTER-TO-CENTERC/C

CONDUIT C

BREAKER BKR

AUTOMATIC TRANSFER SWITCH ATS

AMPERES INTERRUPTING CAPACITY AIC

AMPERES A

B-101 THRU B-104

SEE SHEETS

CPT FBL-1C

S13

T17S R1E

S18

T17S R2E

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SCALE: 1" = 60'

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JULY 2025

b2edsdjg Text Box W912P8-25-B-A026

BLDG. & STAIRS

PROPOSED

D N

1.3

1.8

1.9

2.0

2.1

2.2

2.3

2.4

2.5

2.6

2.7

2.8

2.9

3.0

3.1

3.2

3.2 3.2

3.2

3.3

3.4

3.4 3.4

3.4

3.5

3.6

3.6 3.7

3.7

3.7 3.8

3.8

3.9

3.9 3.9

3.9

4.0

4.1

4.1 4.1

4.1

4.2

4.3

4.4

4.5

4.6

4.7

4.74.7

4.7

4.7 4.7

4.7

4.8

4.9

5.0

5.1

5.2

5.4 6.06.1

6.1

4.5'

PARTIAL SITE PLAN

SCALE: 1" = 20'

NORTH

PLAN

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HORIZONTAL VERTICAL

TEMPORARY CONTROL MARK

MAJOR CONTOUR LINE

MINOR CONTOUR LINE

TOPO BREAKLINE

DTM BOUNDARY EXTERIOR

EDGE OF ROAD

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b2edsdjg

MULTIPLE LINES

2-3' DEPTH

MULTIPLE LINES

2-3' DEPTH

MULTIPLE LINES

2-3' DEPTH

MULTIPLE LINES

2-3' DEPTH

MULTIPLE LINES

2-3' DEPTH

WATER LINE

UNABLE TO LOCATE

WATER LINE

UNABLE TO LOCATE

WATER LINE

UNABLE TO LOCATE

BLDG. & STAIRS

PROPOSED

S1S2

WATER LINE

UNCONFIRMED

2-4' DEPTH

BUILDING

SHOP

EXISTING

D N

WVLE

1-2' DEPTH

1.8

2.0

2.3

2.3 2.5

2.8

2.9

3.03.0

3.1

3.13.1

3.2

3.3

3.33.3

3.4

3.5

3.6

3.7

3.7 3.8

4.0

4.2

4.3

4.4

4.44.4

4.4

4.5

4.5 4.5

4.6

4.7

4.74.7

4.7

4.74.7

4.7

4.8

4.9

1-2' DEPTH

4.9

4.94.9 5.0

5.0 5.0

5.0

5.1

5.2

5.4

5.7 J

5.7

1-2' DEPTH

0-1' DEPTH

CONDUIT

2" PVC

EXISTING

PULL BOX

EXISTING

PULL BOX

EXISTING

DISTURB

DO NOT

PIPE RACK

ALUMINUM

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SCALE: 1" = 20'

NORTH

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WVL

SEE C-102A FOR EXISTING UTILITY DISPOSITION TABLES

BUILDING OUTLINE

FENCE LINE

STRUCTURE OUTLINE

ELECTRICAL HANDHOLE

ELECTRICAL LINE

UNDERGROUND

JUNCTION BOX

COMMUNICATION

COMMUNICATION LINE

UNDERGROUND

WATER VALVE

WATER LINE

LIFT/PUMP STATION

SANITARY SEWER

MAIN LINE

SANITARY SEWER

UTILITY LINE

UNKNOWN UNDERGROUND

GENERAL NOTES

LEGEND

PULL BOXPB

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EXISTING ELECTRIC UTILITIES - UNDERGROUND

ITEM NO. DESCRIPTION SHEET NO. OWNER DISPOSITION

DNDE1

POWER LINE

X Y

DND

DNDE6

DNDE5

DNDE9

USACE

DND

C-102 2971649.29

2971619.12

2971631.90

2971863.07

2971804.65

2971867.47

2971828.52

2971759.98

2971655.18

384767.86

POWER LINE C-102 USACE

384772.89

384851.07

384804.85

384817.90

384799.25

384785.36

384799.41

384767.28

ITEM NO. DESCRIPTION SHEET NO. OWNER DISPOSITION

DND

EXISTING STRUCTURES

EXISTING SHOPS BLDG.

STORAGE BLDG.

LOCK

DND

USACE

DND

C-102

USACE

SEWER LINES

ITEM NO. DESCRIPTION SHEET NO. OWNER DISPOSITION

DNDS1 SEWER LINE

X Y

DND

USACE

DND

C-102 2971687.02

2971653.16

2971758.42

2971828.15

2971869.05

384764.88

C-102 USACE

384765.89

384799.29

384784.52

384799.57

SEWER LINE

WATER LINES

ITEM NO. DESCRIPTION SHEET NO. OWNER DISPOSITION

DNDW1 WATER LINE

X Y

USACE

DND

C-102 2971736.27

2971748.20

384950.42

C-102 USACE384974.62WATER LINEW2

WATER VALVE

ITEM NO. DESCRIPTION SHEET NO. OWNER DISPOSITION

DNDWVL WATER VALVE

X Y

USACEC-102 2971906.85 384804.77

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S18

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ORK

LIMIT OF WORK

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SITE PLAN - PROPOSED

SCALE: 1" = 60'

NORTH

PLAN

C-103

E P

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LIMITS OF WORK

PT. X Y

1 2971568.76 384359.79

2971648.13 384844.98

2971694.26 384833.06

2971836.21 385152.24

FRESHWATER CITY RD (ACCESS)

5 2971968.50 385082.68

6 2971838.95 384319.32

STAGING AREA

PT. X Y

A 2971856.75 384851.56

2971921.54 384840.56

2971946.55 384962.79

2971902.95 384966.86

E 2971915.04 384988.18

2971950.00 384983.15

2971968.50 385082.68

2971955.49 385088.69

SEE SHEET C-104

TRANSITION SLAB

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1'-0"

1 1/2 "

SEE S-101

RAMP

TOC EL. 5.0

GRADE

MATCH EXIST

GRADE

MATCH EXIST

OF PAVEMENT

EXIST EDGE

OF PAVEMENT

EXIST EDGE PAVING

TRANSITION

CONCRETE

5.0' CONTOUR

MATERIAL

1/2" EXPANSION JOINT

SEE S-201

RAMP

STONE BASE

COMPACTED

SUBGRADE

COMPACTED

SOIL

IN-SITU

#4 @ 16" OC EACH WAY

CONCRETE SLAB

US Army Corps of Engineers ®

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STONE BASE

COMPACTED

SUBGRADE

COMPACTED

SOIL

IN-SITU

#4 @ 16" OC EACH WAY

CONCRETE SLAB

EXISTING PAVEMENT

PAVING

CONCRETE

#4 @ 16" OC EACH WAY

GRADE

EXISTING

(2) #6 TOP & BOT

@ 18" OC

#4 STIRRUPS

CLR

C-104

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SCALE: 3/4"=1'

SECTION

LSSRB 203.08.

7. PREPARE SUBGRADE TO MEET THE REQUIREMENTS OF

6. CURING MATERIALS SHALL COMPLY WITH LSSRB 1011.01.

REQUIREMENTS OF LSSRB 302.

5. CRUSHED STONE BASE COURSE CLASS II MEETING THE

LSSRB 1005.01.

4. JOINT FILLER SHALL MEET THE REQUIREMENTS OF

WITH LSSRB 1009.01.

3. REINFORCING STEEL SHALL BE ASTM A615 AND SHALL COMPLY

MEETING THE REQUIREMENTS OF LSSRB 901.

2. CONCRETE SHALL BE PORTLAND CEMENT CONCRETE CLASS B

REQUIREMENTS OF LSSRB 601.

1. PORTLAND CEMENT CONCRETE PAVEMENT MEETING THE

4.3

4.5

CONCRETE TRANSITION PAVING PLAN

SCALE: 1'=3"

SCALE: 3/4"=1'

SECTION

SCALE: 3/4"=1'

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CR - CONTRACTOR RESPONSIBILITIES

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE REQUIRED DESIGNS,

MANUFACTURING, AND INSTALLATIONS OF BOTH THE PRECAST FRAMING AND THE METAL BUILDING

SYSTEM, AS WELL AS ALL OTHER RELATED COMPONENTS IN ACCORDANCE WITH THE CONTRACT

REQUIREMENTS.

2. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE SPECIFICATION AND STANDARD DETAILS AS SHOWN IN UNIFIED FACILITY CRITERIA (UFC) UFC 1 -200-01 DOD BUILDING CODE DATED 8 OCTOBER 2019 WITH CHANGE 1 DATED 1 OCTOBER 2020 AND THE INTERNATIONAL BUILDING CODE (IBC) 2018.

3. THE CONTRACTOR SHALL MAINTAIN AND ADHERE TO ALL CONSTRUCTION SITE SAFETY IN ACCORDANCE

WITH USACE ENGINEERING MANUAL EM 385-1-1 AND UFC SAFETY CRITERIA (UFC 4-020-01).

4. ANY WORK PERFORMED WITHOUT THE APPROVAL OF THE PROJECT ENGINEER AND/OR ALL MATERIAL NOT IN CONFORMANCE WITH THE SPECIFICATION IS SUBJECT TO REMOVAL AND REPLACEMENT AT THE

CONTRACTOR'S EXPENSE.

5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVAL AND DISPOSAL OF EXCESS MATERIALS AND WASTE. SUCH DISPOSAL AND REMOVAL SHALL NOT CREATE A NUISANCE. EARTHWORK MATERIAL SHALL

BE REMOVED IMMEDIATELY AND DISPOSED OF AT THE DISCRETION OF THE COR.

6. THE CONTRACTOR SHALL RESTORE ANY DISTURBED AREAS TO EQUAL OR BETTER CONDITION THAN

EXISTED BEFORE CONSTRUCTION.

7. ALL PROPRIETARY SYSTEMS AND ACCESSORIES SHALL BE INSTALLED WITH STRICT ADHERENCE TO THE

MANUFACTURERS INSTRUCTIONS AND RECOMMENDATIONS.

DC - DESIGN CRITERIA

1. THE STRUCTURES SHALL BE DESIGNED IN ACCORDANCE WITH THE DOD BUILDING CODE UFC 1-200-01, INTERNATIONAL BUILDING CODE (IBC) 2018 EDITION, UFC 3-301-01 STRUCTURAL ENGINEERING, ASCE 7-16, &

AASHTO 9TH EDITION.

2. DEAD LOADS:

A. ROOF: PER PEMB MANUFACTURER

B. PLATFORM FLOOR: PER PRECAST MANUFACTURER

C. RAMP FLOOR: PER PRECAST MANUFACTURER

3. COLLATERAL LOADS:

A. ROOF: 5 PSF (NOT TO BE COMBINED WITH WIND UPLIFT LOAD CASES)

4. UNIFORM LIVE LOADS: (ASCE 7-16)

A. ROOF: 20 PSF (REDUCIBLE)

B. PLATFORM FLOOR: 250 PSF IN ADDITION TO PALLET RACK POST LOADS = 10,000 LBS. EACH (SEE S-103

FOR POST LAYOUT)

C. STAIRS: 100 PSF

5. VEHICULAR LIVE LOADS: (NOT COMBINED WITH UNIFORM LIVE LOAD OR PALLET RACK POST LOADS) A. RAMP & PLATFORM FLOOR: H15-44, 15 TON TRUCK WITH A 6 KIP FRONT AXLE & 24 KIP REAR AXLE

SPACED 14FT APART.

B. DESIGN LANE LOAD: 0.64 KLF (COMBINED WITH DESIGN TRUCK)

6. SNOW LOADS: (ASCE 7-16)

A. ROOF: OMITTED (GROUND SNOW LOAD = 0 PSF)

7. WIND LOADS: (ASCE 7-16)

A. RISK CATEGORY: IV

B. BASIC WIND SPEED: 164 MPH

C. ALLOWABLE STRESS DESIGN WIND SPEED VASD = 127 MPH

D. EXPOSURE CATEGORY: D

E. INTERNAL PRESSURE COEFFICIENT: ±0.55 (PARTIALLY ENCLOSED)

F. THE EAVE HEIGHT USED IN WIND PRESSURE DETERMINATION SHALL ACOUNT FOR THE ELEVATED

FINISHED FLOOR AND SHALL BE MEASURED FROM THE GROUND SURFACE.

8. SEISMIC LOADS: (ASCE 7-16)

A. RISK CATEGORY: IV

B. SEISMIC IMPORTANCE FACTOR: Ie = 1.50

C. SITE CLASS: D - DEFAULT

D. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS: SS = 0.076g, S1 = 0.046g E. SITE COEFFICIENTS: Fa = 1.6, Fv = 2.4 F. SITE ADJUSTED SPECTRAL RESPONSE ACCELERATION PARAMETERS: SMS = 0.121g, SM1 = 0.110g G. DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS: SDS = 0.081g, SD1 = 0.073g

H. SEISMIC DESIGN CATEGORY: C

I. SEISMIC LATERAL FORCE RESISTING SYSTEM:

1. BUILDING: PER PRE-ENGINEERED METAL BUILDING MANUFACTURER

2. PLATFORM AND RAMP: NONBUILDING STRUCTURE TYPE ALL OTHER SELF-SUPPORTING

STRUCTURES (ASCE 7-16 TABLE 15.4-2).

a. RESPONSE MODIFICATION FACTOR: R = 1.25

b. OVERSTRENGTH FACTOR: Ωo = 2.0

c. DEFLECTION AMPLIFICATION FACTOR: Cd = 2.5

d. SEISMIC RESPONSE COEFFICIENT: CS = 0.097

9. WAVE LOADS: (ASCE 7-16)

A. FLOOD ZONE: VE

B. DESIGN FLOOD ELEVATION (DFE): 15.47ft (NAVD88)

10. ROOF RAIN LOADS:

A. 15-MINUTE PRECIPITATION INTENSITY: 10.22 IN/HR

B. 60-MINUTE PRECIPITATION INTENSITY: 6.04 IN/HR

CO - CONCRETE

1. ALL CONCRETE DESIGN AND WORK SHALL CONFORM TO ACI 318-14.

2. ALL CONCRETE SHALL HAVE THE FOLLOWING MINIMUM SPECIFIED 28-DAY COMPRESSIVE STRENGTH:

A. PRECAST / PRESTRESSED CONCRETE: 6,000 PSI (MINIMUM), W/C RATIO = 0.40 (MAXIMUM)

B. CAST-IN-PLACE CONCRETE: 5,000 PSI, W/C RATIO = 0.40 (MAXIMUM)

C. SCOUR PROTECTION SLAB: 2,500 PSI

3. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT.

WRITTEN DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS, AND DETAILS

IS NOT PERMITTED.

4. A CHAMFER OF 3/4" SHALL BE MADE AT ALL EXPOSED CORNERS OF CONCRETE MEMBERS.

5. RAMP SLAB PANELS SHALL RECIEVE A TINE FINISH.

6. SHOPS BUILDING SLAB PANELS SHALL RECIEVE A STEEL TROWELLED FINISH.

7. THE PRECAST MANUFACTURER SHALL BE RESPONSIIBLE FOR THE DESIGN OF ALL PRECAST SLABS, CAP

BEAMS, STRUTS, AND CONNECTIONS U.N.O.

RS - REINFORCING STEEL:

1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 .

2. ALL CONTINUOUS REINFORCING STEEL SHALL BE LAPPED USING A CLASS "B" TENSION LAP.

3. ALL REINFORCING STEEL SHALL BE PLACED WITH A MINIMUM OF 2-1/2" OF CLEAR COVER, TYP. U.N.O.

MB - PRE-ENGINEERED METAL BUILDING

1. ALL STRUCTURAL STEEL, FRAMES, PURLINS, GIRTS, SOFFITS, DECK, WALL SIDING, ETC. SHALL BE DESIGNED AND FABRICATED BY THE METAL BUILDING MANUFACTURER IN ACCORDANCE WITH ALL

APPLICABLE CODES.

2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COORDINATION AND ERECTION OF THE PRE- ENGINEERED METAL BUILDING SUPERSTRUCTURE INCLUDING DIMENSIONAL ACCURACY, COLUMN BASE

PLATES AND ANCHORAGE.

3. THE PRIMARY AND SECONDARY PRE-ENGINEERED METAL BUILDING COMPONENTS SHALL BE DESIGNED TO SUPPORT THE LOADS FROM ALL MECHANICAL, ELECTRICAL, AND PLUMBING EQUIPMENT SHOWN IN

THE CONTRACT DOCUMENTS.

4. ALL FRAMES, GIRTS, PURLINS, BASE PLATES, ETC. SHALL BE HOT-DIPPED GALVANIZED.

5. THE PEMB MANUFACTURER SHALL PROVIDE COLUMN REACTIONS AND ANCHOR BOLT LAYOUT PRIOR TO

FINAL DESIGN AND CASTING OF THE PRECAST CONCRETE SUBSTRUCTURE.

SS - STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL CONFORM TO FOLLOWING U.N.O.:

A. ROLLED SHAPES: ASTM A992

B. PLATES: ASTM A36 (MINIMUM)

C. ANGLES: ASTM A36 (MINIMUM)

D. PIPE: ASTM A53, GR. B

E. HSS: ASTM A500, GR. C

F. CHANNELS: ASTM A36

2. BOLTS AND ANCHORS:

A. BOLTED CONNECTIONS SHALL BE BEARING TYPE WITH 3/4" DIAMETER ASTM F3125, GRADE A325

BOLTS, GALVANIZED, U.N.O.

B. ANCHOR RODS SHALL BE HEADED TYPE CONFORMING TO ASTM F1554-36, GALVANIZED, U.N.O.

3. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO THE AISC 15TH EDITION STEEL

CONSTRUCTION MANUAL.

4. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS

SHOWN IN THE CONTRACT DOCUMENTS.

5. USE PREQUALIFIED WELDED JOINTS PER AISC AND AWS D1.1 OF THE AMERICAN WELDING SOCIETY. "NON

PREQUALIFIED JOINTS" SHALL BE QUALIFIED PRIOR TO FABRICATION.

6. ALL WELDING SHALL BE PERFORMED USING E70XX SERIES LOW HYDROGEN ELECTRODES.

7. HOLES FOR BOLTING SHALL BE SHOP PUNCHED OR FIELD DRILLED. THE MAKING OF HOLES OR ENLARGEMENT OF HOLES BY BURNING WILL NOT BE PERMITTED. ALL HOLES SHALL BE STANDARDIZED, UNLESS NOTED OTHERWISE.

8. ALL STEEL SHALL BE HOT-DIPPED GALVANIZED PER ASTM A123 AND REPAIRED IN THE FIELD AFTER

ERECTION AS NECESSARY.

9. ALL WELDING SHALL BE ACCOMPLISHED IN ACCORDANCE TO AWS D1.1 USING COMPATIBLE MATERIALS

FOR WELDING GALVANIZED MATERIAL.

10. ALL GROOVE WELDS SHALL BE CJP WELDS, U.N.O.

ABBREVIATIONS:

BRG. BEARING

BTM. BOTTOM

C.D. CONTROL DIMENSION

CJP COMPLETE JOINT PENETRATION

C.L. CENTERLINE

CONT. CONTINUOUS

DFE DESIGN FLOOD ELEVATION

DIA. DIAMETER

DIAG. DIAGONAL

EA. EACH

FCM FRACTURE CRITICAL MEMBER

GALV. GALVANIZED

HORIZ. HORIZONTAL

HSA HEADED STUD ANCHOR

MAX. MAXIMUM

MIN. MINIMUM

O.F. OUTSIDE FACE

O.C. ON-CENTER

PEMB PRE-ENGINEERED METAL BUILDING

PL. PLATE

R RADIUS

SIM. SIMILAR

SS STAINLESS STEEL

SQ. SQUARE

STIFF. STIFFENER

TYP. TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

VERT. VERTICAL

V.I.F. VERIFY IN FIELD

W.P. WORK POINT

@ AT

SF - SHALLOW FOUNDATIONS:

1. SPREAD FOOTINGS ARE DESIGNED FOR AN ALLOWABLE BEARING PRESSURE OF 1200 PSF. 5

5 5

ZONE AREA (SF) PRESSURE (PSF)

COMPONENT & CLADDING WIND PRESSURES

1 & 2e

10 +76, -178

50 +65, -119

100 +60, -74

200 +60, -74

2n, 2r, 3e

10 +76, -247

50 +65, -178

100 +60, -148

200 +60, -118

10 +76, -289

50 +65, -202

100 +60, -164

200 +60, -164 a aa a

10 +108, -115

50 +100, -107

100 +96, -103

200 +92, -99

10 +108, -136

50 +100, -119

100 +96, -112

200 +92, -104

NOTES:

1. WIND PRESSURES SHOWN ARE ULTIMATE PRESSURES.

2. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING

TOWARD AND AWAY FROM SURFACES, RESPECTIVELY.

3. DISTANCE a = 4 FT.

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

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2 4 6 8 10 12 14 16 18 20

D 'A

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D , P

S-001

N O

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2P 8-

-B

-0

X-

-X

D Y

A D

S H

B U

H , L

H W

O U

-53.00P1

P10 - P18

-53.00

16.42 -53.00

15.30

13.65

11.98

10.30

8.63

6.95

5.27

3.60

2.25

LOCATION HEAD EL. TIP EL.

PILE SCHEDULE

P10 P11 P12 P13 P14 P15 P16 P17 P18

P9P8P7P6P5P4P3P2P1 13' - 6" 16' - 9" 16' - 9" 16' - 9" 16' - 9" 16' - 9" 16' - 9" 16' - 6" 4' - 6" 9' - 3 1/2" 9' - 3 1/2" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 9' - 3 1/2" 9' - 3 1/2"

0" 2'

6" 5'

6" 8'

18" SQ. PRESTRESSED

CONCRETE PILE, TYP.,

SEE S-501

18" SQ. PRESTRESSED

CONCRETE PILE, TYP.,

SEE S-501

A11 S-301

0" 8'

X 2971852.94 Y 385060.52

X 2971883.43 Y 385050.82X 2971860.04

Y 384977.28

X 2971829.54 Y 384986.98

X 2971838.19 Y 384979.51

X 2971848.67 Y 384976.18

X 2971798.62 Y 384855.16

X 2971809.10 Y 384851.82

X 2971797.94 Y 384895.90

TEST

PILE, SEE

NOTE 2

8' - 4 1/2"

1 5

P10 P11 P12 P13 P14 P15 P16 P17 P18

1' - 5" 13' - 6" 16' - 9" 16' - 9" 16' - 9" 16' - 9" 16' - 9" 16' - 9" 16' - 6" 3' - 1"

1' - 5" HOLD

9' - 3 1/2" 9' - 3 1/2" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 9' - 3 1/2" 9' - 3 1/2"

1' - 5" HOLD

P9P8P7P6P5P4P3P2P1

10%

FFE = 18.50

RAMP

135' - 0"

PLATFORM

80' - 0"

5.00

PRECAST SLAB

PANEL, TYP.

PRECAST

CONCRETE CAP

BEAM BELOW, TYP.

PRESTRESSED CONCRETE

PILE BELOW, TYP.

GALV.

STEEL

STAIR

PRECAST

CONCRETE CAP

BEAM BELOW, TYP.

PRESTRESSED CONCRETE PILE

BELOW, TYP.

PRECAST SLAB

PANEL, TYP.

GALV. STEEL STAIR

S-102 A1

S-201

A11 S-301

S-104 J1

S-105 A1

S-202 A1

A1 S-301

D R

PRECAST CONCRETE

CURB, EA. SIDE OF RAMP

ALUMINUM GUARDRAIL, EA.

SIDE OF RAMP

1" GAPH15

S-402

J10 S-403

J1 S-403

D1 S-403

B10 S-403

0" 8'

6" 5'

6" 2'

0" 3'

STAIR

FOOTING

C -1

O R

N S

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D 'A

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U T

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, P

G R

, P E

2P 8-

-B

-0

X-

-X

D Y

A D

S H

B U

H , L

H W

O U

NORTH

0 4' 8' 16'

1/8" = 1'-0"H1 PILE LAYOUT PLAN

1/8" = 1'-0"A1 PLATFORM FRAMING PLAN

NORTH

0 4' 8' 16'

1. SEE SPECIFICATION SECTION 31 62 13.20 AND DRAWING

S-501 FOR PILES SPECIFCATIONS AND DETAILS.

2. THE DESIGN PILE SERVICE LOAD IS 105 KIPS.

3. IN ADDITION TO HANDLING STRESSES, DESIGN PILES FOR

LRFD FLEXURE AND SHEAR (Mu = 1,635in-k, Vu-20k)

4. THE TEST PILE INDICATED ON PLAN SHALL BE LOAD TESTED

TO 200% OF THE SERVICE LOAD NOTED ABOVE. SEE

SPECIFICATION SECTION 31 62 14.00 FOR PILE LOAD TEST

REQUIREMENTS.

5. THE PILE HEAD ELEVATION SHOWN IN THE PILE SCHEDULE

IS BASED ON THE BOTTOM OF PRECAST CAP BEAM

ELEVATION. THE FINAL PILE HEAD ELEVATION SHALL BE

COORDINATED WITH THE FINAL PRECAST CAP BEAM DEPTH.

GENERAL NOTES

1 5

P10 P11 P12 P13 P14 P15 P16 P17 P18

FFE = 18.50

A1 S-301

3' - 1"

HOLD

1' - 5" 9' - 3 1/2" 9' - 3 1/2" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 9' - 3 1/2" 9' - 3 1/2"

HOLD

1' - 5"

PANEL LENGTH

20' - 0"

PANEL LENGTH

20' - 0"

PANEL LENGTH

20' - 0"

PANEL LENGTH

20' - 0"

PRECAST

CONCRETE

SLAB PANEL

PRESTRESSED

CONCRETE PILE

BELOW, TYP.

PRECAST

CONCRETE CAP

BEAM BELOW, TYP.

S-202 A1 S-202A11

S-201

A1 S-402

H8 S-402

H1 S-402

A8 S-402

A15 S-402

1" GAP

0" 8'

0" 3'

PRECAST

CONCRETE STRUT

BELOW, TYP.

P .

STRUT C.L.

S-401 K1

80' - 0"

BLOCKOUT IN SLAB

PANEL FOR PEMB

COLUMN, TYP.

S-401 K8

S-401 F1

TYP. TYP.

TYP.

H15 S-402

EQUIPMENT

TIEDOWN, SEE

S-501, TYP.

J16 S-403

J1 S-403

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

O N

2 4 6 8 10 12 14 16 18 20

D 'A

R M

O N

D , P

S-102

R G

O R

M F

H W

O U

L O

C K

O R

S D

O R

S, L

, P

G R

, P E

2P 8-

-B

-0

X-

-X

D Y

A D

S H

B U

H , L

H W

O U

1/4" = 1'-0"A1 ENLARGED PLATFORM FRAMING PLAN

NORTH

0 2' 4' 8'

1 5

P10 P12 P14 P16 P18

A1 S-301

HOLD

1' - 5"

18' - 7" 20' - 0" 20' - 0" 18' - 7"

HOLD

1' - 5"

FIRE EXTINGUISHER

DOWNSPOUT, TYP.

4" 3'

S-501J1

80' - 0"

C.L. PILE / PEMB COLUMN C.L. PILE / PEMB COLUMN C.L. PILE / PEMB COLUMN O.F. GIRTO.F. GIRT

S-501 J1

SIM.

FIRE

EXTINGUISHER

O.F. GIRTO.F. GIRT

2" 3'

R O

L L

G D

O O

PEMB FRAME

COL., TYP.

PEMB TUBE JAMB, CHANNEL JAMBS

NOT PERMITTED

FFE = 18.50

S-202 A1 S-202A11

S-201

A1 S-402

H8 S-402

H1 S-402

A8 S-402

PALLET RACK SHOWN FOR REFERENCE

ONLY, TYP. NOT IN CONTRACT, SEE S0.1

FOR POST LOADS

POST SPA.

8' - 0" TYP.

TYP.

2' - 0"

OVERHEAD

COILING DOOR

HOOD ABOVE

C.L. PILE / PEMB END WALL FRAME,

PEMB MANUF. TO HOLD C.L.

LOCATION OF END WALL FRAME

TYP.

2' - 0"

POST SPA.

8' - 0" TYP.

POST SPA.

8' - 0" TYP.

TYP.

2' - 0"

INDICATES PEMB

SIDEWALL X-BRACING,

PEMB MANUF. SHALL

PROVIDE BRACING IN

EACH BAY AS SHOWN

C.L. PILE / PEMB END WALL FRAME,

PEMB MANUF. TO HOLD C.L.

LOCATION OF END WALL FRAME

A15 S-402

0" 6'

0" 8'

0" 2'

0" 3'

S-401 K1

TYP. BLOCKOUT IN SLAB

PANEL FOR PEMB

COLUMN, TYP.S-401

TYP.

S-401 F1

TYP.

S-401 F8

H15 S-402

EQUIPMENT

TIEDOWN, SEE

S-501, TYP.

J16 S-403

J1 S-403

6" T

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

O N

2 4 6 8 10 12 14 16 18 20

D 'A

R M

O N

D , P

S-103

O R

H W

O U

L O

C K

O R

S D

O R

S, L

, P

G R

, P E

2P 8-

-B

-0

X-

-X

D Y

A D

S H

B U

H , L

H W

O U

1/4" = 1'-0"A1 FLOOR PLAN

NORTH

0 2' 4' 8'

1 P10

A1 S-104

W 8X

GALV. 1-1/2" X 3/16" (19-W-4) BAR

GRATING STAIR TREAD W/

CHECKERED PLATE 90 DEG.

ANGLE NOSING, PROVIDE 3/16"

CARRIAGE PLATE AT EA. END

WELDED TO STRINGER

GALV. STEEL COLUMN,

SEE SECTION, TYP.

C 8X

GALV. 1-1/2" X 3/16" (19-W-4)

BAR GRATING W/ CHECKERED

PLATE 90 DEG. ANGLE NOSING,

TYP. AT LANDINGS

C12X20.7 STRINGER

E1 S-404

. W

(12) TREADS @ 11" O.C. = 11' - 0"

LANDING

3' - 0" (11) TREADS @ 11" O.C. = 10' - 1"

LANDING

4' - 9" 1' - 5"

E9 S-404

L3X3X3/8

L3X3X3/8L3X3X3/8L3X3X3/8

L3X3X3/8L3X3X3/8

1' - 7 5/8" 1' - 6" 1' - 6" 1' - 4 3/8"

4' - 6" 6' - 9 3/8" 6' - 0" 13' - 5 5/8" 1' - 5"

STAIR

FOOTING

STAIR

FOOTING

GALV. 1 1/2"

X-STRONG PIPE

GALV. 1 1/2" X-STRONG

POST @ 48" O.C. MAX.

GALV. STRINGER, SEE PLAN

W 8X

1/4

TYP.

GALV. BAR GRATING STAIR

TREAD, SEE PLAN

3/16

TYP.

GALV. BAR GRATING, SEE PLAN, TYP.

RETURN TO

END POST

GALV. L3X3X3/8 HOLD SHORT 1"

EA. SIDE OF COLUMN

EL. = 4.00 ± V.I.F.EL. = 4.00 ± V.I.F.

EXIST. GRADE (APPROX.)

CJP, TYP.

S-404 J1 S-404

4' - 6" 6' - 0"

3' - 1 5/8" 2' - 10 3/8"

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

O N

2 4 6 8 10 12 14 16 18 20

D 'A

R M

O N

D , P

S-104

N A

N D

H W

O U

L O

C K

O R

S D

O R

S, L

, P

G R

, P E

2P 8-

-B

-0

X-

-X

D Y

A D

S H

B U

H , L

H W

O U

1/2" = 1'-0"J1 SOUTH EXTERIOR STAIR PLAN

NORTH

0 1' 2' 4'

1/2" = 1'-0"A1 SOUTH STAIR SECTION

1. ALL STAIR FRAMING, GRATING, RAILING, AND HARDWARE SHALL BE HOT DIPPED

GALVANIZED.

S-105

W8X31

GALV. 1-1/2" X 3/16" (19-W-4) BAR

GRATING STAIR TREAD W/

CHECKERED PLATE 90 DEG.

ANGLE NOSING, PROVIDE 3/16"

CARRIAGE PLATE AT EA. END

WELDED TO STRINGER

GALV. 1-1/2" X 3/16" (19-W-4)

BAR GRATING W/ CHECKERED

PLATE 90 DEG. ANGLE

NOSING, TYP. AT LANDINGS

X2 0.

C12X20.7

GUARDRAIL, SEE SECTION

HANDRAIL, SEE SECTION

GALV. STEEL COLUMN,

SEE SECTION, TYP.

GALV. STEEL COLUMN,

SEE SECTION, TYP.

X2 0.

L3 X3

X3 /8

L3 X3

X3 /8

6" 3' - 6"

CLR.

3' - 0"

L3 X3

X3 /8

L3 X3

X3 /8

L3 X3

X3 /8

L3 X3

X3 /8

EDGE OF SLAB

E1 S-404

3" 4'

6" 7'

TYP.

5' - 6" STAIR FOOTING

STAIR

FOOTING

STAIR

FOOTING

STAIR

FOOTING

A1 S-404

A9 S-404

N D

G R

6" C

E1 S-404

FFE

18.50

(12) TREADS @ 11" O.C. = 11' - 0"

LANDING

3' - 0" (11) TREADS @ 11" O.C. = 10' - 1"

LANDING

6' - 6" 2' - 1"

W 8X

GALV. 1 1/2"

X-STRONG PIPE

GALV. 1 1/2"

X-STRONG POST

@ 48" O.C. MAX.

GALV. STRINGER,

SEE PLAN

1/4

TYP.

BAR GRATING TREAD AND

LANDING, SEE PLAN, TYP.

3/16

TYP.

GALV. STEEL

CHANNEL, SEE

PLAN, TYP. U.N.O.

RETURN TO

END POST

(1 2)

1/ 2"

(1 3)

1' - 0"

2' - 3" 2' - 3"

1' - 6" 1' - 6"

6" 3'

S-404 J1

1' - 0"

/1 6"

TYP.

11"

1" TYP.

S-404 J9

EL. = 4.00 ± V.I.F.EL. = 4.00 ± V.I.F.

EL. = 4.00 ± V.I.F.

4' - 6" 7' - 8" 4' - 6" 13' - 2" 4' - 6" 3"

CJP, TYP.

1' - 10" 2' - 8"

2' - 3" 2' - 3"

2' - 6"

30' - 7"

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

O N

2 4 6 8 10 12 14 16 18 20

D 'A

R M

O N

D , P

S-105

N O

A N

D S

O N

H W

O U

L O

C K

O R

S D

O R

S, L

, P

G R

, P E

2P 8-

-B

-0

X-

-X

D Y

A D

S H

B U

H , L

H W

O U

1/2" = 1'-0"A1 NORTH EXTERIOR STAIR PLAN

1/2" = 1'-0"A7 NORTH EXTERIOR STAIR SECTION

NORTH

0 1' 2' 4' 0 1' 2' 4'

1. ALL STAIR FRAMING, GRATING, RAILING, AND HARDWARE SHALL BE HOT DIPPED

GALVANIZED.

FFE

18.50

1 5

EAVE

36.50

P10 P11 P12 P13 P14 P15 P16 P17 P18P9P8P7P6P5P4P3P2P1

INSULATED WALL

PANEL

RIDGE VENT

GUTTER

GALV. STEEL

STAIR

EXTERIOR LIGHT,

SEE ELEC.

DRAWINGS

13' - 6" 16' - 9" 16' - 9" 16' - 9" 16' - 9" 16' - 9" 16' - 9" 16' - 6" 3' - 1" 1' - 5"

9' - 3 1/2" 9' - 3 1/2" 10' - 0" 10' - 0" 10' - 0" 10' - 0" 9' - 3 1/2" 9' - 3 1/2" 1' - 5"

10%

O.F. GIRTO.F. GIRT

INSULATED ROOF

PANEL

80' - 0"

PILE GRID,

TYP.

GALV. STEEL

STAIR

PRESTRESSED

PILE, TYP.

PRECAST BEAM, TYP.

PRECAST SLAB, TYP.

ALUMINUM

GUARDRAIL

PRESTRESSED

PILE, TYP.

PRECAST BEAM, TYP.

PRECAST SLAB, TYP.

EXTERIOR LIGHT,

SEE ELEC.

DRAWINGS

DOWNSPOUT, TYP.

DFE

15.47

2500 PSI SCOUR

PROTECTION SLAB (4"

THICK W/WWR), TYP.

BELOW PLATFORM AND

RAMP, MATCH EXTENTS

STAIR FOUNDATION, TYP.

LOUVER, SEE MECH.

130' - 6"

FFE

18.50

EAVE

36.50

P10P11P12P13P14P15P16P17P18 P9 P8 P7 P6 P5 P4 P3 P2 P1

80' - 0"

13' - 6"16' - 9"16' - 9"16' - 9"16' - 9"16' - 9"16' - 9"16' - 6"3' - 1" 1' - 5"

9' - 3 1/2"9' - 3 1/2"10' - 0"10' - 0"10' - 0"10' - 0"9' - 3 1/2"9' - 3 1/2"1' - 5"

INSULATED

WALL PANEL

RIDGE VENT

GALV. STEEL

STAIR

EXTERIOR LIGHT,

SEE ELEC.

DRAWINGS

O.F. GIRT O.F. GIRT

INSULATED ROOF

PANEL

PILE GRID,

TYP.

GALV.

STEEL

STAIRPRESTRESSED PILE, TYP.

PRECAST BEAM, TYP.

PRECAST SLAB, TYP.

ALUMINUM

GUARDRAIL

PRESTRESSED

PILE, TYP.

PRECAST BEAM, TYP.

PRECAST SLAB, TYP.

10%

EXTERIOR LIGHT,

SEE ELEC.

DRAWINGS

DOWNSPOUT, TYP.

DFE

15.47

2500 PSI SCOUR PROTECTION

SLAB (4" THICK W/WWR), TYP.

BELOW PLATFORM AND RAMP,

MATCH EXTENTS

DESIGN FLOOD

ELEVATION

(DFE)

LOUVER, SEE MECH.

130' - 6"

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

O N

2 4 6 8 10 12 14 16 18 20

D 'A

R M

O N

D , P

S-201

A N

D W

R E

N S

H W

O U

L O

C K

O R

S D

O R

S, L

, P

G R

, P E

2P 8-

-B

-0

X-

-X

D Y

A D

S H

B U

H , L

H W

O U

1/8" = 1'-0"H1 EAST EXTERIOR ELEVATION

1/8" = 1'-0"A1 WEST EXTERIOR ELEVATION

0 4' 8' 16'

DCBA

EAVE

36.50

PEPCPA PG

3" / 1'-0"

9' - 0" 20' - 0" 9' - 0"

38' - 0"

3' - 0" 6' - 0" 2' - 0" 2' - 6" 5' - 6" 5' - 6" 2' - 6" 2' - 0" 6' - 0" 3' - 0"

3" / 1'-0"

16' - 0"

0" 3' - 4" 3' - 2"

EXHAUST FAN, SEE

MECH. DRAWINGS

EXTERIOR LIGHT, SEE

ELEC. DRAWINGS

PREFINISHED

RIDGE VENT

PREFINISHED

GUTTER

INSULATED WALL

PANEL

GALV. STEEL

STAIR

INSULATED ROOF

PANEL

EXTERIOR LIGHT,

SEE ELEC.

DRAWINGS

PREFINISHED

GUTTER

STAIR

FOUNDATION

PRESTRESSED

PILE, TYP.

PRECAST

BEAM, TYP.

PRECAST RAMP

ALUMINUM

GUARDRAIL

O.F. GIRTO.F. GIRT

PILE GRID, TYP.

BUILDING GRID, TYP.

PREFINISHED

DOWNSPOUT

PREFINISHED

DOWNSPOUT

DFE

15.47

2500 PSI SCOUR

PROTECTION SLAB, TYP.

BELOW PLATFORM AND

RAMP, MATCH EXTENTS

DESIGN FLOOD

ELEVATION (DFE),

LOWEST HORIZONTAL

MEMBER OF ELEVATED

PLATFORM SHALL BE

ABOVE THIS ELEVATION

PB PFPD

OVERHEAD

COILING DOOR

FFE

18.50

D C B A

EAVE

36.50

PE PC PAPG

9' - 0" 20' - 0" 9' - 0"

38' - 0"

EXHAUST FAN, SEE MECH. DRAWINGS

EXTERIOR LIGHT, SEE ELEC. DRAWINGS

PREFINISHED RIDGE VENT

PREFINISHED GUTTER

INSULATED WALL

PANEL

GALV. STEEL

STAIR

INSULATED ROOF

PANEL

EXTERIOR LIGHT,

SEE ELEC.

DRAWINGS

PREFINISHED

GUTTER

STAIR FOUNDATION,

TYP.

PRESTRESSED

PILE, TYP.

PRECAST

BEAM, TYP.

O.F. GIRT O.F. GIRT

PILE GRID, TYP.

BUILDING GRID, TYP.

GALV. STEEL

COLUMN, TYP.

3' - 2" 3' - 4"

3" / 1'-0" 3" / 1'-0"

DFE

15.47

2500 PSI SCOUR

PROTECTION SLAB, TYP.

BELOW PLATFORM AND

RAMP, MATCH EXTENTS

DESIGN FLOOD

ELEVATION (DFE),

LOWEST HORIZONTAL

MEMBER OF ELEVATED

PLATFORM SHALL BE

ABOVE THIS ELEVATION

PBPF PD

3' - 0" 6' - 0" 2' - 0" 2' - 6" 5' - 6" 5' - 6" 2' - 6" 2' - 0" 6' - 0" 3' - 0"

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

O N

2 4 6 8 10 12 14 16 18 20

D 'A

R M

O N

D , P

S-202

N O

A N

D S

O U

O N

H W

O U

L O

C K

O R

S D

O R

S, L

, P

G R

, P E

2P 8-

-B

-0

X-

-X

D Y

A D

S H

B U

H , L

H W

O U

1/4" = 1'-0"A1 SOUTH EXTERIOR ELEVATION

0 2' 4' 8'

1/4" = 1'-0"A11 NORTH EXTERIOR ELEVATION

0 2' 4' 8'

1. OVERHEAD COILING DOOR SHALL BE TESTED IN ACCORDANCE WITH

ANSI/DASMA 108, STANDARD METHOD FOR TESTING SECTIONAL GARAGE

DOORS AND ROLLING DOORS. SEE SPECIFICATION SECTION 08 33 23.

DCBA

EAVE

36.50

PA PG

9' - 0" 20' - 0" 9' - 0"

38' - 0"

3" / 1'-0" 3" / 1'-0"

INTERIOR

LIGHT, SEE

ELECTRICAL

PRESTRESSED

CONCRETE

PILE

PRECAST

CONCRETE

CAP BEAM

PRECAST

CONCRETE

SLAB

GALV. PEMB

FRAME

GALV. PEMB

GIRT, TYP.

GALV. PEMB

PURLIN, TYP.

PREFINISHED

GUTTER

PREFINISHED

DOWNSPOUT

GALV. PEMB

EAVE STRUT

GALV. PEMB

BASE CHANNEL

PREFINISHED

RIDGE VENT

PREFINISHED INSULATED

WALL PANEL

PREFINISHED

INSULATED ROOF

PANEL

2500 PSI SCOUR

PROTECTION

SLAB (4" THICK

W/WWR), TYP.

BELOW

PLATFORM AND

RAMP, MATCH

EXTENTS

DFE

15.47

DESIGN FLOOD

ELEVATION (DFE),

LOWEST HORIZONTAL

MEMBER OF ELEVATED

PLATFORM SHALL BE

ABOVE THIS

ELEVATION

"PALLET RACK,

NOT IN

CONTRACT,

SHOWN FOR

REFERENCE

ONLY, SEE S0.1

FOR DESIGN

POST LOADS

PB PFPD

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

PRECAST

CONCRETE

STRUT

BEAM, TYP.

PILE TIP = -53.00

PEPC

PRECAST SLAB PANEL

PRECAST CAP BEAM

PRESTRESSED PILE

8" 1'

2" 10" 1' - 6"

16' - 0"

CHAMFER CORNERS

PRECAST CONCRETE CURB

ALUMINUM RAIL, TYP.

2' - 6" 11' - 0" 2' - 6"

1' - 6" 10" 2"

PILE TIP = -53.00

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

O N

2 4 6 8 10 12 14 16 18 20

D 'A

R M

O N

D , P

S-301

G A

N D

P C

R O

O N

H W

O U

L O

C K

O R

S D

O R

S, L

, P

G R

, P E

2P 8-

-B

-0

X-

-X

D Y

A D

S H

B U

H , L

H W

O U

1/4" = 1'-0"A1 BUILDING CROSS SECTION

3/4" = 1'-0"A11 RAMP CROSS SECTION

0 2' 4' 8' 0 0.5' 1' 2' 3'

(KIPS)

DLC

RLL

(KIPS)

(KIPS)LOAD

ESTIMATED COLUMN REACTION SUMMARY

FRAME LINES:

P10 & P18

GRIDS:

A & D

2.6 0.1

0.2 0.1

0.4 0.1

± 20.8 ± 14.0

± 2.2± 5.6

DLC

RLL

FRAME LINES:

P12, P14, P16

GRIDS:

A & D

- 6.1 0.9

- 2.0 0.6

- 4.8 1.3

± 20.514.1 -52.5± 3.6

± 2.6 ± 1.7 ± 2.3

DLC

RLL

- 3.7 -

- 1.0 -

- 3.0 -

-18.5 -29.5± 11.5

± 0.1 ± 5.8 -

END WALL COLUMNS:

P10 & P18

GRIDS:

B & C

COLUMN LOCATION

NOTES:

1. REACTIONS SHOWN ARE FOR ESTIMATING PURPOSES ONLY. FINAL

REACTIONS SHALL BE PROVIDED BY THE PEMB MANUFACTURER PRIOR TO

CONSTRUCTION.

2. FX REACTION IS HORIZONTAL AND ACTS PARALLEL TO THE ROOF RIDGE.

3. FY REACTION IS VERTICAL. MINUS SIGN INDICATES UPLIFT.

4. FZ REACTION IS HORIZONTAL AND ACTS NORMAL TO THE ROOF RIDGE.

MINUS SIGN INDICATES DIRECTION TOWARD THE ROOF RIDGE.

5. REACTIONS SHOWN ABOVE ARE UNFACTORED.

6. DL = DEAD LOAD, DL C = COLLATERAL DEAD LOAD, RLL = ROOF LIVE LOAD,

WL = WIND LOAD, E = EARTHQUAKE LOAD. COLLATERAL DEAD LOAD SHALL

NOT BE USED TO RESIST WIND UPLIFT FORCES.

± 7.1

± 2.6

HOLD

1' - 5" 6" ±

BLOCK-OUT IN PRECAST SLAB PANEL FOR PEMB

COLUMN, FILL W/ NON-SHRINK GROUT AFTER

COLUMN PLACEMENT, SEE NOTE 2

PRECAST CONCRETE

CAP BEAM BELOW

PRESTRESSED PILE BELOW

C.L. PILE / PEMB END

WALL FRAME

PEMB COLUMN & BASE PLATE

EDGE OF PLATFORM/

O.F. GIRT

1' - 11" ±

A1 S-401

(2) ADD'L. #5 HAIRPIN IN

CAP BEAM, SEE NOTE 4 5"

(4) 1" DIA. CAST-IN-PLACE ANCHORS, SET

BY PRECAST MANUF. (1'-9" EMBEDMENT),

SEE NOTE 6

2" MIN.

4" 2"

(2) ADD'L. #5X2'-6" T&B OF SLAB, SEE NOTE 445° TYP.

A1 S-401

6" ± 6" ±

BLOCK-OUT IN PRECAST SLAB PANEL FOR PEMB

COLUMN, FILL W/ NON-SHRINK GROUT AFTER

COLUMN PLACEMENT, SEE NOTE 2

PRECAST CONCRETE CAP BEAM BELOW

PRESTRESSED PILE BELOW

C.L. PILE / PEMB FRAME

PEMB COLUMN & BASE PLATE

(2) ADD'L. #5 HAIRPIN, SEE NOTE 4

EDGE OF PLATFORM/

O.F. GIRT

5" 5"

4" 2"

(4) 1" DIA. CAST-IN-PLACE ANCHORS, SET BY

PRECAST MANUF. (1'-9" EMBEDMENT), SEE NOTE 6

2" MIN.

(2) ADD'L. #5X2'-6" T&B OF SLAB, SEE NOTE 4

HOLD

1' - 5"

6 1/4"

6" 5"

± A8 S-401

BLOCK-OUT IN PRECAST SLAB PANEL FOR

PEMB COLUMN, FILL W/ NON-SHRINK

GROUT AFTER COLUMN PLACEMENT, SEE

NOTE 2

PEMB COLUMN & BASE PLATE, END

WALL COLUMN TO BE CENTERED

ON END WALL FRAME AS SHOWN,

PROVIDE EXTENDED GIRT

CONNECTIONS AS REQUIRED

ALIGN BLOCKOUT WITH

PRECAST SLAB PANEL

JOINT

PRECAST CAP

BEAM BELOW

EDGE OF PLATFORM/

O.F. GIRT

C.L. PILE / PEMB END

WALL FRAME

(4) 3/4" DIA. CAST-IN-PLACE

ANCHORS, SET BY PRECAST MANUF.

(1'-4" EMBEDMENT), SEE NOTE 6

(2) ADD'L. #5X2'-6" T&B OF SLAB, SEE NOTE 4

2" MIN.

2" M

3' - 0"

TYP. CAP BEAM REINF.,

DESIGN BY PRECAST MANUF.

(4) 1" DIA. CAST-IN-PLACE

ANCHORS, SET BY

PRECAST MANUF., SEE

NOTE 6

FOR PILE TO CAP BEAM

CONNECTION SEE DETAIL

/A15 S-402

BLOCK-OUT IN PRECAST SLAB PANEL

FOR PEMB COLUMN, FILL SOLID WITH

NON-SHRINK GROUT AFTER COLUMN

PLACEMENT, SEE NOTE 2

PEMB FRAME COLUMN

EDGE OF PLATFORM/

O.F. GIRT

COLUMN REACTIONS, SEE

TABLE

(2) ADD'L. #5 HAIRPIN, SEE NOTE 4

H O

3" 3"

9" E

D M

17.67

HOLD

1' - 5"

H O

COLUMN REACTIONS, SEE

TABLE

D M

(4) 3/4" DIA. CAST-IN-PLACE

ANCHORS, SET BY PRECAST

MANUF., SEE NOTE 6

BLOCK-OUT IN PRECAST SLAB PANEL

FOR PEMB COLUMN, FILL SOLID WITH

NON-SHRINK GROUT AFTER COLUMN

PLACEMENT, SEE NOTE 2

PRECAST CONCRETE

CAP BEAM

4" CHAMFERED EDGE, TYP.

DRIP EDGE

PRECAST CONCRETE SLAB PANEL

(4) LAYERS, NO.

30 TARRED FELT

(CONT.), TRIM AT

COLUMN BASE

PLATE

HOLD

2' - 10"

PEMB TUBE JAMB, CHANNEL

JAMBS NOT PERMITTED AT

ROLLING DOOR JAMBS, PEMB

DESIGNER SHALL DESIGN

JAMBS FOR WIND LOADS

NORMAL TO THE OPENING AND

LOADS PARALLEL TO THE

OPENING, COORDINATE WITH

THE DOOR MANUF.

JAMB COLUMN BASE PLATE,

BOTTOM OF BASE PLATE

EL. = 18.50 (SLAB MOUNTED)

EDGE OF PLATFORM/

O.F. GIRT

US Army Corps of Engineers ®

SHEET ID

U S

Y C

O R

D R

B Y:

D B

C H

D B

E D

C O

N O

N N

3 5 7 9 11 13 15 17 19

E M

C R

O N

2 4 6 8 10 12 14 16 18 20

D 'A

R M

O N

D , P

S-401

E N

N S

H W

O U

L O

C K

O R

S D

O R

S, L

, P

G R

, P E

2P 8-

-B

-0

X-

-X

D Y

A D

S H

B U

H , L

H W

O U

3/4" = 1'-0"K1 ENLARGED PLAN AT PLATFORM CORNER COLUMN

3/4" = 1'-0"K8 ENLARGED PLAN AT PLATFORM SIDEWALL COLUMN

0 0.5' 1' 2' 3' 0 0.5' 1' 2' 3'

3/4" = 1'-0"F1 ENLARGED PLAN AT PLATFORM ENDWALL COLUMN

3/4" = 1'-0"A1 SECTION AT PEMB FRAME COLUMN

0 0.5' 1' 2' 3'

3/4" = 1'-0"A8 SECTION AT ENDWALL COLUMN

0 0.5' 1' 2' 3'

1. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL SUBMIT THE PRE-

ENGINEERING METAL BUILDING (PEMB) SYSTEM SHOP DRAWINGS, INCLUDING

ANCHOR BOLT LAYOUT AND COLUMN BASE REACTIONS, FOR APPROVAL BY THE

COR. THE CONTRACTOR SHALL PROVIDE THE COR APPROVED PEMB SYSTEM

SUBMITTAL TO THE PRECAST MANUFACTURER PRIOR TO THEIR DESIGN /

SUBMITTAL OF THE PRECAST ELEVATED PLATFORM FRAMING. SUBMISSION OF

THE PRECAST ELEVATED PLATFORM FRAMING PRIOR TO COR APPROVAL OF

THE PEMB SYSTEM IS NOT PERMITTED. THE CONTRACTOR IS RESPONSIBLE

FOR COORDINATION BETWEEN THE PEMB MANUFACTURER AND THE PRECAST

MANUFACTURER.

2. BLOCKOUTS ARE REQUIRED IN THE PRECAST SLAB PANELS TO ALLOW FOR THE

PEMB COLUMNS TO BEAR AND ANCHOR TO THE TOP OF THE PRECAST CAP

BEAMS. THE SIZE OF THE BLOCKOUTS SHOWN ARE EXPECTED SIZES AND ARE

DEPENDENT ON THE FINAL PEMB COLUMN BASE PLATE SIZE. THE PRECAST

MANUFACTURER SHALL COORDINATED THE REQUIRED BLOCKOUT SIZE WITH

THE APPROVED PEMB SUBMITTAL PRIOR TO SUBMITTING SHOP DRAWINGS. THE

BLOCKOUT SHALL BE OFFSET FROM THE PEMB COLUMN BASE PLATE 2" MIN AS

SHOWN IN THE DETAILS ON THIS SHEET.

3. THE PRECAST MANUFACTURER SHALL DESIGN THE CAP BEAMS FOR THE

EXPECTED PEMB COLUMN REACTIONS SHOWN IN THE TABLE BELOW IN

ADDITION TO THE LOADS SHOWN ON DRAWING S-001. THE REACTIONS SHOWN

ARE ESTIMATED AND ARE FOR ESTIMATING PURPOSES ONLY. FINAL COLUMN

REACTIONS SHALL BE PROVIDED BY THE PEMB MANUFACTURER. SEE NOTE 10

FOR EXPECTED MAXIMUM CAP BEAM DESIGN MOMENT AND SHEAR.

4. PRECAST ELEMENTS, INCLUDING REINFORCEMENT AND CONNECTIONS, NOT

SPECIFCALLY DESIGNED AND DETAILED ARE TO BE DESIGNED BY THE PRECAST

MANUFACTURER . WHERE ADDITIONAL (ADD'.L) REINFORCEMENT IS NOTED IN

THE PRECAST ELEMENTS, THE PRECAST MANUFACTURER SHALL PROVIDE THE

SPECIFIED REINFORCEMENT IN ADDITION TO THE REINFORCEMENT REQUIRED

BY THEIR DESIGN.

5. THE FINISHED FLOOR ELEVATION OF THE ELEVATED PLATFORM = EL. 18.50. THE

BOTTOM OF THE PEMB COLUMN BASE PLATE IS AT EL. 17.67 U.N.O.

6. COLUMN ANCHORAGE EMBEDMENT SHOWN IS BASED ON THE EXPECTED PEMB

REACTIONS AND IS FOR ESTIMATING PURPOSES ONLY. REVISIONS TO

ANCHORAGE EMBEDMENT WILL BE PROVIDED BY THE COR AS NECESSARY

AFTER APPROVAL OF THE PEMB SUBMITTAL.

7. ALL COLUMN ANCHOR BOLTS SHALL BE CAST-IN-PLACE AND SET BY THE

PRECAST MANUFACTURER, U.N.O. ANCHOR BOLTS SHALL BE ASTM F1554 GR. 36

WITH A HEAVY HEX HEAD ON THE EMBEDDED END. SECURE THE COLUMN BASE

PLATE TO THE ANCHOR BOLTS WITH (1) FLAT WASHER AND (1) HEX NUT.

ANCHOR BOLTS SHALL BE GALVANIZED.

8. ALL REINFORCEMENT SHALL HAVE 2-1/2" OF CLEAR COVER, TYP. U.N.O.

9. DIMENSIONS TAGGED WITH "HOLD" ARE INTENDED TO BE WITHOUT VARIATION

IN BOTH PREACST AND PEMB…

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File details come from the government source that posted it. Updated Jul 5, 2026.