A.07.24_EIE382_AM2_W911KB18R0014_DWGS.pdf

PDF 11 MB Posted Mar 9, 2018

Attached to: EIE382-F-35A Aircraft Weather Shelter (Squadron 2)
Solicitation number: W911KB-18-R-0014
Issued by: Department of the Army Corps of Engineers Engineering District Alaska

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From the source

AM2, Sol. No. W911KB-18-R-0014, EIE382 Aircraft Weather Shelter - Drawings

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Other files

File	Type	Posted
Amendment_0005.pdf	PDF	Apr 19, 2018
AM_4_package.pdf	PDF	Apr 19, 2018
AM_3_package.pdf	PDF	Apr 19, 2018
JA-06,_08-14_approved_Redacted.pdf	PDF	Apr 19, 2018
JA-07_Redacted_JA_Redacted.pdf	PDF	Apr 19, 2018
JA-18-08-Det-tronics_EIE382_Redacted.pdf	PDF	Apr 19, 2018
A.07.24_EIE382_AM2_W911KB18R0014_SPECS.pdf	PDF	Mar 9, 2018
EIE382_AM_01.pdf	PDF	Feb 21, 2018
Final_RFP-EIE382_30_Jan_2018.pdf	PDF	Jan 30, 2018
Final_Drawings_EIE382.pdf	PDF	Jan 30, 2018

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DESIGN COMPLETE

H D

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MULLINS BORROW PIT

2310 CENTRAL AVE.

CIVIL ENGINEERING

WATER

TREATMENT

POND (WTP)

CHPP (POWER

PLANT)

FLIGHTLINE AVE

CENTRAL AVE

ARCTIC AVE

FIRE/RESCUE STATION

F-35 TEMPORARY SOUTH GATE

ACCESS FOR CONSTRUCTION

INDUSTRIAL

DRIVE

TO CATHER'S LAKE

L O

C A

T I O

I N

I T

A P

1. THIS DRAWING IS OF GENERAL NATURE, DO NOT

USE THIS DRAWING FOR CONSTRUCTION.

2. THE GOVERNMENT SANITARY LANDFILL IS NOT

AVAILABLE FOR NON-HAZARDOUS WASTES.

NON-HAZARDOUS WASTES SHALL BE DISPOSED

OFF GOVERNMENT PROPERTY. THERE ARE

DISPOSAL AREAS FOR CLEAN CONCRETE,

CONCRETE WASTES AND CONCRETE WASTES

THAT CONTAIN ASBESTOS. REFERENCE THE

SCOPE OF WORK FOR ADDITIONAL DISPOSAL

REQUIREMENTS.

3. REFERENCE SHEET C-101 FOR THE CONTRACTOR'S

STAGING/LAYDOWN AREA. THE CONTRACTOR

SHALL COORDINATE WITH THE CONTRACTING

OFFICER FOR ADDITIONAL STAGING/LAYDOWN

AREA(S).

4. CLEAN EXCESS SOIL DISPOSAL AREAS ARE SHOWN

ON DRAWING G-103. COORDINATE WITH THE

CONTRACTING OFFICER FOR DISPOSAL LOCATION.

5. SOIL EXCAVATED FROM THOSE AREAS

DESIGNATED ON SHEETS C-006 AS REQUIRING

100% STOCKPILING AND SAMPLING SHALL BE

STOCKPILED AS FOLLOWS: PFOS AT LANDFILL #3;

PESTICIDE AND POL ON OR ADJACENT TO

PROJECT SITE.

6. GOVERNMENT GRAVEL MATERIAL IS AVAILABLE AT

MULLINS BORROW PIT AND/OR CATHER'S LAKE.

COORDINATE WITH THE BASE FOR ACCESS AND

REQUIREMENTS TO OBTAIN MATERIAL.

7. NUMBERS ON EACH BUILDING SHOWN ON THE

FOLLOWING SHEETS ARE THE FACILITY NUMBERS

UNLESS PRECEEDED BY EIE, WHICH INDICATES

PROJECT NUMBER.

8. MULLINS PIT MAY BE UTILIZED BY SEVERAL

CONTRACTORS AND COORDINATION WILL BE

NECESSARY, AND MAY REQUIRE 24 HOUR

OPERATIONS.

LEGEND:

HAUL ROUTE

PROJECT LOCATION/

STOCKPILE(S)/LAYDOWN-STAGING

AREAS

NOTES:

MAIN GATE

G-101

CLEAN FILL

DISPOSAL

AREA

EIE382 -

PROJECT

LOCATION

NTS

LOCATION AND VICINITY MAP

BASE MAP

VICINITY MAP

FAIRBANKS

ANCHORAGE

ALASKA MAP

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EIE379

FY18

HANGAR &

SQUADRON

OPS & AMU

EIE376

FY17

HANGAR &

PROPULSION

DISPATCH

EIE399

FY18

APRON UPGRADE

(PHASE 1)

EIE384

FY18

AGE

FACILITY

EIE394 - FY18

RENOVATE 4-BAY

WEATHER SHELTER

EIE420 - FY19

APRON UPGRADE

(PHASE 2)

EIE399 - FY18

APRON UPGRADE (PHASE 1)

EIE389 - FY18

SATELLITE DINING

FACILITY

EIE393 - FY18

RENOVATE AMU 8-BAY

WEATHER SHELTER

EIE378 - FY18

AIRCRAFT WEATHER

SHELTERS

SEE SHEET G-101 FOR HAUL

ROUTE FROM THE SOUTH LOOP

PROJECTS TO/FROM BORROW

AREAS, DISPOSAL AREAS AND

ENTRANCE/EXIT INTO EIELSON AFB.

EIE406 (PHASE B) FY18 - UPGRADE

EXISTING UTILIDOR AND UTILITIES

MH12 TO MH19

EIE407 (PHASE C) FY18 -

UPGRADE EXISTING UTILIDOR

AND UTILITIES MH19 TO MH22

EIE405; SEE SHEET G-102 FOR

CONTINUATION OF PROJECT

SOUTH LOOP PROJECT SCHEDULE*

PROJECT

SCHEDULED

AWARD DATE

SCHEDULE

COMPLETION DATE

EIE376 JUNE 2017 JULY 2019

EIE378 JANUARY 2018 OCTOBER 2019

EIE379 FEBRUARY 2018 NOVEMBER 2019

EIE382 MAY 2018 APRIL 2020

EIE384 FEBRUARY 2018 JANUARY 2020

EIE388 MARCH 2018 JANUARY 2020

EIE389 JULY 2018 AUGUST 2020

EIE392 SEPTEMBER 2017 JANUARY 2019

EIE393 MARCH 2018 AUGUST 2019

EIE394 MARCH 2018 OCTOBER 2019

EIE399 JANUARY 2018 OCTOBER 2018

EIE405 FEBRUARY 2018 SEPTEMBER 2019

EIE420 MARCH 2019 NOVEMBER 2019

EIE400 (PHASE A)** JULY 2017 SEPTEMBER 2018

EIE406 (PHASE B)** SEPTEMBER 2017 JUNE 2019

EIE407 (PHASE C)** SEPTEMBER 2018 SEPTEMBER 2019

EIE400 (PHASE A) FY18 -

UPGRADE EXISTING

UTILIDOR AND UTILITIES

MH792 TO MH12

NOTES:

* DATES SHOWN ON THIS TABLE ARE ONLY APPROXIMATE.

** THESE PROJECTS ARE NOT ASSOCIATED WITH THE F-35

PROGRAM. HOWEVER ARE LOCATED IN THE SOUTH

LOOP AND MAY AFFECT CONSTRUCTION.

F-35 PROJECTS

1. THIS DRAWING IS OF GENERAL NATURE, DO NOT USE THIS DRAWING FOR

CONSTRUCTION.

2. THIS DRAWING SHOWS F-35 PROJECTS LOCATED IN THE SOUTH LOOP AREA THAT

WILL BE ADMINISTRATED BY THE USACE - AK DISTRICT. THESE PROJECTS ARE

EITHER IN CONSTRUCTION, IN DESIGN, AND/OR IN THE PRELIMINARY DESIGN STAGE.

NOT ALL PROJECTS ARE SHOWN ON THIS SHEET THAT SUPPORT THE F-35 PROGRAM

AND SUPPORT OTHER EIELSON PROGRAMS (SOME ARE NOTED). FISCAL YEAR (FY)

SHOWN IS THE EXPECTED START OF CONSTRUCTION.

3. PROJECT LOCATIONS SHOWN ARE ONLY APPROXIMATE. THERE ARE SOME

PROJECTS THAT MAY OVERLAP OTHER PROJECT LOCATIONS.

4. THE PROPOSED LAYDOWN AREAS SHOWN ARE ONLY APPROXIMATE. COORDINATE

WITH THE CONTRACTING OFFICER REPRESENTATIVE FOR THE EXACT LAYDOWN

BOUNDARY AND LOCATION FOR THIS PROJECT. THE PROPOSED LAYDOWN AND SOIL

STOCKPILES AREAS SHALL MAINTAIN A 200 FT BUFFER FROM THE FIRE TRAINING

AREA.

PROPOSED STAGING AND

LAYDOWN AREAS AND SOIL

STOCK PILES AREAS

EIE388 - FY18

R-11 FUEL TRUCK

SHELTER

EIE392 FY17

RENOVATE FOR F-35

SQUAD OPS AMU

EIE405-FY18

EXTEND STEAM UTILIDUCT TO

SOUTH LOOP

LOOP CIRCLE

EIE378

SOIL STOCKPILE

STORAGE

EIE399/420

EIE379

EIE376

EIE378 - WILL BE CONSTRUCTING A NEW

FEEDER ALONG CARGAIN ROAD, QUARRY

ROAD AND INDUSTRIAL DRIVE

EIE382 - FY19 WILL

BE CONSTRUCTING

A UTILIDOR SYSTEM

EXISTING FIRE

TRAINING AREA;

SEE NOTE 4

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GATE, NOTE 7

AIRFIELD SECURITY

GATE, NOTE 7

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PROPOSED LAYDOWN AREAS FOR

EIE388 AND SOIL STOCK PILE AREAS-

SEE NOTES 4 AND 5

G-103

NOTES:

EIE382 - FY18

AIRCRAFT WEATHER

SHELTER;

THIS PROJECT

CLEAN FILL

DISPOSAL AREA

NTS

GRADING PLAN - SOUTH

LEGEND

POND A

POND B

POND C

5. SOIL STOCKPILE LOCATION SHOWN IS ONLY APPROXIMATE. COORDINATE EXACT LOCATION WITH THE

CONTRACTING OFFICER. STOCKPILE STORAGE SHOWN IS ONLY FOR SOILS REQUIRING SAMPLING AS

A RESULT OF FIELD SCREENING. SEE NOTE 5 ON SHEET G-101 FOR SOILS EXCAVATED FROM AREAS

DESIGNATED AS REQUIRING 100% STOCKPILING AND SAMPLING. STOCKPILED SOILS WILL REMAIN

UNTIL ANALYTICAL'S OF THE SOIL ARE COMPLETE. BASED ON TEST RESULTS, SOIL WHICH IS

CONTAMINATED ABOVE ACTION LEVELS SHALL BE DISPOSED OF IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REGULATIONS. SOILS WHICH ARE CONSIDERED CLEAN SHALL BE TAKEN TO A

CLEAN FILL DISPOSAL AREA IN ACCORDANCE WITH NOTE 4 ON SHEET G-101.

6. PONDS A, B, AND C SHALL BE FILLED WITH CLEAN EXCESS SOIL FROM PROJECT EXCAVATION. OTHER CONTRACTS MAY DEPOSIT CLEAN SOIL NEAR THE REMAINING PONDS BETWEEN PROJECT SITE AND CARGAIN ROAD TO ENSURE ALL PONDS CAN BE FILLED. CONTRACTOR SHALL PUSH ALL SOIL INTO PONDS AND ENSURE ALL PONDS BETWEEN PROJECT SITE AND CARGAIN ROAD ARE FILLED AND LEVEL WITH SURROUNDING LANDSCAPE AT COMPLETION OF PROJECT. CLEAN EXCESS SOIL ABOVE THAT REQUIRED TO FILL THE PONDS

SHALL BE DISPOSED IN ACCORDANCE WITH NOTE 4 ON SHEET G-101.

7. AIRFIELD SECURITY GATE SHALL REMAIN CLOSED AT ALL TIMES. AFTER ENTERING OR EXITING THE

CONTRACTOR SHALL CLOSE THE GATE. EIELSON AIRFIELD OPERATIONS WILL PROVIDE SECURITY

BARRIERS, CONTRACTOR SHALL REMAIN ON THE CONSTRUCTION ZONE SIDE AT ALL TIMES

8. ACCESS VIA THE AIRFIELD PAVEMENT (EIE399 AND EIE420) WILL NOT BE ALLOWED AFTER 1 APRIL 2018.

CONTRACTOR'S ARE REQUIRED TO GO AROUND THIS AIRFIELD PAVEMENT OR VIA CARGAIN ROAD.

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POINT TABLE

POINT # NORTHING EASTING

POINT TABLE

POINT # NORTHING EASTING

POINT TABLE

POINT # NORTHING EASTING

POINT TABLE

POINT # NORTHING EASTING

TAXIW

AY "L

AP 6061

AP 6049

AP 6060

AP 6050

AP 6051

AP 6059

AP 6052

AP 6058

AP 6053

AP 6054

AP 6057

AP 6055

AP 6056

AP 6047

AP 6062

AP 6048

AP 5812

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AP 5809

AP 5808

AP 5807

AP 5806

AP 5805

AP 5804

AP 5803

AP 5802

AP 5801

AP 5800

AP 5799

AP 5798

AP 5797

AP 5796

AP 5795

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AP 5792

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AP 5790

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P1008

P1023

P1024

PFOS - STOCKPILE

SOILS WITHIN THIS AREA ARE POTENTIALLY CONTAMINATED WITH PERFLUOROOCTANE SULFONATE

(PFOS)/PERFLUOROOCTANOIC ACID (PFOA) AND SHALL BE PLACED IN LONG-TERM STOCKPILE(S);

SAMPLING AND DISPOSAL OF THIS SOIL IS NOT INCLUDED IN THIS PROJECT.

PESTICIDE STOCKPILE & SAMPLE

SOILS WITHIN THIS AREA SHALL BE PLACED IN SHORT-TERM STOCKPILE(S) ON SITE AND SHALL BE SAMPLED FOR CONTAMINANTS; REFERENCE PROPOSAL SCHEDULE AND SPECIFICATION SECTION 02 61 13 FOR DISPOSAL OF

CONTAMINATED SOILS (NON-PFOS/PFOA) AND DISPOSAL OF CLEAN SOILS.

NOTES:

1. SOIL CONTAMINATION AREAS AND LIMITS SHOWN PROVIDED BY USACE.

2. WHERE THERE IS EXCAVATION REQUIRED FOR THE DESIGN AND CONSTRUCTION OF THIS PROJECT, SOIL SHALL BE EITHER FIELD SCREENED OR 100% STOCKPILE PER THIS

DRAWING. SAMPLING SHALL BE PERFORMED AS REQUIRED PER SPECIFICATION SECTION 02 61 13 EXCAVATION AND HANDLING OF CONTAMINATED MATERIAL.

3. FOR ADDITIONAL REQUIREMENTS, REFERENCE SPECIFICATION SECTIONS 02 61 13 EXCAVATION AND HANDLING OF CONTAMINATED MATERIAL AND 31 09 20.00 29 FIELD SCREEN

TESTING OF SOILS FOR CHEMICAL CONTAMINATION.

4. AREAS IDENTIFIED AS BEING WITHIN THE 100% STOCKPILE SHALL BE MAINTAINED IN SEPARATE STOCKPILE(S) IN ORDER TO MINIMIZE THE POTENTIAL DISPOSAL REQUIREMENTS

OF PERFLUOROOCTANE SULFONATE (PFOS)/PERFLUOROOCTANOIC ACID (PFOA). AREAS IDENTIFIED ON THIS DRAWING MAY BE FURTHER STOCKPILED AS REQUIRED.

5. SOME OF THE LIMITS SHOWN MAY BE OUTSIDE THE EXCAVATION AREAS REQUIRED FOR THE PROJECT, SUCH AS THE DESIGN BUILD AREA, IF NOT AWARDED.

100% SOIL STOCKPILE LEGEND:

POL - STOCKPILE & SAMPLE

SOILS WITHIN THIS AREA SHALL BE PLACED IN SHORT-TERM STOCKPILE(S) ON SITE AND SHALL BE SAMPLED FOR CONTAMINANTS; REFERENCE PROPOSAL SCHEDULE AND SPECIFICATION SECTION 02 61 13 FOR DISPOSAL OF

CONTAMINATED SOILS (NON-PFOS/PFOA) AND DISPOSAL OF CLEAN SOILS

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C-006

1" = 60'-0"

EIE382 - WEATHER SHELTER (SQD 2)

PLAN NORTH

100% SOIL STOCKPILE AREAS

0' 120'60'30'

M C p w w o r k i n g w e s t d

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C d w g

EDGE OF

EXCAVATION;

MATCH TO OG

R50'

A c t i o n S y m

D a t e

D e s c r i p t i o n A p p v d

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AM#2

AutoCAD SHX Text

AutoCAD SHX Text 03/09/18

AutoCAD SHX Text

REVISE STOCKPILE LEGEND

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Alaska District

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C-001

LEGEND:

EXISTING NEW

ABBREVIATIONS:

CIVIL DESIGN CRITERIA:

1) PAVEMENTS: USACE PAVEMENT TRANSPORTATION COMPUTER ASSISTED STRUCTURAL ENGINEERING

(PCASE) PROGRAM, AASHTO, AND ALASKA DOT & PF.

SITE WORK:

1) THE CONTRACTOR STAGING AREA SHALL BE WITHIN THE DESIGNATED PROJECT BOUNDARY SHOWN, SUPPLEMENTAL STORAGE AREA MAY BE REQUESTED IN ACCORDANCE WITH SPECIFICATION SECTION 01 19

30.02 29.

2) IT IS THE CONTRACTOR'S RESPONSIBILITY TO RESTORE THOSE EXISTING FACILITIES AND SURFACES

BEYOND THE LIMITS OF NEW WORK WHICH ARE DISTURBED IN THE COURSE OF CONSTRUCTION TO A

CONDITION EQUAL TO OR BETTER THAN EXISTING CONDITION AT THE CONTRACTOR'S EXPENSE.

3) EXISTING UTILITY LOCATIONS ARE APPROXIMATE. COMMUNICATION CABLE AND OTHER BURIED UTILITIES

DAMAGED BY CONTRACTOR CONSTRUCTION ACTIVITIES SHALL BE REPAIRED TO BASE REPAIR STANDARDS.

4) IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CLEARLY FLAG ALL OVERHEAD CROSSINGS PRIOR TO

MOVING ANY EQUIPMENT INTO WORK AREAS OR ALONG HAUL ROUTES, AND TO PROVIDE FLAG MEN OR

OTHER APPROPRIATE POSITIVE WARNING SYSTEM WHEN ACTIVELY WORKING IN AN AREA.

5) WORK SHALL NOT INTERRUPT F-35 CONTRACTORS ACCESS AS SHOWN. PROVIDE TRAFFIC CONTROL AS

NECESSARY AND DIRECTED BY THE CONTRACTING OFFICER.

6) DIMENSIONS SHOWN ARE TO FACE OF FOUNDATION, EDGE OF PAVEMENT, GRADE BREAK, OR EDGE OF

CONCRETE UNLESS NOTED OTHERWISE.

7) WATER FOR COMPACTION, DUST CONTROL, OR OTHER CONTRACTOR USE SHALL BE OBTAINED FROM A

POND OR A PIT ON BASE. WHERE POTABLE WATER IS REQUIRED, THE CONTRACTOR SHALL COORDINATE

WITH THE CONTRACTING OFFICER TO OBTAIN WATER FROM A BASE HYDRANT WITH A CONTRACTOR

PROVIDED AND BASE TESTED AND APPROVED BACKFLOW PREVENTION DEVICE INSTALLED ON THE

HYDRANT.

GEOTECHNICAL:

1) EXCAVATIONS MUST BE KEPT DRY UNTIL PROPERLY BACKFILLED, EXCEPT FOR EXCAVATION, OVER

EXCAVATION, AND PLACEMENT OF FILL WITHIN THE PAVED SHOULDERS AND THE ADDITIONAL EXCAVATION

AREAS. GROUNDWATER AND STORM WATER RUNOFF MAY BE CONTAMINATED AND MAY REQUIRE

TREATMENT IF ENCOUNTERED. CONTRACTOR SHALL AVOID HANDLING SUCH WATER BY DIVERTING RUNOFF

AROUND SITE, WHILE COMPLYING WITH ALL APPLICABLE DEWATERING SPECIFICATIONS AND ADEC

APPROVED DEWATERING PLAN, AND AVOIDING EXCAVATION BELOW GROUNDWATER TABLE WHENEVER

POSSIBLE. WHERE EXCAVATION DEWATERING IS REQUIRED, IT SHALL BE PERFORMED IN ACCORDANCE

WITH THE EIELSON AFB EXCAVATION DEWATERING GUIDE.

2) IF SILTY SOILS AT THE BOTTOM OF EXCAVATIONS BECOME PUMPED, MUDDY OR RUTTED DURING

CONSTRUCTION, THEY MUST BE OVER EXCAVATED TO COMPETENT MATERIAL.

3) TEMPORARY CUT SLOPES OF EXCAVATION WALLS HAVE BEEN KNOWN TO STAND AT VERY STEEP ANGLES

FOR EXTENDED PERIODS OF TIME AND THEN FAIL SUDDENLY WITHOUT WARNING. WHERE EXCAVATION

LINES ARE NOT SHOWN, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE APPROPRIATE

TEMPORARY CUT SLOPES OR SHORING FOR EXCAVATIONS AND TRENCHES FOR SITE SOILS,

GROUNDWATER AND RUNOFF CONDITIONS, AND SURFACE LOADING CONDITIONS. CONTRACTOR MUST

COMPLY WITH FEDERAL AND STATE OSHA REGULATIONS, AS WELL AS EM385-1-1.

4) SOILS AT THE CONSTRUCTION SITE THAT QUALIFY AS CLASSIFIED MATERIAL MAY BE USED AS BACKFILL.

PROVIDE PASSING SOILS TEST CONFIRMING GRADATION PRIOR TO PLACING AS BACKFILL.

INTERRUPTION OF UTILITY SERVICES:

1) ALL UTILITY SHUTDOWNS AND START-UPS SHALL BE COORDINATED WITH THE BASE CIVIL ENGINEER

THROUGH THE CONTRACTING OFFICER PER SPECIFICATION SECTION 01 19 30.02 29.

CONTAMINATED SOIL, GROUNDWATER, AND SPILLS:

1) IMMEDIATELY NOTIFY THE CONTRACTING OFFICER FOLLOWED BY THE BASE ENVIRONMENTAL DEPARTMENT

IF CONTAMINATED SOIL IS ENCOUNTERED, CONTAMINATED GROUNDWATER DISCOVERED, OR HAZARDOUS

MATERIAL SPILLS.

& AND

@ AT

℄ CENTERLINE

Ø DIAMETER

# NUMBER

% PERCENT

ABC AGGREGATE BASE COURSE

AC ASPHALT CONCRETE

APPROX APPROXIMATELY

BLDG BUILDING

BOP BOTTOM OF PIPE

BOT BOTTOM

CB CATCH BASIN

CIP CAST IRON PIPE

CIRC CIRCULATION

CLEAN UNCONTAMINATED SOIL

CLR CLEAR

CMP CORRUGATED METAL PIPE

CO CLEAN OUT

COMM UNDERGROUND COMMUNICATION

CONC CONCRETE

COND CONDENSATE

CONT CONTINUOUS

CR CIRCULATING RETURN

CU COPPER

CW CIRCULATING WATER

DCW DOMESTIC COLD WATER

DDC DEEP DYNAMIC COMPACTION

DEMO DEMOLITION

DIA DIAMETER

DIP DUCTILE IRON PIPE

DP DRAIN POINT

E EAST

(E) EXISTING

EG EXISTING GRADE

EIE EIELSON

EJ EXPANSION JOINT

ELEC ELECTRICAL

ELEV ELEVATION

EOC EDGE OF CONCRETE

EP EDGE OF PAVEMENT

EW EACH WAY

(F) FUTURE

FF FINISH FLOOR

FG FINISH GRADE

FH FIRE HYDRANT

FL FLOW LINE

FM FORCE MAIN

FP FIRE PROTECTION

FT FEET

FW FIRE WATER

GA GALVANIZED

GCABC GRADED CRUSHED AGGREGATE BASE COURSE

GB GRADE BREAK

G.V. GATE VALVE

H HEIGHT

HDPE HIGH DENSITY POLYETHYLENE

HMA HOT MIXED ASPHALT

HORIZ HORIZONTAL

HP HIGH POINT

HSS HOLLOW STRUCTURAL SECTION

IN INCH

INV INVERT

LONG LONGITUDINAL

LP LOW POINT

MAX MAXIMUM

ME MATCH EXISTING

MECH MECHANICAL

MH MANHOLE

MIN MINIMUM

N NORTH

NE NORTHEAST

NIC NOT IN CONTRACT

NW NORTHWEST

OHE OVERHEAD ELECTRIC

O.C. ON CENTER

O.D. OUTSIDE DIAMETER

POC POINT OF CONNECTION

PCC PORTLAND CEMENT CONCRETE

POL PETROLEUM, OIL, LUBRICANTS

PSI POUNDS PER SQUARE INCH

R RADIUS

RC REINFORCED CONCRETE

REINF REINFORCING

REQ'D REQUIRED

RL RAIN LEADER

SD STORM DRAIN

SE SOUTHEAST

SEC SECTION

SF SQUARE FEET

ST HIGH PRESSURE STEAM

STA STATION

STL STEEL

SW SOUTHWEST

TB TEST BORING

TC TOP OF CONCRETE

TH TEST HOLE

TP TOP OF PAVEMENT

TYP TYPICAL

UGC UNDERGROUND COMMUNICATIONS

UGD UNDERGROUND DUCTBANK

USACE UNITED STATES ARMY CORPS OF ENGINEERS

V.B. VALVE BOX

VERT VERTICAL

W WATER, WEST

GENERAL NOTES:

CIVIL NOTES:

VEGETATION

POWER POLE

GUY ANCHOR

LIGHT POLE

JUNCTION BOX

VEHICLE HEATER OUTLET

COMMUNICATION PEDESTAL

FIRE HYDRANT

VALVE

ACCESS LID

MANHOLE

ROOF DRAIN

VENT PIPE

CLEAN OUT

SIGN

GUARD POST / BOLLARD

MONITORING WELL

AVIATION LIGHT

CULVERT

LIMITS OF TREES/CLEARING

OVERHEAD ELECTRIC

UNDERGROUND COMMUNICATIONS

STEAM LINE

EDGE OF PAVEMENT

EDGE OF SHOULDER

BUILDING OUTLINE

CONCRETE

MAJOR CONTOUR

MINOR CONTOUR

SPOT ELEVATION

OH/E

COM

UNDERGROUND ELECTRIC

STORM DRAIN

PAINT LINE

DRAINAGE ROCK

TRANSFORMER

WETLANDS

WATERLINE

UTILIDOR VAULT

FENCE

GEOTECHNICAL BORING

SURVEY CONTROL POINT

EDB

ELECTRICAL DUCTBANK

MATCHLINE

ROOF DRAIN LINE

ELEVATION

C p w w o r k i n g w e s t d

I E

C d w g

A c t i o n S y m

D a t e

D e s c r i p t i o n A p p v d a w i n g

F i m e

D w g

S c a l e

P l o t

S c a l e

D a t e

D r a w n

R E

S I D

E N

N G

I N

E E

R P

R I M

O N

T R

A C

T O

S u b m i t t e d

D e s i g n e d

R e v i e w e d

C h i e a n c h

C h i e c t i o n

U S

R M

N G

I N

E E

I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

D a t e

S T

A T

E C

I T

C O

N T

R A

C T

O R

C O

N T

R A

R e c o m m e n d e d

A p p r o v e d

Reference number:

C E

P O

A E

N D

B M

C E

P O

A E

N D

E D

P L

O T

T E

US Army Corps of Engineers ®

Alaska District

F T

Q W

E I E

A F

W K

B R

S R

W E

E I E

L S

L A

S K

E I E

C R

A F

E A

T H

L T

DESIGN COMPLETE

H D

L A

S K

I N

A N

C H

O R

A G

E E

M A

T C

I N

S E

H E

D E

S I G

U I

I O

C L

C-104

1" = 40'-0"

0' 80'40'20'

PLAN NORTH

SITE PLAN - SOUTH END OPTION (DESIGN-BUILD) - PLAN SHOWN ON THIS SHEET IS SCHEMATIC ONLY

EIE382 - WEATHER SHELTER (SQD 2)

FF ELEV: 553.85 FT

UNPAVED SHOULDER

PAVED SHOULDER

UNPAVED SHOULDER

NON-HEATED CONCRETE PAVEMENT

GPS SYNCHRONIZATION PADS

OPTION REQUIREMENTS:

1. AIRFIELD PAVEMENTS SHALL BE PROVIDED IN ACCORDANCE WITH

THE REQUIREMENTS HEREIN AND WITH ALL APPLICABLE

REQUIREMENTS OF UFC 3-260-01, UFC 3-260-02 AND PCASE WITH A

TRAFFIC LOADING OF 400,000 PASSES OF A FULLY LOADED F-35A FOR

TYPE B TRAFFIC AREA. PAVING MATERIALS SHALL BE SPECIFIED

USING THE SEVERE WEATHER CLIMATE.

2. TRANSITIONS, FINISH GRADES, AND STRUCTURAL SECTIONS

BETWEEN THE WEATHER SHELTER PROJECT AND THE APRON

PAVING PROJECT AND THE PAVEMENT SECTIONS SHALL BE

COORDINATED WITH THE DESIGN FOR THIS PROJECT.

3. CONSTRUCTION JOINTS IN PCC PAVEMENT SHALL BE DESIGNED AND

CONSTRUCTED IN ACCORDANCE WITH UFC 3-260-02 UTILIZING

ROUND EPOXY COATED STEEL DOWELS. THE REINFORCEMENT

SHALL NOT EXTEND THROUGH CONTROL (CONTRACTION) OR

CONSTRUCTION JOINTS.

4. HMA PAVEMENT MIX DESIGNS SHALL BE IN ACCORDANCE WITH

SPECIFICATION SECTION 32 12 15.23. HMA MIX DESIGN FORMULATION

SHALL BE PERFORMED BY A CORPS OF ENGINEERS APPROVED

INDEPENDENT TESTING LABORATORY. THE JOB MIX FORMULA SHALL

BE DEVELOPED NOT MORE THAN TWELVE MONTHS PRIOR TO THE

PLACEMENT OF THE HMA PAVEMENT FOR THIS PROJECT.

5. AGGREGATES SHALL MEET THE ALKALI-SILICA REACTIVITY AND

DELETERIOUS MATERIAL REQUIREMENTS IDENTIFIED IN

SPECIFICATION SECTION 32 13 11, PCC PAVEMENT FOR AIRFIELDS

AND OTHER HEAVY-DUTY PAVEMENTS. TRIAL DESIGN BATCHES,

MIXTURE PROPORTIONING STUDIES, AND TESTING REQUIREMENTS

SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, AND SHALL BE

PERFORMED BY A CORPS OF ENGINEERS APPROVED INDEPENDENT

TESTING LABORATORY. TRIAL MIXTURES HAVING PROPORTIONS,

SLUMPS, AND AIR CONTENT SUITABLE FOR THE WORK SHALL BE

BASED ON METHODOLOGY DESCRIBED IN ACI 211.1, MODIFIED AS

NECESSARY TO ACCOMMODATE FLEXURAL STRENGTH. TESTING FOR

AGGREGATES, ALKALI-SILICA REACTIVITY AND FLEXURAL STRENGTH

CONCRETE MIX DESIGNS, USING MATERIALS PROPOSED FOR WORK

IN THIS PROJECT, SHALL HAVE BEEN PERFORMED NOT MORE THAN

12 MONTHS PRIOR TO PLACEMENT OF THE MIX IN THIS PROJECT.

6. THE DESIGN AND CONSTRUCTION OF THE PREFORMED

COMPRESSION SEALS SHALL INCORPORATE THE EDITED

SPECIFICATION SECTION 32 13 73, COMPRESSION JOINT SEALS FOR

CONCRETE PAVEMENTS.

7. EXTERIOR CONCRETE SLABS SHALL RECEIVE A BURLAP DRAG

SURFACE FINISH PER SPECIFICATION SECTION 32 13 11.

8. THE DESIGN AND CONSTRUCTION OF THE HANGAR ACCESS APRON

SHALL INCORPORATE THE EDITED SPECIFICATION SECTION 32 13 11,

CONCRETE PAVEMENT FOR AIRFIELDS AND OTHER HEAVY-DUTY

PAVEMENTS.

9. THE FOLLOWING SPECIFICATIONS ARE BEING PROVIDED IN THIS

PACKAGE PERTAINING TO AIRFIELD PAVEMENTS (THE PROVIDED

SPECIFICATIONS SHALL NOT BE CHANGED OR EDITED):

1) 32 13 11 CONCRETE PAVEMENT FOR AIRFIELDS AND OTHER

HEAVY DUTY PAVEMENTS (FOR CLIN 0018, 0019 AND 0020 ONLY)

10. THE OVERALL TAXI AND APRON AREA OPTION LAYOUT, SHALL

ACCOUNT FOR AND ACCOMMODATE F35 CLEARANCES FOR ACCESS

AND REQUIRED TURNING RADII TO THE TAXIWAYS IN ACCORDANCE

WITH THE F-35 LIGHTNING II FRD AND UFC 3-260-01.

11. NEW AIRFIELD PAVEMENT MARKINGS SHALL COMPLY WITH ETL 04-02

AND UFC 3-260-01 AIRFIELD AND HELIPORT PLANNING AND DESIGN.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR NEW PAVEMENT

MARKINGS AND COORDINATING THE MARKINGS WITH THE EXISTING

TAXIWAY L AND THE EAFB AIR FIELD MANAGER.

12. REFER TO SPECIFICATION 01 33 16 FOR DESIGN AFTER AWARD

REQUIREMENTS.

13. PROVIDE REMOVAL AND REPLACEMENT OF AIRFIELD LIGHTING IN

EXPANDED APRON AREA SHOWN, SIMILAR TO WORK SHOWN ON

ES102, ES403, ES404, ES503 AND ES504.

14. MINIMUM THICKNESS SHALL BE AS FOLLOWS; PCC-12 INCHES, HMA-4

INCHES, GRADED CRUSHED AGGREGATE BASE COURSE-8 INCHES.

15. DESIGN SHALL INCLUDE A DRAINAGE LAYER.

1. CLIN 0019 - THIS CLIN PROVIDES ALL DESIGN MODIFICATIONS

AND WORK TO CONSTRUCT AN ALTERNATE SOUTH APRON

ACCESS TO THE TAXIWAY L AND GPS SYNCHRONIZATION PADS AS

SHOWN ON THIS SHEET.

BASE BID ITEMS, DRAINAGE, AND GRADES SHALL REMAIN THE

SAME EXCEPT AS MODIFICATIONS REQUIRED FOR THE SOUTH

END OPTION SHOWN ON THIS SHEET.

2. CLIN 0020 - THIS CLIN PROVIDES ALL DESIGN MODIFICATIONS

AND WORK TO CONSTRUCT A CONCRETE (PCC) APRON WITHIN

THE AREAS SHOWN AS HMA PAVED APRONS IN OPTIONAL CLIN

0019 SHOWN ON THIS SHEET.

DESIGN-BUILD OPTIONS DESCRIPTION:

BASE BID UNPAVED SHOULDER

SHOWN FOR REFERENCE

25' TYP

126' TYP

93' TYP

25' TYP

POND A

LIMITS OF WORK FOR CLIN

0019 AND 0020

HMA PAVING

DESIGN-BUILD OPTION

CLIN 0019 AND CLIN 0020

C p w w o r k i n g w e s t d

I E

C d w g

A c t i o n S y m

D a t e

D e s c r i p t i o n A p p

TAXIW

AY "L

D r a w i n g

F i m e

D w g

S c a l e

P l o t

S c a l e

D a t e

D r a w n

R E

S I D

E N

N G

I N

E E

R P

R I M

O N

T R

A C

T O

S u b m i t t e d

D e s i g n e d

R e v i e w e d

C h i e a n c h

C h i e c t i o n

U S

R M

N G

I N

E E

I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

D a t e

S T

A T

E C

I T

C O

N T

R A

C T

O R

C O

N T

R A

R e c o m m e n d e d

A p p r o v e d

Reference number:

C E

P O

A E

N D

B M

C E

P O

A E

N D

E D

P L

O T

T E

US Army Corps of Engineers ®

Alaska District

F T

Q W

E I E

A F

W K

B R

S R

W E

E I E

L S

L A

S K

E I E

C R

A F

E A

T H

L T

DESIGN COMPLETE

H D

L A

S K

I N

A N

C H

O R

A G

E E

D E

S I G

U I

I O

C L

C-105

1" = 60'-0"

EIE382 - WEATHER SHELTER (SQD 2)

PLAN NORTH

SITE PLAN - PCC APRON - PLAN SHOWN ON THIS SHEET IS SCHEMATIC ONLY

0' 120'60'30'

79.25'

72.5'

25' TYP

126' TYP

93' TYP

25' TYP

UNPAVED SHOULDER

PAVED SHOULDER

UNPAVED SHOULDER

PAVED SHOULDER

TAXIWAY

SHOULDER TO

REMAIN HMA

PER BASE BID

TAXIWAY TO

REMAIN HMA

PER BASE BID

NOTES:

1. CONTRACTOR TO PROVIDE ALL DESIGN MODIFICATIONS AND

CONSTRUCTION TO DEVELOP SOUTH APRON AS SHOWN.

OPTION REQUIREMENTS:

1. AIRFIELD PAVEMENTS SHALL BE PROVIDED IN ACCORDANCE WITH THE REQUIREMENTS HEREIN AND WITH ALL

APPLICABLE REQUIREMENTS OF UFC 3-260-01, UFC 3-260-02 AND PCASE WITH A TRAFFIC LOADING OF 400,000 PASSES

OF A FULLY LOADED F-35A FOR TYPE B TRAFFIC AREA. PAVING MATERIALS SHALL BE SPECIFIED USING THE SEVERE

WEATHER CLIMATE.

2. TRANSITIONS, FINISH GRADES, AND STRUCTURAL SECTIONS BETWEEN THE WEATHER SHELTER PROJECT AND THE

APRON PAVING PROJECT AND THE PAVEMENT SECTIONS SHALL BE COORDINATED WITH THE DESIGN FOR THIS

PROJECT.

3. CONSTRUCTION JOINTS IN PCC PAVEMENT SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH UFC

3-260-02 UTILIZING ROUND EPOXY COATED STEEL DOWELS. THE REINFORCEMENT SHALL NOT EXTEND THROUGH

CONTROL (CONTRACTION) OR CONSTRUCTION JOINTS.

4. HMA PAVEMENT MIX DESIGNS SHALL BE IN ACCORDANCE WITH SPECIFICATION SECTION 32 12 15.23. HMA MIX DESIGN

FORMULATION SHALL BE PERFORMED BY A CORPS OF ENGINEERS APPROVED INDEPENDENT TESTING LABORATORY.

THE JOB MIX FORMULA SHALL BE DEVELOPED NOT MORE THAN TWELVE MONTHS PRIOR TO THE PLACEMENT OF THE

HMA PAVEMENT FOR THIS PROJECT.

5. AGGREGATES SHALL MEET THE ALKALI-SILICA REACTIVITY AND DELETERIOUS MATERIAL REQUIREMENTS IDENTIFIED

IN SPECIFICATION SECTION 32 13 11, PCC PAVEMENT FOR AIRFIELDS AND OTHER HEAVY-DUTY PAVEMENTS. TRIAL

DESIGN BATCHES, MIXTURE PROPORTIONING STUDIES, AND TESTING REQUIREMENTS SHALL BE THE RESPONSIBILITY

OF THE CONTRACTOR, AND SHALL BE PERFORMED BY A CORPS OF ENGINEERS APPROVED INDEPENDENT TESTING

LABORATORY. TRIAL MIXTURES HAVING PROPORTIONS, SLUMPS, AND AIR CONTENT SUITABLE FOR THE WORK SHALL

BE BASED ON METHODOLOGY DESCRIBED IN ACI 211.1, MODIFIED AS NECESSARY TO ACCOMMODATE FLEXURAL

STRENGTH. TESTING FOR AGGREGATES, ALKALI-SILICA REACTIVITY AND FLEXURAL STRENGTH CONCRETE MIX

DESIGNS, USING MATERIALS PROPOSED FOR WORK IN THIS PROJECT, SHALL HAVE BEEN PERFORMED NOT MORE

THAN 12 MONTHS PRIOR TO PLACEMENT OF THE MIX IN THIS PROJECT.

6. THE DESIGN AND CONSTRUCTION OF THE PREFORMED COMPRESSION SEALS SHALL INCORPORATE THE EDITED

SPECIFICATION SECTION 32 13 73, COMPRESSION JOINT SEALS FOR CONCRETE PAVEMENTS.

7. EXTERIOR CONCRETE SLABS SHALL RECEIVE A BURLAP DRAG SURFACE FINISH PER SPECIFICATION SECTION 32 13 11.

8. THE DESIGN AND CONSTRUCTION OF THE HANGAR ACCESS APRON SHALL INCORPORATE THE EDITED SPECIFICATION

SECTION 32 13 11, CONCRETE PAVEMENT FOR AIRFIELDS AND OTHER HEAVY-DUTY PAVEMENTS.

9. THE FOLLOWING SPECIFICATIONS ARE BEING PROVIDED IN THIS PACKAGE PERTAINING TO AIRFIELD PAVEMENTS (THE

PROVIDED SPECIFICATIONS SHALL NOT BE CHANGED OR EDITED):

1) 32 13 11 CONCRETE PAVEMENT FOR AIRFIELDS AND OTHER HEAVY DUTY PAVEMENTS (FOR CLIN 0018, 0019 AND

0020 ONLY)

10. THE OVERALL TAXI AND APRON AREA OPTION LAYOUT, SHALL ACCOUNT FOR AND ACCOMMODATE F35 CLEARANCES

FOR ACCESS AND REQUIRED TURNING RADII TO THE TAXIWAYS IN ACCORDANCE WITH THE F-35 LIGHTNING II FRD AND

UFC 3-260-01.

11. NEW AIRFIELD PAVEMENT MARKINGS SHALL COMPLY WITH ETL 04-02 AND UFC 3-260-01 AIRFIELD AND HELIPORT

PLANNING AND DESIGN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NEW PAVEMENT MARKINGS AND

COORDINATING THE MARKINGS WITH THE EXISTING TAXIWAY L AND THE EAFB AIR FIELD MANAGER.

12. REFER TO SPECIFICATION 01 33 16 FOR DESIGN AFTER AWARD REQUIREMENTS.

13. PCC MINIMUM THICKNESS SHALL BE 12 INCHES.

14. DESIGN SHALL INCLUDE A DRAINAGE LAYER.

1. CLIN 0018 - THIS CLIN PROVIDES ALL DESIGN MODIFICATIONS

AND ALL WORK TO CONSTRUCT A CONCRETE (PCC)

AIRFIELD APRON IN LIEU OF HMA PAVED APRONS AS SHOWN

ON THIS SHEET. THIS DOES NOT INCLUDE TAXIWAY L HMA

PAVING AS REQUIRED FOR THE UTILITY CROSSING OR

SHOULDERS.

DESIGN-BUILD OPTIONS DESCRIPTION:

LEGEND:

PCC AIRFIELD PAVEMENT AREA

10' WIDE HEATED PCC

APRON PER BASE BID

C p w w o r k i n g w e s t d

I E

C d w g

A c t i o n S y m

D a t e

D e s c r i p t i o n A p p

116+04

109+00

P705

P706

P707

S T

M H

S T

M H

S T

V A

U L

T L

110+00

111+00 112+00 113+00 114+00 115+00 116+00109+00

S T

UTILIDOR POINT TABLE

POINT #

P705

P706

P707

NORTHING

3892488.08

3892214.72

3892076.71

EASTING

1476076.58

1475758.85

1475877.58

DESCRIPTION

MH-LP39

MH-LP40

MH-LP41

D r a w i n g

F i m e

D w g

S c a l e

P l o t

S c a l e

D a t e

D r a w n

R E

S I D

E N

N G

I N

E E

R P

R I M

O N

T R

A C

T O

S u b m i t t e d

D e s i g n e d

R e v i e w e d

C h i e a n c h

C h i e c t i o n

U S

R M

N G

I N

E E

I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

D a t e

S T

A T

E C

I T

C O

N T

R A

C T

O R

C O

N T

R A

R e c o m m e n d e d

A p p r o v e d

Reference number:

C E

P O

A E

N D

B M

C E

P O

A E

N D

E D

P L

O T

T E

US Army Corps of Engineers ®

Alaska District

F T

Q W

E I E

A F

W K

B R

S R

W E

E I E

L S

L A

S K

E I E

C R

A F

E A

T H

L T

DESIGN COMPLETE

H D

L A

S K

I N

A N

C H

O R

A G

E E

INSULATION TYPE AND LOCATION:

STATION RANGE TYPE

100+00 - 111+00 60 PSI

111+00 - 113+20 100 PSI

113+20 - 115+00 60 PSI

115+00 - 116+16 100 PSI

SEE STRUCTURAL AND CIVIL UTILIDOR

SHEETS FOR MORE DETAIL

U T

I L I D

F I L E

C-141

1" = 40'

PLAN NORTH

UTILIDOR PLAN

0' 80'40'20'

UTILIDOR PROFILE

EIE382 - WEATHER SHELTER

(SQD 2)

M A

T C

H L I N

S T

REDUCE

COVER TO 12"

ABOVE TOP

OF UTILIDOR

MODIFY DITCH BOTTOM

AS NECESSARY TO

MAINTAIN 12" COVER

OVER UTILIDOR

MH-LP39;

SEE C1/S-701

MH-LP41;

SEE F1/S-701

BUILDING VAULT

SEE STRUCTURAL

MH-LP40;

SEE A1/C-802

STA 112+10.14

H: 1" = 40' V:1"=4'

ROCK FILLED SUBDRAIN

SEE DETAIL C2/C-506

BUILDING VAULT

SEE STRUCTURAL

ROCK FILLED SUBDRAIN

CENTERED ON STA 109+50

SEE DETAIL C2/C-506

1. APRON DITCH GRADING NOT SHOWN FOR CLARITY.

NOTE:

C p w w o r k i n g w e s t d

I E

C d w g

A c t i o n S y m

D a t e

D e s c r i p t i o n A p p a w i n g

F i m e

D w g

S c a l e

P l o t

S c a l e

D a t e

D r a w n

R E

S I D

E N

N G

I N

E E

R P

R I M

O N

T R

A C

T O

S u b m i t t e d

D e s i g n e d

R e v i e w e d

C h i e a n c h

C h i e c t i o n

U S

R M

N G

I N

E E

I S

T R

I C

A N

C H

O R

A G

L A

S K

C O

R P

N G

I N

E E

R S

D a t e

S T

A T

E C

I T

C O

N T

R A

C T

O R

C O

N T

R A

R e c o m m e n d e d

A p p r o v e d

Reference number:

C E

P O

A E

N D

B M

C E

P O

A E

N D

E D

P L

O T

T E

US Army Corps of Engineers ®

Alaska District

F T

Q W

E I E

A F

W K

B R

S R

W E

E I E

L S

L A

S K

E I E

C R

A F

E A

T H

L T

DESIGN COMPLETE

H D

L A

S K

I N

A N

C H

O R

A G

E E

P A

V E

M E

A I L S

C-501

1. 4" HMA SHALL BE PLACED IN 2 - 2" LIFTS. APPLY

BITUMINOUS TACK COAT BETWEEN LIFTS PER

SPECIFICATION 32 12 13.

SEE F2 AND

4" HMA PAVEMENT

8" GCABC

NEW PCC PAVING 10' WIDE

HEATED SEE STRUCTURAL

NEW APRON PAVING -

SEE GRADING PLANS FOR SLOPE

NEW PCC

PAVEMENT

NEW HMA

PAVEMENT

1. DEPTH OF SAW CUT FOR JOINT SEALANT RESERVOIR AS

RECOMMENDED BY MANUFACTURER PER TYPE OF SEAL

AND BOND BREAKING TAPE USED.

2. SEALANT GEOMETRY PER SEALANT MANUFACTURER'S

RECOMMENDATION.

3. FIELD MOLDED JOINT SEALANTS PER SPECIFICATION

SECTION 32 01 19.

4. BOND BREAKING TAPE SHALL BE THE WIDTH OF THE JOINT.

1/4" R

NEW PCC PAVEMENT

JOINT SEALANT

CONSTRUCTION JOINT

HMA PAVEMENT

= 5.5"

= THICKNESS

OF PAVEMENT

TO BE

REMOVED

24" 1"

14"

SUBBASE

REMOVE PAVEMENT, BASE COURSE

AND SUBGRADE PER THE TABLES ON

THE EXISTING/DEMOLITION PLANS

SEE NOTE 2

EXISTING BASE/SUBBASE/

SUBGRADE TO REMAIN

LEAVE ASPHALT UNTIL SUBGRADE IS

EXCAVATED, SAW CUT AT THAT TIME;

SINGLE FULL DEPTH DIAMOND SAW CUT

EXISTING 5.5" ASPHALT

PAVEMENT TO REMAIN

HMA PAVEMENT

SEE NOTE 2

CONSTRUCTION JOINT

BOND BREAKING TAPE

JOINT SEALANT

SEE

NOTE 1

NEW 4" HMA PAVEMENT -

SEE NOTES BELOW

1. 4" HMA SHALL BE PLACED IN 2 - 2" LIFTS. APPLY BITUMINOUS TACK COAT BETWEEN LIFTS

PER SPECIFICATION 32 12 13.

SEE F5

EXISTING 5.5" ASPHALT

PAVEMENT TO REMAIN

14"

SUBBASE

8" GRADED CRUSHED

AGGREGATE BASE COURSE

1. DEPTH OF SAW CUT FOR JOINT SEALANT RESERVOIR AS RECOMMENDED

BY MANUFACTURER PER TYPE OF SEAL AND BOND BREAKING TAPE USED.

2. SEALANT GEOMETRY PER SEALANT MANUFACTURER'S RECOMMENDATION.

3. FIELD MOLDED JOINT SEALANTS PER SPECIFICATION SECTION 32 01 19.

4. BOND BREAKING TAPE SHALL BE THE WIDTH OF THE JOINT.

NTS

REMOVAL OF ASPHALT ADJACENT TO EXISTING ASPHALT

NTS

HMA PAVING ADJACENT TO EXISTING ASPHALT

NTS

HMA TO HMA FIELD MOLDED JOINT SEALANT DETAIL

NTS

HMA AND PCC PAVEMENT INTERFACE

NTS

BUTT JOINT - PCC ADJACENT TO HMA

CLASSFIED FILL

NTS

THICKEN GCABC

AND THIN SUBBASE

AS SHOWN

SEE S-500

1. THE AREA ADJACENT TO THE EXISTING PAVEMENT TO REMAIN MUST BE

EXCAVATED SUCH THAT THE MATERIAL UNDERNEATH THE EXISTING

PAVEMENT DOES NOT GET REMOVED OR ERODE, UNDERMINING THE

PAVEMENT STRUCTURE. CONTRACTOR MAY NEED TO PLACE TEMPORARY

BASE COURSE MATERIAL ALONG THIS EXPOSED EDGE AS DIRECTED BY

THE CONTRACTING OFFICER. THE CONTRACTING OFFICER SHALL INSPECT

THE EXISTING PAVEMENT EDGE AND PROVIDE APPROVAL TO THE

CONTRACTOR FOR PLACING NEW MATERIAL.

2. REMOVE THESE SECTIONS WITHIN 24 HOURS OF PLACEMENT OF NEW

HMA.

DEMOLITION NOTES:

PCC TO HMA FIELD MOLDED JOINT SEALANT DETAIL

HMA PAVEMENT NOTE: FIELD MOLDED JOINT SEALANT NOTES:

HMA AND PCC PAVEMENT INTERFACE NOTE: FIELD MOLDED JOINT SEALANT NOTES:

A5 D5 F5

A2 D2 F2

1/4" BELOW

TOP OF PCC

PAVEMENT

SEE

NOTE 2

3/8" TO 1/2"

SEE

NOTE 1

1/4" BELOW

TOP OF HMA

PAVEMENT

1/2" TO 3/8"

10'

SEE PCC-HMA FIELD

MOLDED JOINT SEALANT

DETAIL F2

APPLY BITUMINOUS TACK COAT

GEOTEXTILE

4" DRAINAGE

LAYER

2" INSULATION

4" GCABC

4" DRAINAGE LAYER

54" BELOW EDGE OF

EXISTING ASPHALT GRADE

24" 1"

INITIAL FULL DEPTH SAW CUT

CORRESPONDS WITH THE

DEMOLITION LIMITS ON C-004

SUPPLEMENT WITH GCABC AS

REQUIRED TO MAKE UP FOR

THICKER EXISTING ASPHALT

PAVEMENT

24" MIN CLASSIFIED FILL/

PREPARED SUBGRADE

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12" FPW

TO MECHANICAL

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TO FIRE PUMP

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12" CW

TO MH-LP41

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AM#2

1/2" = 1'-0"C-804

B2 BUILDING SERVICE VAULT

GENERAL NOTES

1. ALL UTILITIES TO EIE378 (INCLUDING STEAM,

CONDENSATE, WATER, SEWER, AND FIRE PROTECTION)

SHALL BE COMPLETED (INSTALLED, TESTED, AND

COMMISSIONED) AND READY FOR USE BY EIE378 PRIOR

TO 15 AUGUST, 2019.

2. MAINTAIN ACCESS CLEARANCE AROUND MANHOLE

LADDERS, VALVES, EXPANSION JOINTS, TRAPS, AND

OTHER ACCESSORIES AT ALL TIMES.

3. SLOPE PIPING TO MATCH UTILIDOR. PROVIDE DRIP LEGS

AND TRAPS ON STEAM LINE AT ALL LOW POINTS.

4. SEE STRUCTURAL FOR UTILDOR, UTILIDOR MANHOLE

AND BUILDING VAULT CONSTRUCTION.

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D e s c ri p ti o n D a te

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/0 /2

14" CW

2" CW

TO MH-LP38

TO MH-LP40

4' - 8 1/4"

2' - 0 1/4"

2' - 10 1/2"

12" ST

6" CR

4" FM

4" FM4" FM CO

6" CR

DRIP LEG DRIP LEG

C-824

SP-39

1 1/2" FM

TO MH-LP40 TO MH-LP38

5' - 0 1/2"

1' - 0 3/4"

1' - 10 1/4"

6" ST

3" CR

3" FM

6" ST

2" CW

3" CR

DRIP LEG

C-824

8" CW

TO MECHANICAL

ROOM

0' - 11 3/4"

1' - 11 3/4"

1' - 0 3/4"

1' - 6 1/2"

2" CW

12" CW

12" FPW

8" CW

2" CW

12" CW

12" FPW

1" CW

P-10 E2

C-824

TO FIRE

PUMP ROOM

TO MH-LP41

1' - 1 1/2"

2' - 4 3/4"

2' - 0 1/2"

2 2

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1/4" = 1'-0"C-811

E4 MH-LP39 SOUTH

1/4" = 1'-0"C-811

A4 MH-LP39 NORTH

1/2" = 1'-0"C-811

A2 Building Vault North 1/2" = 1'-0"C-811

E2 Building Vault South

GENERAL NOTES

1. ALL UTILITIES TO EIE378 (INCLUDING STEAM, CONDENSATE, WATER, SEWER, AND

FIRE PROTECTION) SHALL BE COMPLETED (INSTALLED, TESTED, AND COMMISSIONED)

AND READY FOR USE BY EIE378 PRIOR TO 15 AUGUST, 2019.

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D e s c ri p ti o n D a te

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STRUCTURAL STEEL

MATERIALS:

WIDE-FLANGE SHAPES: ASTM A992

STRUCTURAL STEEL TUBES (HSS): ASTM A500, GRADE B

STRUCTURAL STEEL PIPES: ASTM A53, GRADE B

ALL OTHER SHAPES & PLATE: ASTM A36

BOLTS, WASHERS & NUTS: ASTM A325, F436 & A563

WELDED STEEL STUDS: ASTM A108

ANCHOR RODS: ASTM F1554, GRADE 55

CONTINUITY AND DOUBLE PLATES: ASTM A572 GR. 50

ALL DETAILING, FABRICATION AND ERECTIONS SHALL CONFORM TO AISC SPECIFICATIONS AND

CODES, LATEST EDITION. FABRICATOR MUST PARTICIPATE IN THE AISC QUALITY

CERTIFICATION PROGRAM, BE CERTIFIED BY THE AHJ OR SPECIAL INSPECTIONS, AT THE

CONTRACTOR’S EXPENSE, MUST BE PROVIDED IN THE FABRICATION SHOP.

ALL WELDING SHALL BE DONE BY QUALIFIED WELDERS AND SHALL CONFORM TO THE AWS D1.1

AND D1.8, LATEST EDITIONS. ALL WELDING ELECTRODES SHALL BE PROPERLY CONDITIONED

70 KSI MINIMUM TENSILE STRENGTH, WITH DIFFUSED HYDROGEN LEVELS OF 16ml/g (H16) OR

LESS IN ACCORDANCE WITH AWS A4.3.

WELDS NOT SPECIFIED SHALL BE SHOP-PERFORMED CONTINUOUS OR ALL-AROUND 3/16"

FILLET WELDS.

WELD FILLER METAL FOR COMPLETE-JOINT-PENETRATION GROOVE WELDS AND DEMAND

CRITICAL WELDS SHALL MEET THE FOLLOWING ADDITIONAL REQUIREMENTS:

MINIMUM YIELD STRENGTH: 58 KSI

CVN TOUGHNESS: 20 FT LBS AT 0°F, 40 FT LBS AT 70°F

ELONGATION: 22% MINIMUM

WHERE BUTT WELDS OCCUR AT STEEL WITH DIFFERENT THICKNESSES OR WIDTHS, THE

LARGER PIECE OF STEEL MUST BE TAPERED AT A SLOPE NOT EXCEEDING 1 ON 2.5 PER AWS

D1.1.

STEEL DECK AND COLD-FORMED STEEL MAY BE WELDED WITH E60 ELECTRODES. WELDING

SHALL BE IN ACCORDANCE WITH AWS D1.3, "SPECIFICATION FOR THE WELDING OF SHEET

STEEL IN STRUCTURES".

THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL MEMBERS FOR THE WORK OF

OTHER TRADES WITHOUT THE PRIOR APPROVAL OF THE DOR.

ALL CONNECTIONS SHALL BE SIMPLE, SINGLE PLATE SHEAR CONNECTIONS USING HIGH-

STRENGTH BEARING TYPE BOLTS WITH THREADS INCLUDED IN THE SHEAR PLANE, A325-N,

UON. NUTS SHALL BE SNUG-TIGHT, UON. ONE PLY OF THE CONNECTION SHALL USE SHORT-

SLOTTED HOLES ORIENTED HORIZONTALLY.

BOLTS AND NUTS USED IN THE PRIMARY LATERAL FORCE RESISTING SYSTEM SUCH AS DRAG

STRUTS, MOMENT FRAMES, BRACED FRAMES SHALL BE PRETENSIONED AND ALL PILES OF THE

JOINT SHALL BE PREPARED AS CLASS 'A' FAYING SURFACES PER AISC 360 SECTION J3.8.

ALL BEAMS, JOISTS AND TRUSSES SHALL BE FABRICATED WITH THE NATURAL CAMBER UP.

PROVIDE CAMBERS AS INDICATED ON THE DRAWINGS.

COMPOSITE BEAMS SHALL BE CONSTRUCTED PER ONE OF THE FOLLOWING, AT THE

CONTRACTOR’S OPTION, TO PRODUCE A LEVEL AND FLAT FLOOR:

-CAMBER THE STEEL BEAMS FOR AT LEAST 75% OF THE CONCRETE WEIGHT.

-SHORE THE BEAMS UNTIL CONCRETE REACHES SUFFICIENT STRENGTH, WHILE

ACCOUNTING FOR DEAD LOAD COMPOSITE BEAM DEFLECTION.

-PLACE SCREED PINS OF VARYING LENGTH BASED ON A LOAD-DEFLECTION MAP

(PROVIDED UPON REQUEST) AND POUR EXTRA CONCRETE TO ADDRESS EXTRA

CONCRETE THICKNESS AT CENTER OF BEAMS.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONTROL OF ALL ERECTION

PROCEDURES AND SEQUENCES. CONSIDERATION SHOULD BE GIVEN TO TEMPERATURE

DIFFERENTIALS, ESPECIALLY WITH RESPECT TO STRUCTURAL STEEL FRAMING INTO

CONCRETE WALLS, BEAMS, OR COLUMNS.

ALL STEEL STUD ANCHORS SHALL BE WELDED AND INSPECTED PER AWS D1.1, SECTION 7.8.

AFTER WELDING, THE CERAMIC FERRULE SHALL BE REMOVED FROM EACH STUD AND THE

WELD FILLET VISUALLY INSPECTED.

ALL STEEL SHALL BE CLEANED BY METHODS COMPLYING WITH THE STEEL STRUCTURES

PAINTING COUNCIL METHOD SSPC-SP3, POWER TOOL CLEANING. REMOVE OIL, GREASE, AND

SIMILAR CONTAMINANTS. STEEL TO BE GALVANIZED SHALL BE CLEANED PER: SSPC-SP6.

EXCEPT FOR MEMBERS TO BE WELDED, AND GALVANIZED, APPLY STRUCTURAL STEEL PRIMER

PAINT IN ACCORDANCE WITH THE MANUFACTURERS INSTRUCTIONS TO A UNIFORM DRY FILM

THICKNESS OF 2.0 MILS. AFTER FINAL STEEL INSTALLATION, WIRE BRUSH EXPOSED STEEL

SURFACES AND CLEAN WITH SOLVENTS BEFORE TOUCH-UP PAINTING. TOUCH-UP PAINT SHALL

BE THE SAME AS SHOP PAINT. STRUCTURAL STEEL TO RECEIVE SPRAY-APPLIED FIRE-

PROOFING MAY BE SUPPLIED AS BARE STEEL.

STEEL EXPOSED TO WEATHER OR INDICATED AS GALV SHALL BE HOT-DIP GALVANIZED PER

ASTM A123. TOUCH-UP AND REPAIR GALVANIZATION SHALL CONFORM TO ASTM A780.

FASTENERS SHALL COMPLY WITH ASTM A153.

THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE DOR FOR REVIEW. THESE

DRAWINGS SHALL BE CHECKED BY THE CONTRACTOR BEFORE SUBMITTAL AND SHALL SHOW

SHOP FABRICATION DETAILS, FIELD ASSEMBLY DETAILS, AND ERECTION DIAGRAMS FOR ALL

STRUCTURAL STEEL. ALSO SUBMIT WELDERS QUALIFICATIONS.

STRUCTURAL STEEL DECK

ALL STEEL DECKING SHALL MEET ASTM A 653-SS, GRADE 33, WITH A MINIMUM YIELD STRENGTH OF 38 KSI. ALL DECKING SHALL BE GALVANIZED PER ASTM A653-G60. ALL ROOF METAL DECK

SHALL BE LAPPED A MINIMUM OF 2-INCHES.

MINIMUM DECK GAGES ARE SHOWN ON PLANS AND ARE BASED ON 3-SPAN, UNSHORED

CONDITIONS. HEAVIER DECK MAY BE REQUIRED FOR OTHER CONDITIONS, DEPENDING ON THE

MANUFACTURER’S AND CONTRACTOR'S LAYOUT. ALL DECK SHALL SATISFY AISI,

"SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS".

FASTEN STEEL DECKING PER SCHEDULE:

FLOOR DECK

SUPPORTING STEEL: 36/4 PATTERN, 7/8-INCH DIAMETER VISUAL (1/2-INCH EFFECTIVE)

PUDDLE WELDS (OR SHEAR STUDS) AT 12-INCHES ON CENTER.

SIDE LAPS: BUTTON PUNCHED AT 12-INCHES MAXIMUM ON CENTER.

Q-ALLOW-MINIMUM (BEFORE CONC FILL) = 300 LB/FT

ROOF DECK

SUPPORTING STEEL: 24/4 PATTERN, 7/8-INCH DIAMETER VISUAL (1/2-INCH EFFECTIVE)

PUDDLE WELDS AT 6-INCHES ON CENTER.

SIDE LAPS: TOP SEAM WELDED AT 12-INCHES MAXIMUM ON CENTER. CRIMP SIDE LAPS

BEFORE WELDING.

Q-ALLOW-MINIMUM = 1000 LB/FT

"PUNCHLOK" OR "DELTA-GRIP" OR OTHER ENHANCED PUNCHING CONNECTION SYSTEM MAY BE

SUBSTITUTED FOR ROOF SIDE LAPS, AND MECHANICAL 'PAF' FASTENERS MAY BE SUBSTITUTED

FOR SUPPORTING STEEL CONNECTIONS. CONTRACTOR SHALL SUBMIT CALCULATIONS TO

SHOW UNIT SHEAR CAPACITIES OF ALTERNATE FASTENER LAYOUT EXCEEDS THE BASIS OF

DESIGN INDICATED ABOVE.

ALL COMPOSITE STEEL DECK SHALL HAVE WIDE RIBS SUITABLE FOR SHEAR STUD PLACEMENT

WHERE STUDS ARE REQUIRED. THE CONFIGURATION OF THE STEEL DECK SHALL ALLOW THE

DEVELOPMENT OF FULL SHEAR VALUES OF THE STUD. SHEAR STUDS SHALL BE WELDED

THROUGH THE DECK BY PRE-QUALIFIED METHODS. IF THROUGH-DECK WELDING IS

UNFEASIBLE, THE STUDS SHALL BE INSTALLED IN PRE-PUNCHED HOLES IN THE DECK. THE

CONTRACTOR SHALL PROVIDE CHECKED SHOP DRAWINGS INDICATING EXACT LAYOUT OF

STUDS FOR EACH BEAM TYPE, SPAN AND DECK LAYOUT.

PROVIDE CONTINUOUS METAL CLOSURES AT ALL SLAB OPENINGS AND SLAB EDGES AND

CONTINUOUS DECK CLOSURE AT ALL DECK ENDS. PROVIDE, AS REQUIRED, ALL RIDGE AND

VALLEY PLATES, COLUMN CLOSURES, CANT STRIPS, SUMP PLATES AT PIPING PENETRATIONS

AND RECESSED SUMP PANS AT ALL ROOF DRAINS. PROVIDE SUPPLEMENTAL FRAMING AT

OPENINGS AS REQUIRED FOR SUPPORT OF THE METAL DECK. ALL OPENING SIZES AND

LOCATIONS SHALL BE COORDINATED WITH ARCHITECTURAL AND MECHANICAL DRAWINGS.

THE DECK SUPPLIER SHALL CONFIRM THE DECK SIZE FOR THE ACTUAL LAYOUT AND PROVIDE

THE DOR WITH ENGINEERING CALCULATIONS OR PUBLISHED MANUFACTURER'S DATA

VERIFYING THE SPECIFIED DECK REQUIREMENTS.

PROVIDE ENGINEERED AND CHECKED SHOP DRAWINGS INDICATING LOCATION, GAGE, AND

SIZE OF EACH PIECE OF DECKING. THE DRAWINGS SHALL CLEARLY SHOW WELDING DETAILS

TO STRUCTURAL FRAMING AND SIDE LAP CONNECTIONS DETAILS.

COLD FORMED STEEL

COLD FORMED STEEL SHALL MEET ASTM A1003 STRUCTURAL GRADE 50 TYPE H (Fy=50 KSI) FOR 14 GAUGE (68 MIL) OR 16 GAUGE (54 MIL) MEMBERS AND ASTM A1003 STRUCTURAL GRADE 33 TYPE H (Fy=33 KSI) FOR 18 GAUGE (43 MIL) AND LIGHTER MEMBERS.

ALL STRUCTURAL MEMBERS SHALL BE DESIGNED PER THE AMERICAN IRON AND STEEL

INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL

MEMBERS", LATEST EDITION.

USE ONLY ONE MANUFACTURER OF COLD FORMED JOIST THROUGHOUT THE WORK, UNLESS

OTHERWISE SHOWN ON THE DRAWINGS OR SPECIFICALLY APPROVED IN ADVANCE BY THE

DOR. ACCEPTABLE JOIST MANUFACTURERS INCLUDE ANY MEMBER OF THE STEEL STUD

MANUFACTURER'S ASSOCIATION.

PROVIDED ALL ACCESSORIES INCLUDING TRACKS, CLIPS, WEB STIFFENERS, ANCHORS,

FASTENING DEVICES, RESILIENT CLIPS, AND OTHER ITEMS REQUIRED FOR A COMPLETE AND

PROPER INSTALLATION. INSTALL ALL ITEMS RECOMMENDED BY THE MANUFACTURER.

FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS (ASTM C1513) OR WELDS

OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF THE CONNECTION. WIRE TYING OF

COMPONENTS SHALL NOT BE PERMITTED. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC-

RICH PAINT.

UNLESS OTHERWISE INDICATED:

1. TRACKS SHALL BE CONNECTED WITH TWO #8 SCREWS OR PAF TO SUPPORTING

SUBSTRATE AT EACH STUD, OR AN EQUIVALENT EQUAL SPACING;

2. OVERLAPPING STUDS OR BRACES SHALL BE CONNECTED WITH THREE #8 SCREWS;

3. STUDS SHALL BE CONNECTED TO TOP AND BOTTOM TRACKS WITH TWO #8 SCREWS, ONE

AT EACH FLANGE;

4. BUILT-UP MEMBERS SHALL BE STITCHED TOGETHER WITH WELDS OR #8 SCREWS AT EACH

CORNER AT 6-INCHES ON-CENTER.

PROVIDE COMMERCIAL GROUT FOR LEVELING THE FLOOR RUNNER OF STEEL STUD

PARTITIONS AS REQUIRED.

STEEL JOISTS AND JOIST GIRDERS

DEPTH OF STYLE OF STEEL JOISTS AND GIRDERS SHALL BE MAINTAINED, SERIES MAY BE

ADJUSTED AS REQUIRED TO SATISFY DESIGN CONSTRAINTS. STEEL JOISTS SHALL MEET THE

SPECIFICATIONS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) AND STEEL

JOIST INSTITUTE (SJI). THE JOIST MANUFACTURER SHALL PROVIDE ALL BRIDGING AND BRACING

(BOTH PERMANENT AND FOR ERECTION) AND CONNECTION HARDWARE NECESSARY FOR

PROPER INSTALLATION. CALCULATIONS FOR STEEL JOISTS SHALL BE STAMPED BY AN ALASKA

LICENSED CIVIL OR STRUCTURAL ENGINEER.

THE DESIGN OF THE ROOF JOISTS AND JOIST GIRDERS SHALL ACCOMMODATE THE LOADS

NOTED AND MEET OR EXCEED THE FOLLOWING DEFLECTION CRITERIA:

SNOW LOAD DEFLECTION: L/360

TOTAL DEFLECTION: L/240

THE JOIST MANUFACTURER SHALL CONFIRM THE WEIGHT AND LOCATION OF ALL MECHANICAL

EQUIPMENT, SUPPORTS FOR CATWALKS, AND SUPPORTS FOR FOAM GENERATORS. ADD

ADDITIONAL WEB MEMBERS OR INCREASE BOTTOM CHORD SIZES AS REQUIRED FOR THESE

CONCENTRATED LOADS. JOISTS SHALL BE PROVIDED WITH BOTTOM CHORD EXTENSIONS AS

REQUIRED TO ATTACH SUPPORTS.

FOR SPANS 40 FEET OR MORE (EXCEPT FOR STEEL JOISTS OR GIRDERS THAT HAVE BEEN PRE-

ASSEMBLED INTO PANELS), CONNECTIONS OF INDIVUDUAL STEEL JOISTS OR GIRDERS SHALL

BE FABRICATED TO ALLOW FOR FIELD BOLTING DURING ERECTION.

JOIST MANUFACTURER SHALL CALCULATE NET UPLIFT AND DESIGN JOISTS, GIRDERS, AND

BRIDGING PER THE "WIND UPLIFT MAP" AND NOTES ON SHEET S-141.

STEEL GRATING

GRATING SHALL BE GALVANIZED TYPE W-19-4, 1 3/4" X 3/16 OR EQUAL. STEEL SHALL MEET

ASTM A1011 AND HAVE A MINIMUM YIELD STRESS OF 30 KSI.

ALL GRATING PANEL EDGES MUST BE SUPPORTED BY STEEL FRAMING ELEMENTS TO ENSURE

NO DIFFERENTIAL MOVEMENT AT PANEL JOINTS AND EDGES.

GRATING TO BE SECURED TO SUPPORTING STRUCTURE WITH WELDS, WELD LUGS OR SIMILAR

ATTACHMENT PER MNFR.

FIBERGLASS PLANKING

BASIS OF DESIGN IS 2" SAFPLANK SOLID SURFACE FIBERGLASS PLANK SYSTEM OR APPROVED

EQUAL.

STRUT FRAMING

ALL STRUT FRAMING CONSTRUCTION AND DESIGN SHALL CONFORM TO THE AMERICAN IRON

AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL

STRUCTURAL MEMBERS", LATEST EDITION.

FRAMING, PRODUCT NUMBERS AND FITTINGS NOTED HERE-IN ARE PER THE UNISTRUT

GENERAL ENGINEERING MANUAL. PROVIDE ALL CHANNELS, FITTINGS AND FASTENERS FROM A

SINGLE MANUFACTURER. OTHER KNOWN MANUFACTURERS EQUAL TO UNISTRUT ARE B-LINE,

SEASAFE, AND STRUT-TECH.

CHANNEL MEMBERS SHALL BE 1 5/8"X1 5/8", AND FABRICATED FROM 12 GAGE ASTM A1011 SS

GR 33 OR A653 GR 33. FINISH SHALL BE ELECTRO-GALVANIZED UNLESS A MORE DURABLE

FINISH IS SPECIFICALLY INDICATED. THE HOLE PATTERN ON THE BACK OF THE CHANNEL SHALL

BE EITHER UNPIERCED, "HS" OR "T".

ALL FITTINGS SHALL BE FABRICATED FROM EITHER ASTM A575, A576, A36 OR A635 STEEL. USE

1/2" DIAMETER FASTENERS TYPICALLY, UNLESS ANOTHER FASTENER IS SPECIFICALLY

INDICATED. TORQUE ALL FASTENERS TO THE MANUFACTURERS RECOMMENDED TORQUE

VALUES.

STRUCTURAL GENERAL NOTES CONTINUED

A K

AF AL

T S

E O

49 TH

ROBERT J. KORUNA

No. SE 13916

REG IST ER ED PR O F E S S IO N A L ENG IN

EER

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C h c ti o n

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N G

E R

T R

A N

C H

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A G

E A

L A

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C O

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F E

N G

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D a te

S T

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C O

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R A

C T

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C O

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R A

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R e c o m m e n d e d

A p p ro v e d

Reference number:

HGFEDCBA

C E

P O

A -E

N -D

B -M

C E

P O

A -E

N -D

A S

N O

T E

P L O

T T

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US Army Corps of Engineers ® Alaska District

F T

Q W

A F

-1

-0

W K

B -1

-R

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2017/12/20

M C

U s e rs

\j k e n t\ D o c u m e n ts

S T

R U

C T

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rv t

DESIGN COMPLETE S-003

S T

R U

C T

U R

A L G

E N

E R

A L

O T

E S

- 3 A

C R

A F

T W

E A

T H

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S H

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Q D

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B A

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A p p v d

A D

M E

N D

M E

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-0

-2

CX.X

(-X'-XX")

PIER TYPE

FOOTING TYPE

TOP OF FOOTING

ELEVATION

FOUNDATION CALLOUT LEGEND

NOT TO SCALE

SEE S-101 FOR FOOTING…

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