CO FLAP PIT 82(1) Plan set-Vol2.pdf

PLANS FOR PROPOSED

PROJECT MANAGER

Slopes are expressed as RISE:RUN

U.S. CUSTOMARY DIMENSIONS:

Know what'sbelow.

before you dig.Call

R www.call811.com

AND BRIDGES ON FEDERAL HIGHWAY PROJECTS, FP-14"

"STANDARD SPECIFICATIONS FOR CONSTRUCTION OF ROADS

SPECIFICATIONS:

LEAD DESIGNER

Water and Sanitary, Lighting

Grading, Aggregate Base, Asphalt Concrete Pavement, Building, TYPE OF CONSTRUCTION:

J. KNOWLES

Greeley

Sterling

Limon

Pueblo

Walsenburg

Cortez Durango

DENVER

COLORADO

SPRINGS

Steamboat

Springs

GRAND

WYOMING NEBRASKA

OKLAHOMA

NEW MEXICO

UTAH KANSAS

Trinidad

KEY MAP OF COLORADO

INTERSTATE

INTERSTATE

JUNCTION

GunnisonMontrose

PROJECT LOCATION

Project Location

4000'2000'0

Scale in Feet

PITKIN COUNTY, COLORADO

ASPEN

SPRINGS

GLENWOOD

VAIL

INTERSTATE

INTERSTATE

CO FLAP PIT 82(1)

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

BRUSH CREEK PARKING AREA

R io G r a n d e T r a il

B ru s h C re e k T ra il

B ru s h C re e k R o a d

R o a r in g F o r k R iv e r

8.17q8.17qIndex!R2C3:R52C4J:/_Transportation/708879CH_CFL_Brush_Creek/700CADD/Roadway/CADD_Sheets/A-Gen_sht/Sheet_index_new.xls15856266251.000000rtf0.0000000.7000000.7000001.3000001.300000150.00000020.0000000.0000000.00000015.000000DefaultDefault

INDEX TO SHEETS

SHEET DESCRIPTION

S001-S512

E001-E603 ELECTRICAL SHEETS

P201-P901

A1

VOLUME II OF II

SECTION 670 BUILDING PLANS

A000-A601

M101-M901

STRUCTURAL SHEETS

ARCHITECTURAL SHEETS

MECHANICAL SHEETS

PLUMBING SHEETS

D E P

A R T

M

E

NT

OF TRANSPO

R T

A T I O

N

U N

IT

E

D STATES OF

AME

R I C

A

DENVER, COLORADO

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

FOR

PLANS PREPARED BY

RECOMMENDED:

DATE:

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

CHIEF OF ENGINEERING

DATE:

APPROVED:

BY LETTER, DATED XX/XX/XXXX

PITKIN COUNTY PUBLIC WORKS DIRECTOR

JACOBS

INDEX CONTINUES ON A-000

OPTION Y

STATE PROJECT

P

M d e n p w p d p w ic s w o r k in g A a

T it

B C .d g n

U s e r D

E N

P W

P

NUMBER

SHEET

CO FLAP PIT 82(1)

4/14/21

08/04/2022

A. BUILDING AND DESIGN CODES:

1. 2015 INTERNATIONAL BUILDING CODE WITH THE PITKIN COUNTY CODE REQUIREMENTS.

2. AMERICAN SOCIETY OF CIVIL ENGINEERS: ASCE 7-10, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER

STRUCTURES

3. AMERICAN INSTITUTE OF STEEL CONSTRUTION (AISC):

a. AISC 360-10, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

b. AISC 341-10, SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS

4. AMERICAN CONCRETE INSTITUTE: ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

5. STEEL DECK INSTITUTE (SDI):

a. ANSI/RD1.0-10, STANDARD FOR STEEL ROOF DECK

b. SDI-QA/QC-2011, STANDARD FOR QUALITY CONTROL AND QUALITY ASSURANCE FOR INSTALLATION

OF STEEL DECK

6. AMERICAN IRON AND STEEL INSTITUTE (AISI): AISI S100-12, NORTH AMERICAN SPECIFICATION FOR THE DESIGN

OF COLD-FORMED STEEL STRUCTURAL MEMBERS, 2012

B. DESIGN LOADS:

1. FLOOR LEVEL

LIVE LOAD 60 PSF

DEAD LOAD SLAB WT + 10 PSF

2. ROOF LEVEL

LIVE LOAD 20 PSF

SNOW LOAD SEE BELOW

DEAD LOAD ROOF WT + 25 PSF

PV PANELS & RACKING 10 PSF

3. WIND LOADS:

ULTIMATE DESIGN WIND SPEED (3 SECOND GUST) Vult = 115 MPH

SURFACE ROUGHNESS CATEGORY C

ENCLOSURE CLASSIFICATION ENCLOSED

INTERNAL PRESSURE COEFFICIENT CGpi = ± 0.18

MASS DENSITY OF AIR 0.002378 SLUG/FT³

4. SNOW LOADS:

GROUND SNOW LOAD Pg = 69 PSF FLAT ROOF SNOW LOAD Pf = 53 PSF IMPORTANCE FACTOR Is = 1.0 EXPOSURE Ce = 0.9 THERMAL FACTOR Ct = 1.0

FROST DEPTH 36"

5. SEISMIC LOADS:

BUILDING RISK CATEGORY II

SITE CLASS D

MAPPED SPECTRAL RESPONSE ACCELERATIONS:

AT SHORT PERIODS SS = 0.431g AT PERIOD OF 1 SECOND S1 = 0.087g

DESIGN SPECTRAL RESPONSE ACCELERATIONS:

AT SHORT PERIODS SDS = 0.418g AT PERIOD OF 1 SECOND SD1 = 0.140g

SEISMIC DESIGN CATEGORY C

SEISMIC FORCE RESISTING SYSTEM STEEL SYSTEMS NOT SPECIFICALLY

DETAILED FOR SEISMIC RESISTANCE

RESPONSE MODIFICATION FACTOR R = 3

SEISMIC IMPORTANCE FACTOR Ie = 1.00

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE (ELF)

SEISMIC RESPONSE COEFFICIENT Cs = 0.1395

C. GENERAL REQUIREMENTS:

1. SPECIFICATIONS ARE PART OF THE CONSTRUCTION DOCUMENTS AND MUST BE USED IN CONJUNCTION WITH

THE DRAWINGS.

2. VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TO BEGINNING WORK OR FABRICATING MATERIALS.

NOTIFY A/E OF DISCREPANCIES BEFORE PROCEEDING WITH ANY PHASE OF WORK.

3. VERIFY THE LOCATION OF CHASES, INSERTS, OPENINGS, SLEEVES, FINISHES, DEPRESSIONS, PADS, AND WALL

OPENINGS.

4. DO NOT SCALE DRAWINGS FOR THE PURPOSE OF ESTABLISHING DIMENSIONS.

5. DETAILS LABELED "TYPICAL DETAILS" ON DRAWINGS APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY DETAILED. SUCH DETAILS APPLY WHETHER OR NOT

DETAILS ARE REFERENCED AT EACH LOCATION. NOTIFY ENGINEER OF CONFLICTS REGARDING

APPLICABILITY OF "TYPICAL DETAILS".

6. DO NOT STORE OR STACK CONSTRUCTION MATERIALS ON POURED OR ERECTED FLOORS/ROOFS IN EXCESS OF 80 PERCENT OF LIVE LOAD. GENERAL CONTRACTOR WILL ENSURE THAT ALL SUB-CONTRACTORS ARE INFORMED OF LOADING RESTRICTIONS. AVOID IMPACT WHEN PLACING MATERIALS ON POURED OR ERECTED FLOORS OR

ROOF.

7. THE CONTRACT STRUCTURAL DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION. PROVIDE ALL MEASURES REQUIRED TO PROTECT THE STRUCTURE, WORKMEN, AND OTHER PERSONS DURING CONSTRUCTION; INCLUDING BRACING, SHORING FOR CONSTRUCTION EQUIPMENT, SHORING FOR THE BUILDING, FORMS AND SCAFFOLDING, SHORING

OF RETAINING WALLS AND OTHER TEMPORARY SUPPORTS AS REQUIRED.

8. PRINCIPAL OPENINGS THROUGH THE FRAMING ARE SHOWN ON DRAWINGS. EXAMINE THE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR THE REQUIRED OPENINGS AND PROVIDE FOR REQUIRED OPENINGS WHETHER SHOWN ON THE STRUCTURAL DRAWINGS OR NOT. VERIFY SIZE AND LOCATION OF OPENINGS WITH THE MECHANICAL CONTRACTOR. DEVIATIONS FROM THE OPENINGS SHOWN ON THE STRUCTURAL DRAWINGS MUST

BE APPROVED PRIOR TO IMPLEMENTING THE CHANGES.

9. DO NOT CUT OR DRILL THROUGH EXISTING REINFORCING . X-RAY TO LOCATE REINFORCING AT LOCATIONS REQUIRING CUTTING OR CORING PRIOR TO START OF CONSTRUCTION. SUBMIT REINFORCEMENT LOCATION IN

CONFLICT WITH DRAWINGS FOR A/E REVIEW.

GENERAL NOTES

A. PROVIDE CONCRETE AS SHOWN. PROVIDE BATCH MIXING, TRANSPORTATION, PLACING AND CURING OF CONCRETE IN ACCORDANCE WITH RECOMMENDATIONS OF ACI 301, ACI 318 AND ASTM C94. USE TYPE I / II PORTLAND CEMENT UNLESS OTHERWISE NOTED. PROVIDE ADMIXTURES AND SPECIAL REQUIREMENTS AS

SPECIFIED. SEE CONCRETE MIX DESIGN SCHEDULE.

B. UNLESS SPECIFIED BELOW, CONCRETE MUST REACH THE FOLLOWING PERCENTAGES OF ITS 28 DAY COMPRESSIVE STRENGTH (F'c) BEFORE FORMS MAY BE REMOVED:

1. GRADE BEAM SIDES - 40 PERCENT

C. PROVIDE CONCRETE MIXES DESIGNED BY A QUALIFIED TESTING LABORATORY FOR REVIEW AND APPROVAL BY THE

STRUCTURAL ENGINEER.

D. PROVIDE CONSTRUCTION AND CONTROL JOINTS AS INDICATED ON DRAWINGS. HORIZONTAL CONSTRUCTION JOINTS ARE NOT ALLOWED UNLESS SPECIFICALLY NOTED OR APPROVED BY STRUCTURAL ENGINEER. NOTIFY STRUCTURAL ENGINEER OF PROPOSED CONSTRUCTION JOINT OR CONTROL JOINT LOCATIONS WHICH ARE

DIFFERENT OR IN ADDITION TO JOINTS INDICATED ON DRAWINGS.

E. CHAMFER EXPOSED EDGES 3/4 INCH UNLESS OTHERWISE NOTED.

F. WIRE BRUSH AND CLEAN CONSTRUCTION JOINTS PRIOR TO POURING NEW CONCRETE.

G. REFERENCE THE APPROPRIATE DISCIPLINE'S DRAWINGS FOR SUB SLAB PIPING, FLOOR DRAINS, AND SLAB AND

WALL PENETRATIONS.

H. FOR PIPE INSTALLED HORIZONTALLY WITHIN SLAB, PROVIDE MAXIMUM OUTSIDE DIAMETER OF 30 PERCENT OF THE SLAB THICKNESS. PLACE CONDUIT OR PIPE BETWEEN THE TOP AND BOTTOM LAYERS OF REINFORCEMENT WITHIN THE CENTER THIRD OF THE SLAB. DO NOT SPACE CONDUITS OR PIPES CLOSER THAN THREE DIAMETERS OR

WIDTHS ON CENTER.

I. PROVIDE DETAILING, FABRICATION, AND INSTALLATION OF REINFORCING AND ACCESSORIES IN ACCORDANCE

WITH ACI 315 AND ACI 318.

J. PROVIDE NEW BILLET STEEL REINFORCING BARS IN ACCORDANCE WITH ASTM A615, GRADE 60.

K. PROVIDE WELDED WIRE FABRIC IN ACCORDANCE WITH ASTM A185. LAP WELDED WIRE FABRIC TWO FULL MESH PANELS AND TIE SECURELY. PLACE WELDED WIRE FABRIC IN THE UPPER ONE-THIRD OF SLAB THICKNESS. WELDED WIRE FABRIC SHOULD BE DISCONTINUED AT ANY JOINTS. CONTRACTOR MUST ATTEND CLOSELY TO ESTABLISHING AND MAINTAINING ADEQUATE SUPPORT OF THE WELDED WIRE FABRIC REINFORCEMENT DURING THE CONCRETE PLACING OPERATIONS. WELDED WIRE FABRIC REINFORCEMENT SHOULD NOT BE LAID ON THE GROUND AND "PULLED UP" AFTER THE CONCRETE HAS BEEN PLACED, NOR SHOULD THE MATS BE "WALKED ON" AFTER PLACING THE CONCRETE. PROPER SUPPORT BAR SPACING MUST BE PROVIDED FOR THE WELDED WIRE FABRIC

REINFORCEMENT.

L. PROVIDE ANCHOR RODS CONFORMING TO THE STANDARDS OF ASTM F1554 GRADE 36 UNLESS OTHERWISE

NOTED.

M. COORDINATE PLACEMENT OF CAST-IN-PLACE EMBEDS AND ANCHOR RODS. SET ANCHOR RODS WITH A TEMPLATE.

SECURELY ATTACH EMBED ITEMS TO FORMWORK OR REINFORCING.

N. PROVIDE CLASS "B" REINFORCEMENT SPLICES FOR CONTINUOUS REINFORCEMENT. PROVIDE STANDARD 90- DEGREE HOOKS IN ACCORDANCE WITH ACI 318. STAGGER SPLICES UNLESS SPECIFICALLY NOTED OTHERWISE.

O. MAINTAIN THE FOLLOWING CONCRETE COVERAGE FOR REINFORCING STEEL UNLESS OTHERWISE NOTED:

1. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH - 3 INCHES

2. CONCRETE EXPOSED TO EARTH OR WEATHER

a. NO. 6 AND LARGER - 2 INCHES

b. NO. 5 AND SMALLER - 1-1/2 INCHES

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

a. SLABS AND WALLS

- NO. 14 AND NO. 18 - 1-1/2 INCHES

- NO. 11 AND SMALLER - 3/4 INCH

b. BEAM STIRRUPS AND COLUMN TIES - 1-1/2 INCHES

P. DO NOT WELD OR BEND REINFORCEMENT IN THE FIELD UNLESS SPECIFICALLY SHOWN OR APPROVED BY

STRUCTURAL ENGINEER.

Q. WHEN SPECIFICALLY APPROVED, PROVIDE WELDED REINFORCEMENT IN ACCORDANCE WITH ASTM A 706. USE LOW HYDROGEN ELECTRODES FOR WELDING OF REINFORCEMENT IN CONFORMANCE WITH "STRUCTURAL WELDING

CODE - REINFORCING STEEL", AMERICAN WELDING SOCIETY, AWS D1.4.

R. WHERE REQUIRED, PROVIDE DOWELS TO MATCH SIZE AND SPACING OF MAIN REINFORCING.

S. PROVIDE CONTINUOUS HORIZONTAL WALL REINFORCEMENT WITH 90-DEGREE BENDS AND EXTENSIONS AT

CORNERS AND INTERSECTIONS AS SHOWN ON TYPICAL BAR PLACING DETAILS.

T. PROVIDE BAR SUPPORT ACCESSORIES IN ACCORDANCE WITH THE LATEST ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES. SUPPORT BEAM REINFORCING ON BEAM BOLSTERS

SPACED NOT MORE THAN 4 FEET ON CENTER.

U. REFER TO SPECIFICAITON SECTION 033000 3.9.D.1.a FOR FLOOR FLATNESS AND FLOOR LEVELNESS TOLERANCES.

CONCRETE NOTES

CONCRETE MIX DESIGN SCHEDULE

MIX DESCRIPTION

DAY

F'c

SLUMP

(±1")

MAXIMUM

WATER/CEMENT

RATIO

AIR

ENTRAINMENT

CEMENT TYPE FINISH CURING METHOD NOTES

FOOTINGS & STEM WALLS 4000 PSI 4" 0.40 20% 5-8% FORMED FORMED

2 4000 PSI 4" 0.45 20% 0-3% I/II TROWELINTERIOR SLAB ON GRADE

NOTES:

1. MAXIMUM AGGREGATE SIZE 3/4".

2. VERIFY SLAB FINISH WITH FLOOR FINISHES. SLAB FINISH MUST MEET SPECIFICATIONS OF FLOORING MANUFACTURER.

3. FINISH TO BE VERIFIED WITH MOCK-UP PRIOR TO CONSTRUCTION.

4. MAXIMUM AGGREGATE SIZE 3/8" FOR 5" THICK SLABS.

5. VERIFY SLAB FINISH WITH WATERPROOFING MANUFACTURER. SLAB FINISH MUST MEET SPECIFICATIONS OF WATERPROOFING MANUFACTURER.

6. CONCRETE TO CONTAIN CORROSION INHIBITING ADMIXTURE.

NOTE 6

MOIST OR MOISTURE

RETAINED (WINTER)

FLY ASH % OF

CEMENTITIOUS

BY WEIGHT

I/II NOTE 6NOTE 6

A. FOUNDATION DESIGN IS BASED UPON THE GEOTECHNICAL ENGINEERING REPORT PREPARED BY SHANNON &

WILSON (REPORT NUMBER 23-1-01458-060 DATED MARCH 24, 2020).

B. SUBGRADE PREPARATION FOR GROUND SUPPORTED SLABS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH

THE CORRESPONDING DETAILS AND DRAWINGS.

C. ALL FOUNDATION BEARING SURFACES SHALL BE OBSERVED BY A GEOTECHNICAL ENGINEER, OR DESIGNEE, TO VERIFY CONFORMANCE WITH THE CONTRACT DOCUMENTS AND GEOTECHNICAL ENGINEERING REPORT. THE

OBSERVATION SHALL BE MADE PRIOR TO PLACEMENT OF FORMS AND REINFORCING STEEL.

D. WALLS SHOWN RESTRAINED AT THE TOP SHALL NOT BE BACKFILLED UNTIL THE STRUCTURE PROVIDING RESTRAINT IS IN PLACE AND HAS ATTAINED DESIGN STRENGTH. THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY WALL BRACING WHEN BACKFILLING OCCURS PRIOR TO CONSTRUCTION OF THE TO RESTRAINT. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH 48 HOUR MINIMUM NOTIFICATION PRIOR TO PROCEEDING

WITH RELATED WORK.

E. SOIL ULTIMATE DESIGN PARAMETERS:

1. ALLOWABLE BEARING PRESSURE = 4,500 PSF

2. PASSIVE SOIL RESISTANCE = 275 PCF

3. COEFFICIENT OF FRICTION = 0.44

FOUNDATION NOTES

STATE

CO

PROJECT

FLAP PIT 82(1)

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

S-001

GENERAL NOTES

NO. PURPOSE DATE

0 100% DESIGN 08/11/21

51254

C O

LO

RA

DO REGIST ERED

P R O

F ESS IONA L EN

G I N

E E R

L E E B

A

RR

Y MA G

G E R T

8/10/2021

A. ALL DELEGATED ENGINEERING SUBMITTALS REQUIRE CONTRACTOR TO ENGAGE A QUALIFIED

PROFESSIONAL ENGINEER TO PROVIDE SIGNED AND SEALED PLANS AND CALCULATIONS TO STRUCTURAL

ENGINEER OF RECORD FOR REVIEW PRIOR TO THE START OF FABRICATION OF THE SYSTEM OR

COMPONENT PART AND PRIOR TO ANY FIELD CONSTRUCTION THAT MAY BE AFFECTED BY THE SYSTEM OF

COMPONENT PART.

B. LIGHT POLES AND BASES MUST BE DESIGNED FOR COMPLIANCE WITH GOVERNING BUILDING CODE.

CALCULATIONS SHALL BE SUBMITTED FOR REVIEW AND MUST BE SIGNED AND SEALED BY AN ENGINEER

REGISTERED IN THE STATE OF COLORADO.

C. GLAZING MUST BE DESIGNED FOR COMPLIANCE WITH GOVERNING BUILDING CODE. CALCULATIONS SHALL BE SUBMITTED FOR REVIEW AND MUST BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OF

COLORADO.

D. HANDRAILS MUST BE DESIGNED FOR COMPLIANCE WITH GOVERNING BUILDING CODE. CALCULATIONS SHALL BE SUBMITTED FOR REVIEW AND MUST BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE

OF COLORADO.

E. COLD-FORMED STEEL FRAMING, INCLUDING BUT NOT LIMITED TO: WALLS, FASCIAS, CEILING, AND SOFFITS

SHALL BE DESIGNED BY A SPECIALTY ENGINEER. SHOP DRAWINGS SHALL BE SUBMITTED FOR

REVIEW AND MUST BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OF

COLORADO.

F. STEEL CONNECTION DESIGNS NOT DETAILED ON DRAWINGS INCLUDING SIMPLE-SHEAR, MOMENT, AND BRACE CONNECTIONS SHALL BE DESIGNED BY A LICENCED PROFESSIONAL ENGINEER WORKING FOR THE FABRICATOR PER AISC 303-10 3.1.2(3). DESIGN CALCULATIONS TO BE SEALED BY FABRICATOR'S REGISTERED PROFESSIONAL ENGINEER. SHOP DRAWINGS SUBMITTED WITHOUT COMPLETE DESIGN CALCULATIONS WILL REJECTED WITHOUT REVIEW. WHERE PREDESIGNED CONNECTIONS ARE TAKEN DIRECTLY FROM TABLES IN AISC MANUAL, CALCULATIONS NEED NOT BE SUBMITTED PROVIDED JOB DESIGN CONDITIONS PRECISELY

MATCH THOSE ASSUMED IN THE AISC MANUAL.

SPECIALTY ENGINEERING REQUIREMENTS NOTES

A. PROVIDE STRUCTURAL STEEL OF THE FOLLOWING ASTM DESIGNATIONS UNLESS OTHERWISE NOTED:

1. STRUCTURAL STEEL WIDE FLANGE AND WT SHAPES - ASTM A992.

2. STRUCTURAL STEEL STANDARD SHAPES, CHANNELS AND ANGLES - ASTM A36.

3. EDGE ANGLES, BENT PLATES, HANGER AND BRACES - ASTM A36.

4. STRUCTURAL PIPE - ASTM A53, GRADE B.

5. STRUCTURAL TUBING (SQUARE OR RECTANGULAR) - ASTM A500, GRADE B.

6. BASE PLATES AND MISCELLANEOUS STEEL PLATES - ASTM A570 Gr.50.

7. CONNECTION MATERIALS:

a. ALL CONNECTION MATERIALS, EXCEPT AS OTHERWISE NOTED HEREIN OR IN THE

DRAWINGS, INCLUDING BEARING PLATES, GUSSET PLATES, STIFFENER PLATES, ANGLES,

ETC. - ASTM A36.

8. HIGH STRENGTH BOLTS - ASTM A325, A490 OR ASTM F1852 (FULLY TENSIONED).

9. HARDENED STEEL WASHERS - ASTM F436.

10. HEAVY HEX NUTS - ASTM A563.

B. WELD MINIMUM SIZE AND STRENGTH

1. PROVIDE MINIMUM SIZE OF FILLET WELDS AS SPECIFIED IN TABLE J2.4 OF THE AISC MANUAL.

2. PROVIDE MINIMUM EFFECTIVE THROAT THICKNESS OF PARTIAL PENETRATION GROOVE WELDS

AS SPECIFIED IN TABLE J2.3 OF THE AISC MANUAL.

3. DEVELOP THE FULL TENSILE STRENGTH OF THE MEMBER ELEMENT JOINED ON ALL SHOP AND

FIELD WELDS UNLESS OTHERWISE NOTED ON THE DRAWINGS.

4. PROVIDE ELECTRODES FOR FIELD OR SHOP WELDING THAT CONFORM TO AWS D1.1 CLASS

E70XX.

C. PROVIDE MINIMUM OF TWO BOLTS PER CONNECTION. MINIMUM BOLT DIAMETER TO BE 3/4 INCH.

D. PROVIDE BOLTS, NUTS AND WASHERS THAT ARE HOT DIP GALVANIZED ACCORDING TO ASTM A153, CLASS C WHEN USED TO CONNECT STEEL ELEMENTS THAT ARE HOT DIP GALVANIZED AFTER

FABRICATION.

E. PROVIDE SIMPLE SHEAR CONNECTIONS FOR STEEL CONNECTIONS NOT OTHERWISE SPECIFIED UTILIZING HIGH STRENGTH BEARING BOLTS IN SINGLE OR DOUBLE SHEAR. PROVIDE DOUBLE ANGLE OR SINGLE PLATE SHEAR TAB BOLTED CONNECTIONS. REFER TO PLANS FOR FACTORED BEAM REACTIONS

FOR CONNECTION DESIGN.

F. STEEL FABRICATION

1. FABRICATE AND ASSEMBLE STRUCTURAL MEMBERS/ASSEMBLIES IN SHOP TO GREATEST

EXTENT POSSIBLE.

2. FABRICATOR SHALL BE RESPONSIBLE FOR ALL ERRORS OF DETAILING ON THE SHOP DRAWINGS, ERRORS IN FABRICATION, AND THE CORRECT FITTING OF STRUCTURAL STEEL MEMBERS.

G. CONFORM TO THE AISC CODE OF STANDARD PRACTICE, FOR ERECTION TOLERANCES. FIELD

MODIFICATION TO STRUCTURAL STEEL IS PROHIBITED WITHOUT PRIOR APPROVAL BY THE A/E.

H. CLEAN STEEL OF RUST, LOOSE MILL SCALE AND OTHER FOREIGN MATERIALS WHERE REQUIRED FOR

FABRICATION, FITTING UP, OR WELDING.

I. DO NOT CUT STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADES WITHOUT PRIOR

REVIEW AND APPROVAL BY THE A/E.

J. AFTER FABRICATION, HOT DIP GALVANIZE STRUCTURAL STEEL AND THEIR CONNECTIONS

PERMANENTLY EXPOSED TO THE OUTSIDE. SUCH ITEMS INCLUDE BUT ARE NOT LIMITED TO:

1. SHELF ANGLES AND STEEL LEDGERS

2. SCREEN WALL SUPPORTING MEMBERS

3. BENCH SUPPORT STEEL

4. BUILDING CLADDING SUPPORT STEEL.

STRUCTURAL STEEL NOTES

K. EXAMINE THE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR OTHER ITEMS THAT REQUIRE HOT

DIPPED GALVANIZATION.

L. PROVIDE NON-SHRINK/NON-METALLIC GROUT FOR BASE PLATES WITH MINIMUM 28 DAY COMPRESSIVE

STRENGTH OF 5000 PSI.

M. FURNISH STEEL SHOP DRAWINGS FOR ARCHITECT'S AND STRUCTURAL ENGINEER'S REVIEW PRIOR TO

FABRICATION. INCLUDE WELDING PROCEDURES, TESTING PROGRAMS FOR WELDING AND HIGH

STRENGTH BOLTING, COATING MATERIAL, AND ERECTION SEQUENCE ON SHOP DRAWINGS.

N. MILL STEEL COLUMN ENDS TO FIT FLUSH WITH BASE PLATE, CAP PLATE, AND END PLATES. FIELD

ASSEMBLY OF THESE STEEL ELEMENTS TO THE COLUMNS IS PROHIBITED.

O. PROVIDE TEMPORARY SHORING OR BRACING DURING CONSTRUCTION PHASE PRIOR TO COMPLETING

CONNECTIONS.

A. PROVIDE DESIGN, FABRICATION, AND ERECTION OF METAL DECK CONFORMING TO THE STEEL DECK

INSTITUTE'S "CODE OF STANDARD PRACTICE".

B. FORM ROOF DECK FROM STEEL SHEETS CONFORMING A653 OR HIGHER SPECIFICATIONS WITH A MINIMUM

YIELD STRENGTH OF 33 KSI.

C. ATTACH SHEETS TO STEEL SUPPORT MEMBERS AS INDICATED AND IN ACCORDANCE WITH THE

MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION.

D. LAP ROOF DECK ENDS MINIMUM OF 2 INCHES. WHEN FASTENING DECK TO SUPPORT MEMBERS, PROVIDE

WELDING MATERIALS INSTALLATION PROCEDURES TO PREVENT BURNING OF HOLES IN DECK.

E. PROVIDE 6 INCH CLOSURE STRIP WHERE CHANGES IN DECK DIRECTION OCCUR. CLOSURE TO BE SAME

GAGE AS DECK.

F. AT ENDS OF DECKS OR WHERE CHANGES OF DECK DIRECTION OCCUR, FASTEN TO SUPPORTS AT EACH

FLUTE. PROVIDE ADEQUATE CLOSURES AND FASTENERS TO SIDES AT 18 INCHES ON CENTER.

G. WHERE PARTIAL PANELS MAY BE REQUIRED TO COMPLETE DECK INSTALLATION AT PERIMETER OF STRUCTURE, PROVIDE WELDS IN EACH FLUTE TO STRUCTURAL MEMBERS. INSTALL DECK IN THREE SPAN

LENGTHS WHEREVER POSSIBLE.

H. METAL ROOF DECK:

1. SEE ROOF FRAMING PLAN NOTES FOR METAL ROOF DECK AND ITS ATTACHMENT.

METAL DECK NOTES

A. RE: SPECIFICATIONS FOR FIREPROOFING ASSEMBLIES, MATERIALS AND PROCEDURES.

FIRE-RESISTANCE RATING REQUIREMENTS TO COMPLY WITH ICC.

B. ALL STRUCTURAL ROOF FRAMING BEAMS AND JOISTS REQUIRING FIREPROOFING SHALL BE CONSIDERED

UNRESTRAINED.

C. ALL STRUCTURAL COLUMNS AND ALL STRUCTURAL MEMBERS INCLUDING BEAMS, GIRDERS AND LATERAL

BRACING CONNECTED TO STRUCTURAL COLUMNS SHALL BE CONSIDERED PRIMARY.

D. ALL MISCELLANEOUS STRUCTURAL MEMBERS SUCH AS FLOOR EDGE BRACING AND THE LIKE WHICH

SUPPORT FLOOR OR ROOF LOADS SHALL BE FIREPROOFED PER SECONDARY MEMBER CRITERIA.

FIREPROOFING NOTES

INSPECTION AND TESTS OF CONCRETE CONSTRUCTION

1. INSPECTION OF REINFORCING STEEL AND PLACEMENT. PERIODIC

CONTINUOUS

VERIFICATION AND INSPECTION TASK INSPECTION FREQUENCY

2. REINFORCING BAR WELDING.

a. VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706

c. INSPECT ALL OTHER WELDS.

4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS

a. ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED TENSIONS LOADS.

b. MECHANICAL AND ADHESIVE ANCHORS NOT DEFINED IN 4a

5. VERIFY USE OF REQUIRED MIX DESIGN.

PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURES OF

THE CONCRETE

7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUE.

8. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.

PERIODIC

b. INSPECT SINGLE PASS FILLET WELDS LESS THAN 5/16". PERIODIC

CONTINUOUS

PERIODIC

PERIODIC

CONTINUOUS

6.

CONTINUOUS

PERIODIC

INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE

MEMBER BEING FORMED.

9.

PERIODIC

INSPECTION AND TESTING FOR INSTALLATION OF STEEL DECK

SPECIAL INSPECTION AND TESTING FOR THE INSTALLATION OF STEEL DECK SHALL

BE IN ACCORDANCE WITH QUALITY CONTROL AND QUALITY ASSURANCE PLAN

REQUIREMENTS OF APPENDIX 1 - TABLES OF INSPECTION OR EXECUTION TASKS.

VERIFICATION AND INSPECTION TASK REFERENCED CRITERIA

SEE STEEL DECK INSTITUTE - 2011

STANDARD FOR QUALITY CONTROL

AND QUALITY ASSURANCE FOR

INSTALLATION OF STEEL DECK.

1.

STRUCTURAL STEEL, BOLTING, AND WELDING SPECIAL INSPECTION

SPECIAL INSPECTION OF STRUCTURAL STEEL, BOLTING, AND WELDING SHALL BE IN

ACCORDANCE WITH QUALITY CONTROL AND QUALITY ASSURANCE PLAN

REQUIREMENTS OF AISC 360-10 (CHAPTER N).

VERIFICATION AND INSPECTION TASK REFERENCED CRITERIA

SPECIAL INSPECTION OF STRUCTURAL STEEL, BOLTING, AND WELDING FOR THE

SEISMIC RESISTING SYSTEM STEEL SHALL BE IN ACCORDANCE WITH QUALITY

CONTROL AND QUALITY ASSURANCE PLAN REQUIREMENTS OF AISC 341-10

(CHAPTER J).

1.

2.

SEE AISC 360-10 FOR

ADDITIONAL AND MORE SPECIFIC

INSPECTION REQUIREMENTS.

SEE AISC 341-10 FOR

ADDITIONAL AND MORE SPECIFIC

INSPECTION REQUIREMENTS.

3. INSPECT ANCHORS CAST IN CONCRETE PERIODIC

A. ALL COLD-FORMED STEEL FRAMING SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH

MANUFACTURER'S RECOMMENDATIONS AND IN ACCORDANCE WITH THE LATEST EDITION OF THE

"SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS" BY THE AMERICAN

IRON AND STEEL INSTITUTE (AISI).

B. GALVANIZED 12, 14 AND 16 GAGE STUDS SHALL CONFORM TO ASTM A446 GRADE D WITH A MINIMUM

YIELD STRENGTH OF 50,000 PSI.

C. GALVANIZED 18 AND 20 GAGE STUDS AND ALL GALVANIZED TRACK, BRACING AND ACCESSORIES SHALL

CONFORM TO ASTM A446 GRADE A WITH A MINIMUM YIELD STRENGTH OF 33,000 PSI.

D. ALL COLD-FORMED STEEL SHALL BE GALVANIZED PER ASTM A525, G60.

E. STEEL STUD CONSTRUCTION FOR NON-BEARING PARTITION WALL SYSTEMS SHALL HAVE VERTICAL SLIP CONNECTIONS. DO NOT ATTACH THE STUDS TO THE STRUCTURE IN ANY WAY THAT WOULD PREVENT

THE STRUCTURE FROM DEFLECTING UNDER SUPERIMPOSED LOADS.

F. ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN LIGHT-GAGE STEEL FRAMING

WORK.

COLD-FORMED STEEL FRAMING

A. EXTERIOR WALL SHEATHING SHALL BE APA RATED 7/16" OSB OR 15/32" PLYWOOD, EXPOSURE I WITH A 32/16 SPAN

RATING.

B. ATTACH SHEATHING TO COLD-FORMED METAL STUDS WITH #8 TEK SCREWS AT 6" OC ALONG PANEL EDGES AND

12" OC IN THE FIELD.

C. SHEATHING THICKNESS AND ATTACHMENT ARE MINIMUMS AND MAY BE INCREASED.

D. SHEATHING SHALL BE PLACED WITH THE 8'-0" DIMENSION PARALLEL TO STUDS FOR WALL FRAMING, STAGGER JOINTS IN ALL SHEATHING. PANEL END JOINTS SHALL OCCUR CENTERED ON A STUD. ALL SHEATHING ENDS &

EDGES SHALL HAVE A MINIMUM 1/16" AND MAXIMUM 1/8" GAP.

SHEATHING NOTES

STATE

CO

PROJECT

FLAP PIT 82(1)

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

S-002

GENERAL NOTES

NO. PURPOSE DATE

0 100% DESIGN 08/11/21

51254

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G I N

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L E E B

A

RR

Y MA G

G E R

G

F

E

D

P

O

N

W

V

U

C

B

ABBREVIATIONS

A M

L

K

J

I

T

S

H

R

X

(ALL ABBREVIATIONS/SYMBOLS SHOWN ARE NOT

NECESSARILY USED ON THE DRAWINGS)

A/E

AB

ACI

ADDL

ADJ

AFF

AISC

APPROX

ARCH

ARCH'T

ASCE

ASTM

ARCHITECT/ENGINEER

ANCHOR BOLT

AMERICAN CONCRETE INSTITUTE

ADDITIONAL

ADJACENT

ABOVE FINISH FLOOR

AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

APPROXIMATE (-LY)

ARCHITECTURAL

ARCHITECT

AMERICAN SOCIETY OF CIVIL

ENGINEERS

AMERICAN SOCIETY FOR

TESTING AND MATERIALS

BB

BC

BL

BACK TO BACK

BOTTOM CHORD

BASE LINE

BUILDING

BEAM

BOTTOM

BASE PLATE

BEARING

BRACKET

BOTH SIDES

BASEMENT

BEVELED

BOTH WAYS

C

CG

CGC

CGS

CJ

CL

CLR

CMU

COE

COL

CONC

CONST

CONT

CONX

COR

COMPRESSION, CHANNEL

SHAPE

CENTER OF GRAVITY

CENTER OF GRAVITY OF CONCRETE

CENTER OF GRAVITY OF STEEL

CONSTRUCTION JOINT

CENTERLINE

CLEAR, CLEARANCE

CONCRETE MASONRY UNIT

CORPS OF ENGINEER'S

COLUMN

CONCRETE

CONSTRUCTION

CONTINUOUS OR CONTINUED

CONNECTION

CONTRACTING OFFICER'S

REPRESENTATIVE

D

DETL

DIA

DIAG

DIM

DL

DN

DP

DWG

DWL

DEPTH

DETAIL

DIAMETER

DIAGONAL

DIMENSION

DEAD LOAD

DOWN

DAMP PROOFING

DRAWING (-S)

DOWEL

E

EA

EF

EJ

ELEC

ELEV, EL

EQ

EQUIP

EW

EXIST

EXP

EXT

EAST

EACH

EACH FACE

EXPANSION JOINT

ELECTRICAL

ELEVATION

EQUAL

EQUIPMENT

EACH WAY

EXISTING

EXPANSION

EXTERIOR

FAB

FD

FDN

FF

FIN

FLR

FS

FT

FTG

FABRICATION

FLOOR DRAIN

FOUNDATION

FINISH FLOOR

FINISH (-ED)

FLOOR

FAR SIDE

FOOT/FEET

FOOTING

XFMR TRANSFORMER

GA

GALV

GB

GAGE OR GAUGE

GALVANIZED

GRADE BEAM

HORIZ

HP

HS

HSS

HT

HORIZONTAL

HIGH POINT

HEADED STUD

HOLLOW STRUCTURAL

SECTION

HEIGHT

ID

IN

INT

INSIDE DIAMETER

INCH (-ES)

INTERIOR

JST

JT

JOIST

JOINT

K

KO

KIPS (1000 LBS)

KNOCKOUT

L

LB,#

LD

LDG

LH

LL

LLH

LLV

LONG

LP

LW

LWC

ANGLE SHAPE

POUND

DEVELOPMENT LENGTH

LANDING

LEFT HAND

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LONGITUDINAL

LOW POINT

LONG WAY

LIGHTWEIGHT CONCRETE

MAS

MATL

MAX

MC

MECH

MEP

MEZZ

MFR

MID

MIN

MISC

MS

MT

MTL

MASONRY

MATERIAL

MAXIMUM

MISCELLANEOUS CHANNEL

SHAPE

MECHANICAL

MECHANICAL, ELECTRICAL,

PLUMBING

MEZZANINE

MANUFACTURE (-R)

MIDDLE

MINIMUM

MISCELLANEOUS

MIDDLE STRIP

STRUCTURAL TEE CUT

FROM MISC STEEL

METAL

N/A

NF

NIC

NO

NOM

NS

NTS

NOT APPLICABLE

NEAR FACE

NOT IN CONTRACT

NUMBER

NOMINAL

NEAR SIDE

NOT TO SCALE

OA

OC

OD

OF

OPNG

OPP

OPP HND, OH

OPT

OVS

OVERALL

ON CENTER

OUTSIDE DIAMETER

OUTSIDE FACE

OPENING (-S)

OPPOSITE

OPPOSITE HAND

OPTIONAL

OVERSIZE

PC

PERP

PG

PL

PLUMB

PREFAB

PRELIM

PRMLD

PROJ

PSTG

P/T

PT

PVC

PVT

PRECAST CONCRETE

PERPENDICULAR

PLATE GIRDER

PLATE

PLUMBING

PREFABRICATED

PRELIMINARY

PREMOLDED

PROJECTION

PRESTRESSED GIRDER

POST-TENSION (-ED, -ING)

POINT

POLYVINYL CHLORIDE

PAVEMENT

R

RAD

RD

RE:

REINF

REM

REQD

REV

RH

RJ

RND

RO

RW

RIGHT, RISER

RADIUS

ROOF DRAIN

REFER TO

REINFORCING (-ED,-MENT)

REMAINDER

REQUIRED

REVISION

RIGHT HAND

RUSTICATION JOINT

ROUND

ROUGH OPENING

RETAINING WALL

S

SC

SCHED

SDI

SECT

SHT

SIM

SJ

SJI

SL

SPA

SPEC

SPL

SQ

SS

STD

STIFF

STIR

STL

STR

STRUCT

SW

SYM

SOUTH, STANDARD SHAPE

SHEAR CONNECTORS,

SLIP CRITICAL

SCHEDULE(D)

STEEL DECK INSTITUTE

SECTION

SHEET

SIMILAR

SAW JOINT

STEEL JOIST INSTITUTE

SLOPE

SPACE

SPECIFICATION(S)

SPECIAL

SQUARE

STAINLESS STEEL

STANDARD

STIFFENER

STIRRUP

STEEL

STRUCTURAL

STRUCTURE

SHEAR WALL

SYMMETRICAL

UNLESS OTHERWISE NOTEDUON

VERT VERTICAL

W

WB

w/ w/o

WP

WPJ

WT

WWF

WWM

WEST, WIDTH, WIDE FLANGE

WIND BRACE

WITH

WITHOUT

WORK POINT

WEAKENED PLANE JOINT

WEIGHT, STRUCTURAL TEE

CUT FROM WIDE FLANGE BEAM

WELDED WIRE FABRIC

WELDED WIRE MESH

T TOP, TENSION

T.O. TOP OF

T&B TOP & BOTTOM

TEMP TEMPERATURE

THRD THREADED

THK THICKNESS

TOS TOP OF STEEL

TRD TREAD (-S)

TRNV TRANSVERSE

TW TILT WALL

TYP TYPICAL

BLDG

BM

BOT

BP

BRG

BRKT

BS

BSMT

BVL

BW

EOD EDGE OF METAL DECK

EOS EDGE OF SLAB

ABBREVIATIONS (CONTINUED)

(ALL ABBREVIATIONS/SYMBOLS SHOWN ARE NOT

NECESSARILY USED ON THE DRAWINGS) STRUCTURAL SYMBOLS

DRAWING/DETAIL REFERENCE KEY

ELEVATION POINT (TOP OF

ELEMENT INDICATED)

SURFACE - SLOPE (2) WAYS

TOP OF CONCRETE EL

SURFACE - SLOPE DOWN

SURFACE - STEPPED

SURFACE - SLOPE UP

WORKPOINT

TOP OF MEMBER EL

WP

112'-0"

T.O. WALL

100'-0"

C 7/8"

THE AMOUNT OF MID-SPAN

DEAD LOAD CAMBER

MOMENT CONNECTION

[ X,Y,Z ]

[ X ]

( +3" )

SPECIAL STUD SPACING

COLUMN PASSING THRU

(DIRECTION OF SPAN)

SPACED SHEAR STUDS

TOP OF STEEL ± DEVIATION

FROM TYPICAL

NUMBER OF EVENLY

THIS LEVEL

SLOPE INDICATOR

STRUCTURAL ARROW

RE: 1/SF301

DRAWING/DETAIL REFERENCED TO

DRAWING/DETAIL NUMBER

REFER TO

DOUBLE ANGLE CONNECTION

REQUIRED IN LIEU OF SINGLE SHEAR

PLATE

1/SF301

SHEET SYMBOLS

MATERIAL GRAPHIC SYMBOLS

EARTH

NON-

SHRINK

GROUT

CAST-IN-PLACE

CONCRETE

THE FOLLOWING SYMBOLS ARE USED TO REPRESENT THE MATERIALS SHOWN ON

THE STRUCTURAL DRAWINGS. REFER TO SPECIFICATIONS AND GENERAL NOTES

FOR MATERIAL QUALITIES REQUIRED

ELEVATION OF WALL

OR FRAME

SECTION CUTS

STRUCTURAL

STEEL IN CROSS

SECTION

ENLARGED PLAN/

DETAIL REFERENCE

CMU

ROCK PRECAST CONCRETE

EXISTING

CONCRETE

STATE

CO

PROJECT

FLAP PIT 82(1)

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

S-003

ABBREVIATIONS & LEGENDS

NO. PURPOSE DATE

0 100% DESIGN 08/11/21

51254

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G I N

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L E E B

A

RR

Y MA G

G E R

LEVEL 01

100'-0"

2 3 4 5 61

3'-0"3'-0"

46 5 5

LEVEL 01

100'-0"

23456 1

3'-0"

3'-0"

LEVEL 01

100'-0"

A CB

3'-0"3'-0"

4 55

LEVEL 01

100'-0"

AC B

3'-0"3'-0"

LEVEL 01

100'-0"

AC B

3'-0" 3'-0"

A

C

2 3 4 5 61

B

3'-0"

3'-0"

" 3

3 3

STATE

CO

PROJECT

FLAP PIT 82(1)

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

S-010

DESIGN WIND PRESSURES

1/8" = 1'-0"S-010

5 SOUTH WIND LOAD ELEVATION

1/8" = 1'-0"S-010

2 NORTH WIND LOAD ELEVATION

1/8" = 1'-0"S-010

6 WEST WIND LOAD ELEVATION

1/8" = 1'-0"S-010

3 EAST WIND LOAD ELEVATION

1/8" = 1'-0"S-010

4 CHIMNEY WIND LOAD ELEVATION

SCREEN ZONE 6 37.38 37.38 37.38 -37.38 -37.38 -37.38

WALL ZONE 5 28.83 24.51 21.50 -38.60 -29.97 -23.94

WALL ZONE 4 28.83 24.51 21.50 -31.27 -26.96 -23.94

ROOF ZONE 3 16.61 16.00 16.00 -67.91 -53.25 -53.25

ROOF ZONE 2 16.61 16.00 16.00 -45.93 -33.71 -33.71

ROOF ZONE 1 16.61 16.00 16.00 -26.38 -23.94 -23.94

KEY ZONE 10 SF 100 SF 500 SF 10SF 100 SF 500 SF

REGION POSITIVE PRESSURE NEGATIVE PRESSURE

ULTIMATE DESIGN COMPONENTS & CLADDING WIND PRESSURES (PSF)

1/8" = 1'-0"S-010

1 ROOF WIND LOAD MAP

NOTES:

1. LINEAR INTERPOLATION IS NOT PERMITTED.

NO. PURPOSE DATE

0 100% DESIGN 08/11/21

51254

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G E R

A

C

2 3 4 5 61

B

S-201

14'-6" 14'-6" 14'-6" 14'-6" 14'-6"

F7272

F4848

F4848

F4848

F7272 F4848 F4848 F4848

F4848 F4848

F4848

F48156

S-201

T.O. SLAB = 100'-0"

S-201

________3

S-201

S-201

S-501

S-501

OPP

F4848 6

3"

3"

T.O. PIER= 100'-6"

T.O. PIER= 100'-6"

S-501

T.O. WALL= 100'-0" ,TYP UNO

T.O. LEDGE = 99'-8" ,TYP UNO

T.O. FOOTING 98'-0" ,TYP UNO

W A

L L

10"

10"

T.O. WALL= 100'-0"

T.O. LEDGE = 99'-8"

T.O. WALL= 99'-0"

T.O. WALL= 99'-0"

S-501

6"

6"

W

A L

L

T Y

P U

N O

L E

D G

E T

Y P

U N

O

3"

T.O. WALL= 101'-0"

04 05

T.O. PIER= 99'-0"

T.O. PIER= 99'-0"

1'-0"

1'-0"

T.O. LEDGE = 99'-8"

T.O. WALL= 100'-0"

"9

F T

G T

Y P

U N

O

1'-6" 1'-6"

T.O. SLAB = 99'-8 3/4"

2.071%

2.071%

T.O. SLAB = 99'-8 3/4"

S-501

S-501

SLOPE

SLOPE

/2

/2

3'-2 1/4" 4" 5 1/2"

/2

/2

3'-2 1/4" 4" 5 1/2"

-1

/2

-1

/2

-1 1/2"

-1 1/2"

T.O. WALL= 101'-0"

STATE

CO

PROJECT

FLAP PIT 82(1)

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

S-101

FOUNDATION PLAN

1/4" = 1'-0"S-101

1 FOUNDATION PLAN

A. TOP OF FLOOR SLAB ELEVATION = 100'-0" TYP UNO.

B. SEE STRUCTURAL NOTES AND ABBREVIATIONS FOR ADDITIONAL INFORMATION.

C. MAINTAIN STRUCTURAL SLAB THICKNESS AT ALL FLOOR SLOPES, STEPS, AND

DEPRESSIONS.

D. REFERENCE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN.

E. REFERENCE PLUMBING DRAWINGS FOR FLOOR DRAINS, SANITARY RISERS, AND

SANITARY VENTS.

GENERAL NOTES:

FOOTING SCHEDULE

DESIGNATION LENGTH WIDTH THICKNESS REINFORCING

F4848 4'-0" 4'-0" 1'-0" (5) #5 EACH WAY BOTTOM

F7272 6'-0" 6'-0" 1'-0" (7) #5 EACH WAY BOTTOM

F48156 13'-0" 4'-0" 1'-0" (14) #5 TRANSVERSE, (5) #5 LONGITUDINAL BOTTOM

KEYED NOTES:

01 5" SLAB ON GRADE REINFORCED WITH

4X4-W1.4xW1.4 WELDED WIRE REINFORCING

ON RIGID INSULATION ON SUBGRADE

PREPARATION PER GEOTECHNICAL REPORT. SLAB

REINFORCING TO BE LOCATED MID-THICKNESS OF

SLAB W/ 3/4"ø MAX. RADIANT TUBING PLACED ON

TOP OF REINFORCING.

02 COLUMN BASE TYPE A. REFER TO DETAIL 1/S-503.

03 COLUMN BASE TYPE B. REFER TO DETAIL 2/S-503.

04 COLUMN BASE TYPE C. REFER TO DETAIL 3/S-503.

05 COLUMN BASE TYPE D. REFER TO DETAIL 4/S-503.

06 COLUMN BASE TYPE E. REFER TO DETAIL 5/S-503.

07 COLUMN BASE TYPE F. REFER TO DETAIL 6/S-503.

08 COLUMN BASE TYPE G. REFER TO DETAIL 7/S-503.

09 SAW-CUT CONTROL JOINT. REFER TO DETAIL

1/S-502.

10 (2) #4 X 4'-0" AT RE-ENTRANT SLAB CORNERS.

CENTER LENGTH AT CORNER AND SPACE 2" OC.

13 CONCRETE MECHANICAL HOUSEKEEPING PAD.

REFER TO DETAIL 2/S-502.

14 REINFORCE FOOTING SIMILAR TO F4848.

15 PROVIDE 2'-0"X2'-0" BENT CORNER BARS TO MATCH

SIZE AND SPACING OF WALL HORIZONTAL

REINFORCING.

NO. PURPOSE DATE

0 100% DESIGN 08/11/21

NOTE: FOOTINGS ARE CENTERED ON COLUMNS ABOVE UNLESS NOTED OTHERWISE.

51254

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WOMENS

RESTROOM

MENS

RESTROOM

MENS

VESTIBULE

ELECTRICAL /

SECURITY

MECHANICAL /

JANITOR

WOMENS

VESTIBULE

CHASE

A

C

2 3 4 5 61

B

W X

W X

W X

W X

W X

C8x11.5

C x .5

C x .5

W27X84

W8X18

W X

W X

5 W

X

W X

W X

W X

W X

W X

W X

W X

W8X18 W8X18 W8X18 W8X18

W8X18W8X18W8X18W8X18W8X18

W8X15 W8X15

W X

W X

W X

W X

W X

W8X15

W8X15

C x .5

W X

W X

W X

W X

W8X15 W8X15

C8x11.5 C8x11.5C8x11.5

C x .5

H S

S X

X

/4

H S

S X

X

/4

S-201

S-201

S-201

S-201

14'-6" 14'-6" 14'-6" 14'-6" 14'-6"

7'-3" 7'-3" 4'-10" 2'-5" 2'-5" 4'-10" 4'-10" 2'-5" 2'-5" 4'-10" 4'-10" 2'-5" 2'-5" 4'-10" 7'-3" 7'-3"

SPLICE

3'-0"

SPLICE

3'-0"

S-201

SPLICE

3'-3"

EOD

3'-7 1/2"

EOD

2'-5 1/2"

C8x11.5

C8x11.5

C8x11.5

E O

D

/2

S-511

S-511

E O

D

/2

B.O. DECK @ RIDGE = 114'-9"

OPP

S-511

S-511

34K 34K

HSS4X4X1/4

(T.O. STEEL = 107'-0")

HSS4X4X1/4

(T.O. STEEL = 107'-0")

HSS4X4X1/4

(T.O. STEEL = 107'-0")

HSS4X4X1/4

(T.O. STEEL = 107'-0")

H S S 4x4x1/4

H

SS

4x 4x

1/

H S S 4x4x1/2

H

SS

4x 4x

1/

H

SS

4x 4x

1/

H S S 4x4x1/2

H

SS

4x 4x

1/

H

SS

4x 4x

1/

H

SS

4x 4x

1/

H S S 4x4x1/4

W 8x

W 8x

H

SS

4x 4x

1/

W X

W X

W8X15 W8X15

W8X15W8X15H

SS

3x 3x

1/

H

SS

3x 3x

1/

H

SS

3x 3x

1/

H

SS

3x 3x

1/

H

SS

3x 3x

1/

H

SS

3x 3x

1/

S-512

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

W X

C8x11.5

W X

H

SS

4x 4x

1/

H

SS

4x 4x

1/

M C

X

.3

H S S 4x4x1/4 H

SS

4x

4x 1/

H

SS

4x 4x

1/

H

SS

4x 4x

1/

M = ±26 K-FT

(ULTIMATE)

M = ±26 K-FT

(ULTIMATE)

11" 11"

W8X15

W8X15

S-511

SIM

(L O

W

(L O

W

H S

S X

X

/4

(L O

W

S-512

H

SS

4x 4x

1/

A. TOP OF STEEL ELEVATION TO MATCH BOTTOM OF DECK

ELEVATION AS NOTED ON PLAN UNO.

B. REFERENCE ARCHITECTURAL DRAWINGS FOR ROOFING

MATERIAL, SCUPPERS, FLASHING, AND TRIM.

C. SEE STRUCTURAL GENERAL NOTES AND ABBREVIATIONS FOR

ADDITIONAL INFORMATION.

D. COORDINATE ALL ROOF OPENING LOCATIONS AND SIZES

WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND

PLUMBING DRAWINGS.

GENERAL NOTES:

STATE

CO

PROJECT

FLAP PIT 82(1)

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

S-102

ROOF PLAN

1/4" = 1'-0"S-102

1 ROOF FRAMING PLAN

KEYED NOTES

11 3N18 METAL DECK ATTACHED TO SUPPORTS WITH HILTI

X-ENP-19 POWDER-ACTUATED FASTENERS IN 24/4

PATTERN & 6" OC @ EDGES PERIMETER W/ (3) #10 TEK

SCREWED SIDE LAP CONNECTIONS PER SPAN.

12 BOLTED SHEAR PLATE CONNECTIONS PER

CONTRACTOR'S SPECIALTY ENGINEER. MINIMUM

DESIGN SHEAR VERTICAL SHEAR LOAD (UP OR DOWN)

TO BE 15K (ULTIMATE) UNO. MINIMUM (2) BOLTS PER

CONNECTION.

NO. PURPOSE DATE

0 100% DESIGN 08/11/21

51254

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G E R

B.O. TRANSOM

107'-0"

AC B

HSS4X4X1/4 HSS4X4X1/4

W8X31 W8X31

H S

S x x /2

H S

S x x /2

HSS4X4X1/4 HSS4X4X1/4

H S

S x x /2

S-512

SIM

T = C = 19 KIPST = C

= 19 K

IPS

S-511

S-511

S-511

S-503

S-503

LEVEL 01

100'-0"

AC B

S-201

W x

W x

W8X35 W8X35

S-511

S-511

S-501

S-501

S-511

M = ±46 K-FT M = ±46 K-FT

LEVEL 01

100'-0"

AC B

HSS4X4X1/4

H

SS4X

4X 1/

HSS4X4X1/4

H S

S x x /4

H S

S x x /4

W8X67

W8X67

S-511

S-501

S-512

SIM

S-503

ROTATE

90°

S-512

T = C = 16 KIPS

T = C

6 K

IP

S

LEVEL 01

100'-0"

B.O. TRANSOM

107'-0"

2 31

HSS4X4X1/4

H

SS4X

4X 1/

4 H

SS4X4X1/4 H

S S x x /4

H S

S x x /2

HSS4X4X1/4

HSS4X4X1/4

H S

S X

X

/4

7'-3" 7'-3"

TYP

1'-9 3/4"

S-512

SIM

S-503

S-503

T = C

K

IP

S T = C

= 4 K

IP

S

STATE

CO

PROJECT

FLAP PIT 82(1)

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

S-201

FRAMING ELEVATIONS

1/4" = 1'-0"S-201

4 BRACED FRAME - GRID 2

1/4" = 1'-0"S-201

3 MOMENT FRAME - GRID 1

1/4" = 1'-0"S-201

1 BRACED FRAME - GRID 6

1/4" = 1'-0"S-201

2 BRACED FRAME - GRID A & C

NO. PURPOSE DATE

0 100% DESIGN 08/11/21

51254

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S-201

CONCRETE SLAB

EXPANSION JOINT

CAP AND SEALANT

STEEL COLUMN

6" COLD-FORMED METAL FRAMING

STUD WALL BY CONTRACTOR'S

SPECIALTY ENGINEER

MASONRY LEDGE WHERE

INDICATED ON PLAN

9"

4"

RIGID INSULATION

SUBGRADE PER

GEOTECHNICAL

REPORT

" #5 AT 12" OC EA FACE

PER SCHEDULE

(4) #5 U BARS @ COLUMN

LOCATIONS, TYPICAL

#5 CONT

#4 TIES @ 12" OC

LEVEL 01

100'-0"

CONCRETE SLAB

1/2" EXPANSION

JOINT CAP AND

SEALANT

4"

6" COLD-FORMED METAL FRAMING

STUD WALL BY CONTRACTOR'S

SPECIALTY ENGINEER

MASONRY LEDGE

WHERE INDICATED

ON PLAN

9"

RIGID INSULATION

SUBGRADE PER

GEOTECHNICAL

REPORT

2'-0"

#5 AT 12" OC EA FACE

HOOK ENDS AT

BOTTOM

#4 @ 18" OC TRANSVERSE

(3) #5 LONGITUDINAL

CONTINUOUS

#5 CONT

LEVEL 01

100'-0"

CONCRETE SLAB

RIGID INSULATION

SUBGRADE PER

GEOTECHNICAL

REPORT

6"

2'-0"

/2

#5 AT 12"OC

HOOKED INTO

FOOTING

(2) #5 TOP AND

BOTTOM

#4 @ 18" OC TRANSVERSE

(3) #5 LONGITUDINAL

CONTINUOUS

LEVEL 01

100'-0"

CONCRETE SLAB

EXPANSION JOINT

CAP AND SEALANT

RIGID INSULATION

SUBGRADE PER

GEOTECHNICAL

REPORT

6" 2"

PLACE STEM WALL IN

(2) POURS TO ALLOW

COLUMNS AT GRID 6 TO

BE INSTALLED AT 99'-0".

2'-0"

/2

#5 AT 12" OC EA FACE

#4 @ 18" OC TRANSVERSE

(3) #5 LONGITUDINAL

CONTINUOUS

HOOK ENDS AT BOTTOM

LEVEL 01

100'-0"

S-201

9" 9"

CONCRETE SLAB

STEEL COLUMN

FOOTING REINFORCING

PER SCHEDULE

#4 TIES @ 12" OC

PER SCHEDULE

(8) #6 VERTICAL

HOOKED INTO FOOTING

3/16

(6) #5 U BARS

(3 EACH WAY)

(3) #4 TIES @ 3" OC

@ TOP OF PIER

HOOK BARS AT ENDS

LEVEL 01

100'-0"

S-201

CONCRETE SLAB

STEEL COLUMN

6" COLD-FORMED METAL FRAMING

STUD WALL BY CONTRACTOR'S

SPECIALTY ENGINEER

MASONRY LEDGE WHERE

INDICATED ON PLAN

HOOK ENDS AT

TOP AND BOT

PER SCHEDULE

4" 4"

#5 AT 12" OC EA FACE

STATE

CO

PROJECT

FLAP PIT 82(1)

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

S-501

FOUNDATION DETAILS

3/4" = 1'-0"S-501

1 FOUNDATION AT COLUMN

3/4" = 1'-0"S-501

2 FOUNDATION WITH MASONRY LEDGE

3/4" = 1'-0"S-501

4 FOUNDATION AT DOOR

3/4" = 1'-0"S-501

3 FOUNDATION AT VESTIBULE

3/4" = 1'-0"S-501

5 FOUNDATION @ MOMENT FRAME

3/4" = 1'-0"S-501

6 FOUNDATION AT GRID 6

NO. PURPOSE DATE

0 100% DESIGN 08/11/21

51254

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CONCRETE SLAB

CONCRETE SLAB

CONTROL JOINT

CONSTRUCTION JOINT

SAW CUT SLAB SOON ENOUGH

TO PREVENT CRACKING AND LATE

ENOUGH TO PREVENT SPALLING.

FILL WITH SEALANT.

3/4" DIA. x 12" SMOOTH

DOWEL AT 24"

KEYWAY

TERMINATE EVERY OTHER

REINFORCING BAR.

"T

6" 6"

1' - 0" 1' - 0"

6" 6"

"T

#4 AT 24" O.C. EACH WAY

DRILL AND EPOXY 3"

INTO SLAB

CONCRETE

HOUSEKEEPING SLAB

WITH #3 AT 18" EACH WAY

CENTERED

CONCRETE SLAB ON

GRADE

HOUSEKEEPING SLAB AT STRUCTURAL SLAB

COORDINATE PAD

SIZE WITH

EQUIPMENT

3/4" CHAMFER AT

EXPOSED EDGES

/2

/2

STATE

CO

PROJECT

FLAP PIT 82(1)

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

S-502

FOUNDATION DETAILS

3/4" = 1'-0"S-502

1 TYPICAL SLAB JOINTS

3/4" = 1'-0"S-502

2 TYPICAL CONCRETE HOUSEKEEPING SLAB

NO. PURPOSE DATE

0 100% DESIGN 08/11/21

51254

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STEEL COLUMN

1/4

3/4" THICK BASE PLATE

STEEL COLUMN

1 1/2" THICK GROUT

3/4"X9"X1'-2" EMBED PLATE

W/ (4) 3/4" HEADED STUDS

(3" EDGE DISTANCE TO CONCRETE)

PER PLAN

T.O. CONCRETE

(4) 3/4"ø THREADED ROD

IN STANDARD HOLES

6" 6"

2" 2"

CL COL.

GRID

CL COL.

GRID

FOUNDATION WALL

1/4

TYP

/4

/2

/4

3" 5" 5" 3"

FOUNDATION WALL

STEEL COLUMN

1/4

3/4" THICK BASE PLATE

STEEL COLUMN

CONCRETE PEDESTAL

PER PLAN

T.O. CONCRETE

5" 5"

2" 2"

CL COL.

GRID

CL COL.

GRID

1 1/2" THICK GROUT

3/4"X1'-0"X1'-0" EMBED PLATE

W/ (4) 3/4" HEADED STUDS

(3" EDGE DISTANCE TO CONCRETE)

1/4

TYP

/4

/2

/4

3" 6" 3"

(4) 3/4"ø THREADED ROD

IN STANDARD HOLES

CONCRETE PEDESTAL

STEEL COLUMN

1/4

3/4" THICK BASE PLATE

STEEL COLUMN

1 1/2" THICK GROUT

3/4"X9"X1'-2" EMBED PLATE

W/ (4) 3/4" HEADED STUDS

(3" EDGE DISTANCE TO CONCRETE)

PER PLAN

T.O. CONCRETE

(4) 3/4"ø THREADED ROD

IN STANDARD HOLES

10" 2 1/2"

2" 4"

CL COL.

GRID

CL COL.

GRID

FOUNDATION WALL

1/4

TYP

/4

/2

/4

3" 8" 3"

FOUNDATION WALL

STEEL COLUMN

1/4

3/4" THICK BASE PLATE

STEEL COLUMN

1 1/2" THICK GROUT

3/4"X1'-0"X1'-0" EMBED PLATE

W/ (4) 3/4" HEADED STUDS

(3" MIN EDGE DISTANCE TO

CONCRETE)

PER PLAN

T.O. CONCRETE

(4) 3/4"ø THREADED ROD

IN STANDARD HOLES

/2

8" 2 1/2"

CL COL.

GRID

CL COL.

GRID

FOUNDATION WALL

/2

1/4

TYP

/4

/2

/4

3" 6" 3"

2"

2 1/2"

2"

PIER

SECONDARY POUR

@ STEM WALL

SLAB ON GRADE

1/4

3/4" THICK BASE PLATE

STEEL COLUMN

1 1/2" THICK GROUT

3/4"X9"X2'-0" EMBED PLATE

W/ (6) 3/4" HEADED STUDS

(3" EDGE DISTANCE TO CONCRETE)

PER PLAN

T.O. CONCRETE

(6) 3/4"ø THREADED ROD

IN STANDARD HOLES

1'-4" 6"

/4

2" 4"

CL COL.

GRID

CL COL.

GRID

FOUNDATION WALL

1/4

TYP

/4

/2

/4

3" 9" 5" 4" 3"

GUSSET PL 3/4"

HSS BRACE

1/4

1/4

TYP

1'-1"

2"

FOUNDATION WALL

3/4" THICK BASE PLATE

STEEL COLUMN

1 1/2" THICK GROUT

3/4"X9"X2'-0" EMBED PLATE

W/ (6) 3/4" HEADED STUDS

(3" EDGE DISTANCE TO CONCRETE)

PER PLAN

T.O. CONCRETE

(11) 3/4"ø THREADED ROD

IN STANDARD HOLES

1'-4"6"

/4

2"4"

CL COL.

GRID

CL COL.

GRID

FOUNDATION WALL

/4

/2

/4

3"9"5"4"3"

GUSSET PL 3/4"

HSS BRACE

1'-1"

2"FOUNDATION WALL

9"

1 1/4"

2"

1/4

1/4

TYP

1/4

1/4

TYP

TYP

1/4

3/4" THICK BASE PLATE

STEEL COLUMN

1 1/2" THICK GROUT

3/4"X9"X2'-0" EMBED PLATE

W/ (6) 3/4" HEADED STUDS

(3" EDGE DISTANCE TO CONCRETE)

PER PLAN

T.O. CONCRETE

(6) 3/4"ø THREADED ROD

IN STANDARD HOLES

1'-4" 6"

2" 4"

CL COL.

GRID

CL COL.

GRID

FOUNDATION WALL

1/4

TYP

/4

/2

/4

3" 9" 5" 4" 3"

GUSSET PL 3/4"

HSS BRACE

1/4

1/4

TYP

1'-1"

2"

FOUNDATION WALL

STATE

CO

PROJECT

FLAP PIT 82(1)

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

S-503

BASE PLATE DETAILS

1" = 1'-0"S-503

2 COLUMN BASE PLATE - TYPE B

1" = 1'-0"S-503

1 COLUMN BASE PLATE - TYPE A

1" = 1'-0"S-503

3 COLUMN BASE PLATE - TYPE C

1" = 1'-0"S-503

4 COLUMN BASE PLATE - TYPE D

1" = 1'-0"S-503

5 COLUMN BASE PLATE - TYPE E

1" = 1'-0"S-503

6 COLUMN BASE PLATE - TYPE F

1" = 1'-0"S-503

7 COLUMN BASE PLATE -TYPE G

NO. PURPOSE DATE

0 100% DESIGN 08/11/21

51254

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G E R

B

DECK

BEAM

SINGLE-PLATE SHEAR

CONNECTION, TYPICAL

5/16" CONTINUOUS

BENT PLATE @ RIDGE

MATCH ROOF SLOPE

1/4 2-12

1/4 2-12

B

METAL DECK. FASTEN

PER PLAN NOTE.

SINGLE-PLATE SHEAR

CONNECTION, TYPICAL

CHANNEL FASCIA BEAM

MITER AT RIDGE

RIDGE BEAM

CJP

5/16" CONTINUOUS

BENT PLATE @ RIDGE

MATCH ROOF SLOPE

1/4 2-12

1/4 2-12

B.O. TRANSOM

107'-0"

S-201

BEAM

DECK

CHANNEL FASCIA BEAM

BEAM

COLUMN

8"X8"X3/4" CAP PLATE

W/ (4) 3/4"⌀ BOLTS

3/8" CONTINOUS

BENT PLATE

TYP

TYP

4"

T.O. CAP

118'-8"

B

L5X3-1/2X3/8 CONTINUOUS LEDGER (LLV)

(L7X4X3/8 LLH @ EAST & WEST FACES OF SIM)

SLOPE W/ ROOF @ ENDS & MITER CORNERS

W/ CJP WELD

BEAM BEAM

12"X4"X3/4" BASE PLATE

W/ (4) 3/4"⌀ BOLTS

HSS POST

HSS3X3X1/4

CONTINUOUS

P

E R

A R

C H

5/16" CONTINUOUS

BENT PLATE @ RIDGE

MATCH ROOF SLOPE

HSS3X3X1/4

STONE CLIPS ATTACHED TO COLD-

FORMED METAL FRAMING BY

CONTRACTOR'S SPECIALTY ENGINEER

MC4X13.8 CONTINUOUS LEDGER

W/ 3/8"X3"X4" PLATE @ EACH POST

MITER CORNERS W/ CJP WELD

HSS3X3X1/4

CONTINUOUS

HSS3X3X1/4

NOTES:

1. AT SIM, OMIT FRAMING ABOVE CAP

3"

1/4

1/4 2-12

1/4

FASTEN DECK PER PLAN

SINGLE-PLATE SHEAR

CONNECTION, TYPICAL

3 SIDES

CONTINUITY PLATES TO MATCH

THICKNESS OF COLUMN FLANGES

B

5/16" CONTINUOUS

BENT PLATE @ RIDGE

MATCH ROOF SLOPE

SINGLE-PLATE SHEAR

CONNECTION, TYPICAL

CJP, TYP

1/4

1/4 2-12

FASTEN DECK PER PLAN

L4x4x3/8

STEEL JOISTS

OR BEAMS

COORD W

ITH

UNIT C

URB

L3 1/2x3 1/2x3/8

L4x4x3/8

NOTE:

ANGLES SHALL BE LOCATED UNDER EQUIPMENT PER MANUFACTURER'S RECOMMENDATION.

1/8 2"

1/4

WELD 3 SIDES

CO

O

RDINATE

O

PENING

S W

ITH

UNIT CURB

STATE

CO

PROJECT

FLAP PIT 82(1)

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

S-511

FRAMING DETAILS

3/4" = 1'-0"S-511

4 ROOF RIDGE AT COLUMN

3/4" = 1'-0"S-511

2 ROOF RIDGE AT FASCIA

3/4" = 1'-0"S-511

3 ROOF EAVE

3/4" = 1'-0"S-511

1 ROOF RIDGE AT CHIMNEY

3/4" = 1'-0"S-511

5 MOMENT CONNECTION AT COLUMN

1 1/2" = 1'-0"S-511

6 ROOF RIDGE AT MOMENT FRAME

NTSS-511

7 TYPICAL ROOF PENETRATION FRAMING

NO. PURPOSE DATE

0 100% DESIGN 08/11/21

51254

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G I N

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L E E B

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G E R

WP

BEAM

COL. SYM.

GRID

GUSSET PL 3/4"

TYP

2" MIN

M

IN

10" MIN

8" M

IN

2" M

IN

HSS 4X4 BRACING

TYP

TYP

TYP

DETAIL IS MIRRORED ABOUT

COLUMN CENTERLINE

AT SIM, BEAM IS CONTINUOUS

W/ COLUMN WELDED TO

BOTTOM FACE

B.O. TRANSOM

107'-0"

(2) 1/2"ø BOLTS CENTERED IN

VERTICAL LONG-SLOTTED

HOLES, SNUG TIGHTEN

L6X3-1/2X5/16 EACH SIDE (LLV)

3/16

3/16

3/16

3 SIDES

3/16

3/16

STONE VENEER

1/4"X3"X7-1/2" PLATE EACH SIDE

STONE CLIPS ATTACHED TO COLD-

FORMED METAL FRAMING BY

CONTRACTOR'S SPECIALTY ENGINEER

CFS FRAMING INFILL

BETWEEN HSS BY

CONTRACTOR'S

SPECIALTY ENGINEER.

CFS FRAMING NOT

SHOWN FOR CLARITY.

C

1/4

1/4

COLUMN PER PLAN

1/2"X24" PLATE

BOTTOM EDGE TAPERED

10-1/2" @ CHANNEL

5-1/2" @ FREE END

MC6X18

BENCH FASTENED TO

BRACE THE PLATE

1"x12"x12" STL PLATE

1/2"x12" PLYWOOD

3/4"x12"x12" PLYWOOD

1"x12"x12" STL PLATE

3/4"x12"x12" FABREEKA -TIM

1/2"x10-1/2"x6" STL PLATE

(4) 3/4" BOLTS

1/4

1/4

1/4

1/4

4"4"

1"x4"x20" STL PLATE

WP

COL. SYM.

GUSSET PL 3/4"

HSS BRACE

TYP

2"

8" M

IN

3/4"X8"X2'-0" CAP PLATE

W/ (8) 3/4"ø BOLTS

1/4

3/16

3/16

COLUMN PER PLAN

3/8"X3-3/4"X6" PLATE

MC6X18

3/8"X2-1/4"X6" PLATE

3/16

3/16

(2) 1/2"ø BOLTS

ATTACHMENT OF CHANNEL TO

COLUMN TO OCCUR @ TOP OF

CHANNEL & 4'-0" MAX VERTICALLY

/2

6"

1/4" OUTRIGGER PLATE EACH

SIDE OF DOWNSPOUT. REFER

TO ARCHITECTURAL

DRAWINGS FOR GEOMETRY.

1/4"X4-1/2" PLATE EACH SIDE OF

DOWNSPOUT. ATTACH W/ 3/16"

FILLET WELDS.

1/4"X6"X2'-0" COVER PLATE ABOVE.

ATTACH W/ 3/16" FILLET WELDS.

TYP

1/4" PLATE EACH SIDE OF

DOWNSPOUT. MATCH DEPTH

OF OUTRIGGER PLATE. ATTACH

W/ 3/16" FILLET WELDS.

STATE

CO

PROJECT

FLAP PIT 82(1)

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

S-512

FRAMING DETAILS

1" = 1'-0"S-512

1 GUSSET @ TRANSOM BEAM-TO-COLUMN

3/4" = 1'-0"S-512

3 STEEL LINTEL

1" = 1'-0"S-512

4 BENCH SUPPORT

1" = 1'-0"S-512

2 GUSSET @ ROOF BEAM-TO-COLUMN

1" = 1'-0"S-512

5 ARCHITECTURAL CHANNEL ATTACHMENT

1" = 1'-0"S-512

6 OUTRIGGER @ DOWNSPOUT

NO. PURPOSE DATE

0 100% DESIGN 08/11/21

51254

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G I N

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L E E B

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G E R

08.11.21

STATE

CO

PROJECT

FLAP PIT 82(1)

SHEET

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

A-000

DRAWING INDEX

ARCHITECTURAL

SHEET # DRAWING TITLE

100% DESIGN -

09/11/20

A-000 DRAWING INDEX ●

A-001 GENERAL NOTES & LIFE SAFETY ●

A-002 GRAPHIC STANDARDS & MOUNTING HEIGHTS ●

A-003 ASSEMBLY TYPES ●

A-101 SITE PLAN ●

A-102 FLOOR PLAN ●

A-103 REFLECTED CEILING PLAN ●

A-104 ROOF PLAN ●

A-201 EXTERIOR ELEVATIONS ●

A-202 EXTERIOR ELEVATIONS ●

A-203 INTERIOR ELEVATIONS & FINISH SCHEDULES ●

A-301 BUILDING SECTIONS ●

A-302 WALL SECTIONS ●

A-401 ENLARGED PLANS ●

A-501 PLAN DETAILS ●

A-502 SECTION DETAILS ●

A-503 SECTION DETAILS ●

A-504 SECTION DETAILS ●

A-505 DOOR & WINDOW DETAILS ●

A-506 DOOR & WINDOW DETAILS ●

A-601 DOOR & WINDOW SCHEDULE/TYPES ●

STRUCTURAL

SHEET # DRAWING TITLE

100% DESIGN -

09/11/20

S-001 GENERAL NOTES ●

S-002 GENERAL NOTES ●

S-003 ABBREVIATIONS & LEGENDS ●

S-010 DESIGN WIND PRESSURES ●

S-101 FOUNDATION PLAN ●

S-102 ROOF PLAN ●

S-201 FRAMING ELEVATIONS ●

S-501 FOUNDATION DETAILS ●

S-502 FOUNDATION DETAILS ●

S-503 BASE PLATE DETAILS ●

S-511 FRAMING DETAILS ●

S-512 FRAMING DETAILS ●

MECHANICAL

SHEET # DRAWING TITLE

100% DESIGN -

09/11/20

M-001 HVAC LEGEND 1 OF 2 ●

M-002 HVAC LEGEND 2 OF 2 ●

M-101 AIRFLOW SCHEMATIC ●

M-102 HYDRONIC SCHEMATIC ●

M-201 HVAC FLOOR PLAN ●

M-202 HYDRONIC PIPING FLOOR PLAN ●

M-203 EXTERIOR HYDRONIC PIPING PLAN ●

M-204 HVAC AND HYDRONIC PIPING ROOF PLAN ●

M-301 SECTIONS ●

M-501 DETAILS ●

M-502 DETAILS ●

M-503 DETAILS ●

M-504 DETAILS ●

M-505 DETAILS ●

M-506 DETAILS ●

M-601 SCHEDULES ●

M-901 HYDRONIC PIPING OVERALL ISOMETRIC ●

ELECTRICAL

SHEET # DRAWING TITLE

100% DESIGN -

09/11/20

E-001 GENERAL NOTES ●

E-101 SITE POWER PLAN ●

E-102 SITE LIGHTING PLAN ●

E-103 SITE PHOTOMETRIC PLAN ●

E-104 BUILDING POWER PLAN ●

E-105 BUILDING LIGHTING PLAN ●

E-501 ELECTRICAL DETAILS ●

E-601 LUMINAIRE SCHEDULE ●

E-602 SINGLE LINE DIAGRAM ●

PLUMBING

SHEET # DRAWING TITLE

100% DESIGN -

09/11/20

P-001 PLUMBING LEGEND 1 OF 2 ●

P-002 PLUMBING LEGEND 2 OF 2 ●

P-201 PLUMBING FLOOR PLAN ●

P-501 DETAILS ●

P-502 DETAILS ●

P-503 DETAILS ●

P-901 PLUMBING - OVERALL ISOMETRIC ●

A-000

1 BUILDING ISOMETRIC

NO. PURPOSE DATE

0 100% DESIGN 08/11/21

WOMENS

RESTROOM

MECHANICAL /

JANITOR

ELECTRICAL /

SECURITY

MENS

VESTIBULE

MENS

RESTROOM

WOMENS

VESTIBULE

EXIT ACCESS

TRAVEL DISTANCE =

45'-9" ø 5' - 0" ø 5' - 0"

BLUE HATCH REPRESENTS

1 HR RATED WALL.

FIRE EXTINGUISHER CABINET

CODE SUMMARY

APPLICABLE CODES:

2015 INTERNATIONAL BUILDING CODE (IBC)

2015 INTERNATIONAL FIRE CODE (IFC)

2015 INTERNATIONAL PLUMBING CODE (IFC)

2015 INTERNATIONAL MECHANICAL CODE (IMC)

2015 INTERNATIONAL ENERGY CONSERVATION CODE (IECC)

2017 NATIONAL ELECTRICAL CODE (NEC)

2009 ICC A117.1 (ANSI)

OCCUPANCY CLASSIFICATION: UTILITY (U)

CONSTRUCTION TYPE: V-B

FIRE SPRINKLER SYSTEM: NOT PROVIDED

GROSS BUILDING AREA: 1,172 SF

OCCUPANT LOAD: (PER TABLE 1004.1.2)

ASSUMED: ACCESSORY STORAGE AREAS, MECHANICAL

EQUIPMENT ROOM

1,172 SF / 300 GSF/OCC = 4 OCCUPANTS MINIMUM

PROVIDING FOR: 16 OCCUPANTS TOTAL, 8 PER SEX

TOTAL EXIT ACCESS TRAVEL DISTANCE:

300' ALLOWED (PER TABLE 1017.2), 45'-9" ACTUAL

MAXIMUM COMMON PATH OF EGRESS TRAVEL:

SHALL NOT EXCEED 100' (PER TABLE 1006.2.1)

MINIMUM REQUIRED EGRESS WIDTH: PER SECTION 1005.3.2

OTHER EGRESS COMPONENTS

16 OCCUPANTS X 0.2 = 3.2" REQUIRED, 36" PROVIDED

ALLOWABLE HEIGHT AND AREA: PER TABLE 504.3, 504.4, & 506.2

ALLOWABLE HEIGHT: 1 STORY, 40 FEET

ALLOWABLE AREA: 5,500 SF PER FLOOR

ACTUAL HEIGHT: 1 STORY, 22'-11"

ACTUAL AREA: 1,172 SF

MAXIMUM OCCUPANT LOAD FOR SPACES WITH ONE EXIT:

49 OCCUPANTS (PER TABLE 1006.2.1)

DEAD END CORRIDORS: PER SECTION 1020.4

SHALL NOT EXCEED 20' WHERE NOT SPRINKLERED

FIRE RESISTANCE RATING REQUIREMENTS: PER TABLE 601

PRIMARY STRUCTURE = 0 HRS

BEARING WALLS = 0 HRS

NON BEARING WALLS = 0 HRS

FLOOR = 0 HRS

ROOF = 0 HRS

INTERIOR FINISH REQUIREMENTS: PER TABLE 803.11

EXIT PASSAGEWAYS = NO RESTRICTIONS

CORRIDORS FOR EXIT ACCESS STAIRWAYS = NO RESTRICTIONS

ROOMS AND ENCLOSED SPACES = NO RESTRICTIONS

PLUMBING FIXTURES COUNT PER 2902.1:

PLUMBING FIXTURE COUNTS WERE DETERMINED USING THE

FOLLOWING RATIONALE. A DWELL TIME OF 90 SECONDS FOR MEN

& 120 SECONDS FOR WOMEN. WITH A TYPICAL 5-MINUTE BUS

TRANSFER TIME, THE RESTROOMS CAN ACCOMMODATE 13 MEN &

10 WOMEN WHICH IS ABOUT 1/3 OF THE BUS PASSENGERS. WITH

PEOPLE ARRIVING FROM CARS AND TRANSFERRING BUSES, 8

TOTAL FIXTURES WITH THE ABILITY TO EXPAND IN THE FUTURE

WAS DETERMINED TO BE ADEQUATE.

GENERAL NOTES

1. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS AND NOTES SHALL ESTABLISH ALL LOCATIONS. LARGER SCALE DRAWINGS SHALL

HAVE PRECEDENCE OVER SMALLER SCALE DRAWINGS.

2. VERIFY EXISTING CONDITIONS AND TO NOTIFY THE A/E OF ANY DISCREPANCIES.

3. REFER TO APPLICABLE SECTIONS OF THE SPECIFICATIONS FOR ADDITIONAL INFORMATION AND REQUIREMENTS.

4. ELEVATIONS SHOWN ARE FOR REFERENCE AND COORDINATION. FINISHED FLOOR ELEVATION 100'-0" EQUALS THE CIVIL ELEVATION OF

7551.95 FEET.

5. EXISTING UTILITIES SHOWN ON THESE PLANS ARE APPROXIMATE. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO LOCATE AND

PROTECT EXISTING UTILITIES FROM THE CONSTRUCTION ACTIVITIES OF THIS CONTRACT.

6. NOTIFY ALL UTILITIES AFFECTED BY THIS CONTRACT PRIOR TO BEGINNING CONSTRUCTION.

7. EXECUTION OF WORK UNDER THE TERMS AND CONDITIONS OF THESE CONTRACT DOCUMENTS REQUIRES COORDINATION WITH

OTHER CONTRACTORS.

8. ALL WORK UNDER THE TERMS OF THESE CONSTRUCTION DOCUMENTS SHALL COMPLY WITH THE APPROPRIATE RELEVANT SECTIONS

OF THE STANDARD OSHA REGULATIONS.

9. ALL WORK AND MATERIALS ARE SUBJECT TO INSPECTION BY THE OWNER OR ENGINEER INDEPENDENT OF THE CONTRACTOR'S QUALITY CONTROL PROGRAM. UNSATISFACTORY WORK OR MATERIALS ARE SUBJECT TO REJECTION AND REPLACEMENT AT NO

ADDITIONAL COST TO THE OWNER.

10. DEVELOP AND SUBMIT FOR APPROVAL IN ADVANCE…