S-2-26_PLANS.pdf

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SMALLER SET, IT HAS BEEN REDUCED AND DRAWING SCALES ARE NOT VALID.

Set Number:Project Number:

Date:

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G-001 GENERAL INFORMATION SHEET

G-002 GENERAL COORDINATION DETAILS

GENERAL

SHEET INDEX:

CIVIL

A-110 ARCHITECTURAL SITE PLAN - DEMOLITION

A-111 ARCHITECTURAL SITE PLAN - NEW

A-113 SHADE STRUCTURE PLANS

A-142 SECOND LEVEL FLOOR PLANS

A-143 THIRD LEVEL FLOOR PLANS

A-191 ROOM FINISH PLANS

A-192 SECOND LEVEL REFLECTED CEILING PLANS

A-193 THIRD LEVEL REFLECTED CEILING PLANS

A-201 INTERIOR ELEVATIONS, DOORS, AND WINDOWS

A-211 EXTERIOR ELEVATIONS - WINDOWS NORTH & EAST

A-212 EXTERIOR ELEVATIONS - NORTH WINDOW NOTES

A-213 EXTERIOR ELEVATIONS - EAST WINDOW NOTES

A-214 EXTERIOR ELEVATIONS - WINDOWS SOUTH & WEST

A-215 EXTERIOR ELEVATIONS - SOUTH WINDOW NOTES

A-216 EXTERIOR ELEVATIONS - WEST WINDOW NOTES

A-230 EXTERIOR ELEVATIONS - MASONRY

A-231 EXTERIOR ELEVATIONS - EAST MASONRY

A-232 EXTERIOR ELEVATIONS - EAST MASONRY

A-233 EXTERIOR ELEVATIONS - NORTH MASONRY

A-234 EXTERIOR ELEVATIONS - NORTH MASONRY

A-235 EXTERIOR ELEVATIONS - NORTH MASONRY

ARCHITECTURAL

ELECTRICALSTRUCTURAL

C-101 CIVIL SITE PLAN

C-200 CIVIL CONCRETE REPAIR

C-201 CIVIL CONCRETE REPAIR

E-100 SITE LIGHTING, LEGEND AND SHEET INDEX

E-200 2ND FLOOR LIGHTING DEMO AND REMODEL PLANS

E-201 3RD FLOOR DEMOLITION AND REMODEL POWER PLANS

E-202 LIGHTING DETAILS AND SCHEDULES

E-300 2ND FLOOR POWER DEMOLITION AND REMODEL

E-301 3RD FLOOR DEMOLITION AND REMODEL POWER PLANS

S-001 STRUCTURAL NOTES

S-002 STRUCTURAL NOTES & QA/QC

S-100 FOUNDATION AND FRAMING PLANS

S-200 STRUCTURAL DETAILS

MECHANICAL

F-131 FIRE PROTECTION PLAN

M-001 MECHANICAL NOTES, LEGEND, & SCHEDULES

M-132 2ND LEVEL MECHANICAL PLAN

M-133 3RD LEVEL MECHANICAL PLAN

M-501 MECHANICAL DETAILS

A-236 EXTERIOR ELEVATIONS - NORTH MASONRY

A-237 EXTERIOR ELEVATIONS - NORTH MASONRY

A-238 EXTERIOR ELEVATIONS - NORTH MASONRY

A-239 EXTERIOR ELEVATIONS - NORTH MASONRY

A-240 EXTERIOR ELEVATIONS - NORTH MASONRY

A-241 EXTERIOR ELEVATIONS - NORTH MASONRY

A-242 EXTERIOR ELEVATIONS - SOUTH MASONRY

A-243 EXTERIOR ELEVATIONS - SOUTH MASONRY

A-244 EXTERIOR ELEVATIONS - SOUTH MASONRY

A-245 EXTERIOR ELEVATIONS - SOUTH MASONRY

A-246 EXTERIOR ELEVATIONS - SOUTH MASONRY

A-247 EXTERIOR ELEVATIONS - SOUTH MASONRY

A-248 EXTERIOR ELEVATIONS - SOUTH MASONRY

A-249 EXTERIOR ELEVATIONS - SOUTH MASONRY

A-250 EXTERIOR ELEVATIONS - WEST MASONRY

A-251 EXTERIOR ELEVATIONS - EAST MASONRY TOWER

A-252 EXTERIOR ELEVATIONS - NORTH MASONRY TOWER

A-253 EXTERIOR ELEVATIONS - SOUTH MASONRY TOWER

A-254 EXTERIOR ELEVATIONS - WEST MASONRY TOWER

A-441 LADDER ENLARGED PLANS & SECTIONS

ONE CALL OF

WYOMING

1.800.849.2476

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CHEYENNE, WYOMING

NOT TO SCALE

GENERAL NOTES:

1. THE ARCHITECT AND ENGINEERS HAVE ENDEAVORED TO LOCATE AND SHOW

ALL SIGNIFICANT FEATURES WITHIN THE GENERAL PROJECT LIMITS. IT SHALL

BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY EXISTING

CONDITIONS. NO ADDITIONAL COMPENSATION OR TIME WILL BE ALLOWED FOR

CLAIMS OF ADDITIONAL WORK DUE TO ITEMS NOT SHOWN ON THE DRAWINGS.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ALL LABOR,

MATERIALS AND EQUIPMENT FOR A COMPLETE PROJECT FOR ALL WORK

REASONABLY INFERRED, FROM THE CONTRACT DOCUMENTS, WHETHER

SHOWN OR SPECIFIED OR NOT.

2. DIMENSIONS ARE GIVEN TO:

a. COLUMN LINES;

b. STRUCTURAL LINES;

c. FACE OF CONCRETE OR MASONRY WALLS;

d. FACE OF STUDS:

• NORTH FACE;

• WEST FACE.

3. ALL WORK SHALL COMPLY WITH THE REQUIREMENTS OF CITY OF CHEYENNE

AMENDMENTS TO SOME OR ALL OF THE FOLLOWING:

a. CHEYENNE CITY CODE.

b. ZONING CODE: CHEYENNE UNIFIED DEVELOPMENT CODE.

c. THE CITY OF CHEYENNE & BOARD OF PUBLIC UTILITIES SPECIFICATIONS

AND STANDARD DRAWINGS, MOST RECENT EDITION.

d. NFPA 101 - LIFE SAFETY CODE, 2021

e. ICC (IFC) - INTERNATIONAL FIRE CODE, 2021; INCLUDING APPENDIX D, APPENDIX E, APPENDIX F, AND APPENDIX G.

f. ICC (IBC) - INTERNATIONAL BUILDING CODE, 2021.

g. ICC (IEBC) - INTERNATIONAL EXISTING BUILDING CODE, 2021.

h. ICC (IRC) - INTERNATIONAL RESIDENTIAL CODE, 2021.

i. ICC (IPC) - INTERNATIONAL PLUMBING CODE, 2021.

j. ICC (IMC) - INTERNATIONAL MECHANICAL CODE, 2021.

k. ICC (IFGC) - INTERNATIONAL FUEL GAS CODE, 2021.

l. ICC (IPMC) - INTERNATIONAL PROPERTY MAINTENANCE CODE, 2021.

m. ICC (IECC) - INTERNATIONAL ENERGY CONSERVATION CODE, 2021.

n. NFPA 70 - NATIONAL ELECTRICAL CODE, 2023.

o. ICC A117.1-2009 - ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES.

4. BUILDING DESIGN INFORMATION:

a. ULTIMATE DESIGN WIND SPEED: THERE ARE FOUR LEVELS OF WIND SPEED

DEPENDING ON THE RISK CATEGORY OF THE BUILDING. THE MAJORITY OF

BUILDINGS WILL BE IN RISK CATEGORY II WITH A WIND SPEED OF 115 MPH;

WIND EXPOSURE CATEGORY C

b. SEISMIC DESIGN CATEGORY: B

c. ANNUAL RAINFALL: 15 INCHES/YEAR

d. HAIL: MODERATE

e. SNOW LOAD: 30 PSF - GROUND; INCLUDES NO SNOWDRIFT

f. FROST LINE DEPTH: 36" - MINIMUM FOR FOUNDATIONS

g. CLIMATE ZONE: 6B

h. TERMITE: SLIGHT TO MODERATE

i. WINTER DESIGN TEMP: -1 DEGREE F; 7381 HEATING DEGREE DAYS

j. WEATHERING: SEVERE

k. DECAY: NONE TO SLIGHT

l. AND OTHER REQUIREMENTS OF THE AUTHORITIES HAVING JURISDICTION

OVER THE PROJECT.

5. GENERALLY, TYPICAL NOTES, DIMENSIONS, ELEVATIONS, ETC. ARE SHOWN OR

NOTED ON THE FIRST DRAWING ON WHICH THEY APPEAR.

6. DO NOT SCALE DRAWINGS.

NORTH ARROW

A101

SIM

A101

A101

Ref

1R e f

1 R e f

Ref

BUILDING SECTION

SECTION

NUMBER

SHEET

WHERE

DRAWN

SECTION NUMBER

SHEET WHERE

DRAWN

WALL SECTION

SECTION NUMBER

SHEET WHERE DRAWN

DETAIL

SHEET WHERE DRAWN

INTERIOR ELEVATION

SHEET WHERE DRAWN

EXTERIOR ELEVATION

VERTICAL ELEVATION

EXISTING STRUCTURAL GRIDA

NEW STRUCTURAL GRIDAA

WALL TYPE

ROOM DESIGNATION

WINDOW NUMBER

DOOR NUMBER

KEYNOTE (LEADER OPTIONAL)

REVISION

REVISION NUMBER

REVISION AREA

DRAWING IDENTIFICATION

PLAN, SECTION, ELEVATION,

OR DETAIL NUMBER

SCALE

SHEET LOCATION

K1 VIEW NAME

1/8" = 1'-0" A-101

A

TYPICAL SYMBOLS

1 Ref

R e f

R e f

1 Ref

1t

Name

150 SF

Name

Elevation

A101

SIM

A101

A101 x MATERIAL FINISH TAG

EARTH

SAND/MORTAR/PLASTER

PLYWOOD

GRAVEL/AGGREGATE WOOD

CONCRETE

BATT INSULATION

BRICK

RIGID INSULATION

CONCRETE MASONRY UNITS

(CMU'S) SMALL SCALE

GYPSUM BOARD

STEEL

WOOD FRAMING

(THROUGH MEMBER)

WOOD FRAMING

(INTERRUPTED MEMBER)

ASPHALTIC CONCRETE PAVING

STONE

FOAMED-IN-PLACE INSULATION

MATERIAL INDICATIONS

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Drawn By: Checked By:

Sheet Title:

Sheet Number:

T D S

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NOTE: THE ORIGINAL DRAWINGS FOR THIS PROJECT ARE 36" X 24". IF YOU HAVE A SMALLER SET, IT HAS BEEN

REDUCED AND DRAWING SCALES ARE NOT VALID.

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GENERAL

INFORMATION

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DESIGN TEAM

DRAWING NUMBERING

DISCIPLINE DESIGNATORS

G - General E - Electrical C - Civil T - Technology S - Structural FS - Foodservice A - Architectural AV - Audio Visual P - Plumbing PE - Performance Equipment M - Mechanical

SHEET TYPE DESIGNATORS

0 General (symbols legend, notes, etc.)

1 Plans (horizontal views) 2 Elevations (vertical views) 3 Sections (sectional views) 4 Large Scale Views (plans, elevations, or sections that are not details) 5 Details 6 Schedules and Diagrams 7 User Defined 8 User Defined 9 3D Representations (isometrics, perspectives, photographs)

WORK DESIGNATORS

Plans Elevations Sections 0 Default 1 Site Exterior Building 2 Demolition Interior Wall 3 Floor Plans 4 Reflected Ceiling Plans 5 ?

6 ?

7 Roof Plans 8 ?

9 Finish Plans

LEVEL DESIGNATORS / SHEET NUMBERS IN SEQUENCE

Plans Elevations Sections 0 Basement 0 0 1 First Floor 1 1 2 Second Floor 2 2 3 Third Floor 3 3 etc. etc. etc. etc.

OWNER:

City of Cheyenne Community Recreation & Events 2101 O'Neil Avenue Cheyenne, Wyoming 82001

t) 307.638.4375 Director:

Jason Sanchez

e) jsanchez@cheyennecity.org

Cheyenne Depot Musem 121 West 15th Street Cheyenne, Wyoming 82001

Director:

Christy McCarthy

e) christy@cheyennedepotmuseum.org

ARCHITECT:

TDSi - The Design Studio, inc.

Architecture + Interior Design 1610 Pioneer Avenue Cheyenne, Wyoming 82001

t) 307.775.9970

Principal in Charge:

Randy Byers, AIA, LEED AP

e) randy@tdsi.us Project Manager:

Will Byers, Associate AIA

e) will@tdsi.us

CIVIL ENGINEER:

Theena Engineering PO Box 20083 Cheyenne, WY 82003

t) 307.274.8929

President, Civil Engineer:

Darci Hendon, PE

e) darci@theenaeng.com

STRUCTURAL ENGINEER:

Martin/Martin Wyoming 6523 Yellowstone Road, Suite 200 Cheyenne, Wyoming 82009

t) 307.637.8422 ext.124

Structural Engineer, Associate:

Jera Likely

e) jlikely@mmwyo.com

MECHANICAL ENGINEER:

Design Point Engineering 1623 Central Avenue #29 Cheyenne, Wyoming 82001-4368

t) 307.222.9375 19 Old Town Square, #238 Ft. Collins, Colorado 80524

t) 970.430.5783

w) www.designpointengineering.com

President Justin Montgomery, PE, LEED AP

e) jmontgomery@designpointengineering.com

ELECTRICAL ENGINEER:

Gust Engineering 3612 Pioneer Avenue Cheyenne, Wyoming 82001

t) 307.638.2511

President, Electrical Engineer Mike Gust, PE

e) mgust@gustengineering.com

VICINITY MAP

PROJECT SITE:

121 WEST 15TH STREET

REVISION SCHEDULE

Revision Number Revision Description Revision Date

EQUAL EQUAL EQUAL

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TYPICAL

SUSPENDED

GRID, TYPICAL

EQUALEQUAL

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EQUALEQUAL

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EQUALEQUAL

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CEILING DETAILS LEGEND

SPEAKER OR

OTHER DEVICE

DIFFUSERS, GRILLES,

AND/OR LIGHT FIXTURES

SPRINKLER

HEAD

LOUVER, VENT

OR REGISTER

CL CL

LIGHT

FIXTURE

3" 3"

D7

G-002

Sim D10

G-002

Sim

METAL DOOR FRAME

DOUBLE STUDS

METAL

BORROW

LITE FRAME

ELECTRICAL LIGHT

SWITCH

3"

METAL DOOR FRAME

DOUBLE STUDS

ELECTRICAL LIGHT

SWITCH

3"

PLUMBING CLEANOUT

LOCATE SO ALL OF CLEANOUT AND

ESCUTCHEON WILL BE ABOVE BASE

CMU WALLS = 8" (NOMINAL)

OTHER WALLS = 6"

F

IN

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H

FLOOR DRAIN

LOCATION

1" EXPANSION JOINT

1" EXPANSION JOINT

TOP TRACK

HEADER

DOUBLE KING STUDS

CRIPPLE STUDS

NOTE:

TYPICAL AT ALL INTERIOR DOORS

AND BORROW LIGHT LOCATIONS

CEILING AS SCHEDULED.

EXPANSION JOINT CONTINUES

ABOVE CEILING. REFER TO

GYPSUM BOARD SYSTEMS

SPECIFICATION FOR LEVELS OF

FINISH ABOVE AND BELOW CEILING

SILL

1" EXPANSION JOINT

1" EXPANSION JOINT

CRIPPLE STUDS

R

IM

WALL HUNG URINAL

ADULT INSTALLATION

C L E

A R

SIDE FRONTADULT TOILET - ACCESSIBLE

FLOOR MOUNT - FLUSH VALVE TYPE

G R

A B

B A

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40"

7" - 9"

/2

TWO-WALL GRAB BAR

42" MINIMUM

TOILET PAPER

DISPENSER

TYPICAL

S E

A T

TWO-WALL GRAB BAR

54" MINIMUM

M

A X

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B L E

P A

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M A

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SOAP

DISPENSER

MIRROR

INSULATED

TRAP & WASTE

TOWEL

DISPENSER

WALL HUNG LAVATORY

WITH ACCESSORIES

A N

Y O

P E

R A

B L E

P A

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S

M A

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FLUSH HANDLE

TO OPEN SIDE OF

COMPARTMENT

O P

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P A

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M A

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ADULT

ACCESSIBLE LAVATORY

M

IN

SOAP DISPENSER

MIRROR

ACCESSIBLE LAVATORY,

REFER TO PLUMBING

TOWEL

DISPENSER

24" 16" to 18"

M A

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SIDE FRONTADULT TOILET - ACCESSIBLE

WALL MOUNT - FLUSH VALVE TYPE

40"

" 4

42"

7" - 9"

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NOTE: THE ORIGINAL DRAWINGS FOR THIS PROJECT ARE 36" X 24". IF YOU HAVE A SMALLER SET, IT HAS BEEN

REDUCED AND DRAWING SCALES ARE NOT VALID.

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COORDINATION

DETAILS

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1/2" = 1'-0" G-002

B1 CEILING DETAILS

1/4" = 1'-0" G-002

D1 DOOR EQUIPMENT DETAILS

1/4" = 1'-0" G-002

D4 DOOR SWITCH DETAILS

1 1/2" = 1'-0" G-002

D7 ENLARGED DOOR SWITCH DETAIL 1

1 1/2" = 1'-0" G-002

D10 ENLARGED DOOR SWITCH DETAIL 2

1/2" = 1'-0" G-002

F9 RESTROOM CLEANOUT LOCATION

GENERAL NOTES:

1. DETAILS ON THIS PAGE INDICATE CERTAIN COORDINATION ITEMS THAT ARE

THE RESPONSIBILITY OF MULTIPLE CONTRACTORS.

2. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THAT

THE WORK OF THE VARIOUS TRADES COMPLY WITH THESE DETAILS.

1/2" = 1'-0" G-002

F10 RESTROOM FLOOR DRAIN LOCATION

1 1/2" = 1'-0" G-002

K9 INTERIOR EXPANSION JOINT DETAIL 2D

1/2" = 1'-0" G-002

K1 TYPICAL - RESTROOM ELEVATIONS

1/2" = 1'-0" G-002

F1 TYPICAL MOUNTING HEIGHTS

1/2" = 1'-0" G-002

I4 ADULT, ACCESSIBLE, WALL MOUNT, FLUSH VALVE TYPE

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NOTE: THE ORIGINAL DRAWINGS FOR THIS PROJECT ARE 36" X 24". IF YOU HAVE A SMALLER SET, IT HAS BEEN

REDUCED AND DRAWING SCALES ARE NOT VALID.

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PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES, THE CONTRACTOR SHALL SUBMIT TO THE WYOMING DEPARTMENT OF ENVIRONMENTAL QUALITY (WDEQ) A "NOTICE OF INTENT" (NOI) FOR COVERAGE UNDER THE STATE'S GENERAL NPDES PERMIT FOR STORM WATER DISCHARGE FROM CONSTRUCTION SITES. IN ACCORDANCE WITH THIS PERMIT, THE CONTRACTOR SHALL DEVELOP A POLLUTION PREVENTION PLAN UTILIZING BEST MANAGEMENT PRACTICES (BMP) BEFORE SUBMITTING THE NOI TO THE WDEQ. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING STORM WATER CONTROL PERMITS, AND FOR PREPARING AND MAINTAINING A STORM WATER MANAGEMENT PLAN. THE CONTRACTOR SHALL CONTROL STORM WATER RUNOFF AND DUST, AND PREVENT TRACKING OF MUD DURING ALL CONSTRUCTION ACTIVITIES PER STATE AND FEDERAL REQUIREMENTS THROUGHOUT THE CONSTRUCTION SITE AND UNTIL RE-VEGETATION HAS BEEN RE-ESTABLISHED. THE CONTRACTOR IS RESPONSIBLE FOR CONTINUOUS SEDIMENT AND EROSION CONTROL MAINTENANCE AND FULL REHABILITATION OF ALL DAMAGED IMPROVEMENTS, INCLUDING CULVERTS, TO ORIGINAL OR

BETTER CONDITIONS.

THE CONTRACTOR SHALL NOTIFY THE CITY OF CHEYENNE AT LEAST TWO (2) WORKING DAYS PRIOR TO START OF ANY EARTH DISTURBING ACTIVITY, OR CONSTRUCTION ACTIVITY ON ANY AND ALL PUBLIC IMPROVEMENTS. ALL SUBSEQUENT INSPECTIONS REQUIRE THE SAME 24 HOUR ADVANCE NOTICE. THERE SHALL BE NO WORK WITHIN THE PUBLIC RIGHT-OF-WAY ON SATURDAYS, SUNDAYS, OR HOLIDAYS UNLESS SPECIFICALLY APPROVED IN WRITING BY THE CITY OF CHEYENNE CONSTRUCTION SERVICES.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ASPECTS OF SAFETY, INCLUDING. BUT NOT LIMITED TO, EXCAVATION, TRENCHING, SHORING, TRAFFIC CONTROL AND SECURITY. THE CITY OF CHEYENNE AND THE ENGINEER EXERCISE NO CONTROL OF THE SAFETY OR ADEQUACY OF ANY EQUIPMENT, BUILDING COMPONENTS, SCAFFOLDING, FORMS, OR OTHER WORK AIDS USED IN OR ABOUT THE

PROJECT, OR IN SUPERVISION OF THE SAME

THE CONTRACTOR IS RESPONSIBLE FOR PROTECTING ALL UTILITIES DURING CONSTRUCTION AND FOR COORDINATING WITH THE

APPROPRIATE UTILITY CROSSING REQUIRED.

UPON COMPLETION OF CONSTRUCTION, THE SITE SHALL BE CLEANED AND RESTORED TO A CONDITION EQUAL TO, OR BETTER, THAN THAT WHICH EXISTED BEFORE CONSTRUCTION, OR TO THE GRADES AND CONDITION AS REQUIRED BY THESE PLANS.

EXISTING FENCES, TREES, STREETS, SIDEWALKS, CURBS AND GUTTER, LANDSCAPING, STRUCTURES, AND IMPROVEMENTS DESTROYED, DAMAGED, OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT SHALL BE REPLACED OR RESTORED IN LIKE KIND AT

THE CONTRACTOR'S EXPENSE, UNLESS OTHERWISE INDICATED ON THESE PLANS.

AFTER FINAL ACCEPTANCE BY THE CITY OF CHEYENNE, PUBLIC IMPROVEMENTS DEPICTED IN THESE PLANS SHALL BE FREE FROM MATERIAL AND WORKMANSHIP DEFECTS FOR A PERIOD OF TWO YEARS FROM THE DATE OF ACCEPTANCE.

ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE CITY OF CHEYENNE AND BOARD OF PUBLIC UTILITIES CONSTRUCTION

SPECIFICATIONS AND STANDARD DETAILS, MOST CURRENT EDITION.

GENERAL CONSTRUCTION NOTES:

WEST 15th STREET

REMOVE EXISTING CONCRETE AT

JOINTS, REPLACE WITH PAVERS.

REFER TO SHEET A-111 FOR

PATTERN (3,350 SF±)

REMOVE EXISTING CONCRETE AT

JOINTS, REPLACE WITH PAVERS.

REFER TO SHEET A-111 FOR

PATTERN (1,860 SF±)

REMOVE EXISTING CONCRETE AT

JOINTS, REPLACE WITH PAVERS.

REFER TO SHEET A-111 FOR

PATTERN (6,080 SF±)

EXISTING BOLLARDS TO REMAIN (x3)

REMOVE AND REPLACE EXISTING STAIRS

REMOVE AND REPLACE EXISTING STAIRS

1. FOR ALL AREAS WITHIN THE PLAZA THAT WILL NOT HAVE CONCRETE REMOVED AND REPLACED: CONTRACTOR SHALL REMOVE

ALL EXISTING PAINT AND SEALANT BY POWER WASHING.

2. THERE ARE SEVERAL CONCRETE PLANTERS WITHIN THE PLAZA. CONTRACTOR SHALL MOVE ANY PLANTERS WHICH WILL IMPACT THEIR WORK, AND RESET THOSE PLANTERS FOLLOWING CONSTRUCTION. THERE ARE 22 TOTAL PLANTERS, SOME 6' DIAMETER

AND SOME 4' DIAMETER.

3. CONTRACTOR SHALL CLEAN AND RESEAL ALL CONCRETE JOINTS WITHIN THE PLAZA AREA DEFINED BY THESE CONSTRUCTION DOCUMENTS. THIS INCLUDES ALL JOINTS ALONG THE PERIMETER OF THE PLAZA, ADJACENT TO WALLS, CURBS AND/OR STEPS.

4. CONTRACTOR SHALL CLEAN OUT ALL 3 STORM SEWER TRENCH DRAINS WITHIN DEPOT PLAZA BY REMOVING THE GRATE, CLEANING OUT ALL DEBRIS WITHIN THE TRENCH DRAIN, JETTING THE OUTLET, AND REPLACING THE GRATE.

5. COMPETE CONCRETE AND BRICK REPAIRS AS SHOWN ON SHEET C-201.

SCOPE OF WORK

EXISTING SLOTTED DRAIN SHALL BE TAPED

OFF DURING CONSTRUCTION TO PREVENT

DEBRIS FROM GETTING IN DRAIN.

CONTRACTOR TO CLEAN OUT SLOTTED

DRAIN AFTER NEW CONCRETE IS PLACED.

EXISTING SLOTTED DRAIN SHALL BE TAPED

OFF DURING CONSTRUCTION TO PREVENT

DEBRIS FROM GETTING IN DRAIN.

CONTRACTOR TO CLEAN OUT SLOTTED

DRAIN AFTER NEW CONCRETE IS PLACED.

EXISTING SLOTTED DRAIN SHALL BE TAPED

OFF DURING CONSTRUCTION TO PREVENT

DEBRIS FROM GETTING IN DRAIN.

CONTRACTOR TO CLEAN OUT SLOTTED

DRAIN AFTER NEW CONCRETE IS PLACED.

SHADE STRUCTURE SUPPORT, SEE STRUCTURAL DRAWINGS (TYP x 5)

SAWCUT ON DIAGONAL

(NOT ON JOINT) TO R&R

DAMAGED CONCRETE AT

END OF TRENCH DRAIN

LEGEND

EXISTING BOLLARD COVERTS TO REMAIN (x3)

CONCRETE JOINTS (TYP)

REMOVE AND REPLACE STONE, CROSS SLOPE EXCEEDS 2%

TYPICAL ALL CONCRETE THAT IS TO

REMAIN: REMOVE ALL EXISTING PAINT

TYPICAL ALL CONCRETE THAT

IS TO REMAIN: REMOVE ALL

EXISTING PAINT

STAGE AREA AND STEP TO BE REMOVED AND REPLACED

TO ACCOMMODATE SHADE STRUCTURE FOUNDATION.

REPLACE WITH 4" CONCRETE ON 4" CRUSHED BASE.

COMPACTION TEST REQUIRED ON CRUSHED BASE.

.80

REMOVE AND REPLACE CONCRETE TO

NEAREST JOINT. SEE SHEET C-201. (TYP)

REMOVE AND REPLACE CONCRETE TO

NEAREST JOINT. SEE SHEET C-201. (TYP)

STAIRS: 2 RISERS, EACH 5.5"

SEE SHEET C-200

7-23-2025

ALL CONCRETE SHALL BE 4500 PSI, FIBER REINFORCED.

CONCRETE NOTE:

REMOVE AND REPLACE CONCRETE TO

NEAREST JOINT. SEE SHEET C-201. (TYP)

REMOVE AND REPLACE CONCRETE

GUTTER. REPLACE WITH PAVERS (122 SF±)

C H

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6066.25 NOSE

6066.27

6066.62 NOSE

6066.63

6066.99 NOSE

.00

6065.90

6065.85 1.5%

.83 N

OSE60

.31 N

OSE

6066.83 NOSE

6066.31 NOSE

.31 N

OSE

.83

N

OSE

1.9%

1.9%

1.5%

1.1%

1.1%

.94

TOC

6066.37 TOC

6065.85±(EXISTING)

6066.37 TOC

6065.85±(EXISTING)

6066.37 TOC

6065.85±

(EXISTING)

NOTES:

1. STAIR FINISH SHALL BE HORIZONTAL BROOM FINISH.

2. HANDRAIL SHALL BE POWDERCOATED AND PAINTED GLOSS BLACK.

3. ALL STEEL POSTS AND HANDRAILS SHALL BE FREE FROM DENTS, SPURS,

AND SHARP EDGES AND SHALL BE INSTALLED LEVEL, PLUMB AND SQUARE.

4. CONTRACTOR MAY ALTER RAILING DESIGN AND/OR POST LOCATIONS

PROVIDED THAT ALL APPLICABLE CODES ARE MET.

5. ENSURE A MINIMUM CLEARANCE OF 1.5" BETWEEN HANDRAIL AND

ADJACENT WALL OR SURFACE.

4.

12" MIN.

24" MIN.

1-1/2" O.D. STEEL HANDRAIL

ON BOTH SIDE OF STAIRS

#4 BAR, 12" O.C. EACH WAY

#4 NOSE BAR AT

EACH TREAD FOR

WIDTH OF STAIR

4" CRUSHED BASE

3' -0

2" FULL DEPTH EXPANSION

JOINT, SEALED (TYP TOP

AND BOTTOM OF STAIRS)

POSTS TO BE SLEEVED

AND GROUTED

8"

1.0'

1.0'

1.0'

5"

STAGE CONCRETE:

4" CONCRETE ON 4"

CRUSHED BASE

PROTECT EXISTING

BRICK PAVERS

SIDEWALK:

4" CONCRETE ON

4" CRUSHED BASE

5" CONCRETE

IMPORTANT: NORTH STAIR

HAS AN ELECTRIC BOX ON

SOUTH SIDE. POST TO BE

PLACED IN THIS LOCATION

TO ENSURE ACCESS TO

ELECTRIC BOX

3"

1.5%

1.5%

1.5%

1' -9

M

IN

IMPORTANT: NORTH STAIR

HAS AN ELECTRIC BOX ON

SOUTH SIDE. MAINTAIN

1'-9" MIN. CLEARANCE TO

ALLOW DOOR TO OPEN

IMPORTANT: NORTH STAIR HAS AN ELECTRIC

BOX ON NORTH SIDE. CONSTRUCTING THIS

RAILING EXTENSION LONGER THAN 24" MAY

RESULT IN BOX DOOR BEING OBSTRUCTED

N

APN: Date Issued:

Drawn By: Checked By:

Sheet Title:

Sheet Number:

TD

S

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

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NOTE: THE ORIGINAL DRAWINGS FOR THIS PROJECT ARE 36" X 24". IF YOU HAVE A SMALLER SET, IT HAS BEEN

REDUCED AND DRAWING SCALES ARE NOT VALID.

i

CIVIL

CONCRETE

REPAIR

DMH .

2025.07.31

SECTION A-A

PO

B

OX

C

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7.2

.89

25.2.468

5 0 5 10

C-200

A

B

C

D

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F

G

H

I

J

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A

A

STAIR

TR

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= 3'-0"

8" C O

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IN

G

BAN

D

R

EM

AIN

D

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O

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TR

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TO

BE BR

IC

K

A A

6.26'±

EXISTING ELECTRICAL PANEL,

ENSURE THAT RAILING IS

CONSTRUCTED TO ALLOW ACCESS

PANEL TO SWING OPEN FREELY

SHADE STRUCTURE SUPPORT, SEE STRUCTURAL DRAWINGS (TYP x 5)

34.1'±

.0

EXISTING ELECTRICAL PANEL, ENSURE

THAT RAILING IS CONSTRUCTED PER

DETAIL TO ALLOW ACCESS PANEL TO

SWING OPEN FREELY

ELEVATIONS AND DIMENSIONS SHOWN APPLY TO BOTH STAIR LOCATIONS (SECTION A-A)

BACK OF STAGE: MATCH EXISTING TOP OF STAGE CONCRETE ~6067.0,

WHICH IS LOWER THAN TOP OF RETAINING WALL

7-23-2025

4.

4'-2" MINIMUM FROM

COLUMN TO STAIR RISER

4.25'

4'-2" MINIMUM FROM

COLUMN TO STAIR RISER

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SECTION B-B

1.9%

8"

BRICK PAVERS

3/4" SETTING SAND

5" SLURRY BED

2" RIGID INSULATION SPACER (TYP)

(REMOVED PRIOR TO SANDING)

2' - 4"

4" CONCRETE

4" CRUSHED BASE

1.9%

9" EXISTING

PLAZA

CONCRETE5.

5" S

TE

P

3' - 0"

5.

5"

S

TE

P

4"

NOTE:

COMPACT EXISTING SUBGRADE PRIOR TO

PLACING SLURRY BED OR CRUSHED BASE

APN: Date Issued:

Drawn By: Checked By:

Sheet Title:

Sheet Number:

TD

S

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

Th e

D es ig n

St ud io , i nc

$U ch ite ct nt eU io

U D es ig n

P io ne er

A ve nu e, C he ye nn e, W yo m in g

T

| 3

.7

.9 td si

NOTE: THE ORIGINAL DRAWINGS FOR THIS PROJECT ARE 36" X 24". IF YOU HAVE A SMALLER SET, IT HAS BEEN

REDUCED AND DRAWING SCALES ARE NOT VALID.

i

CIVIL

CONCRETE

REPAIR

DMH .

2025.07.31

KEY NOTES

CONCRETE SPALL REPAIR

REMOVE CONCRETE AT STAMPED "JOINT LINE"

AND REPLACE TO ADDRESS SUNKEN STONE

REMOVE AND RESET SUNKEN BRICKS AS

NEEDED. MATCH TOP OF CONCRETE ELEVATION.

REMOVE CONCRETE AT NEAREST JOINT AND

REPLACE IN ITS ENTIRETY, 4" CONCRETE ON 4"

CRUSHED BASE. EXISTING BASE MAY BE

REUSED/RECOMPACTED.

REMOVE CONCRETE THAT EXCEEDS 2% CROSS

SLOPE BY SAWCUTTING STONE WHERE

INDICATED. REPLACE WITH 4" CONCRETE ON

4" CRUSHED BASE. EXISTING BASE MAY BE

REUSED/RECOMPACTED.

REMOVE CONCRETE. REPLACE WITH PAVERS.

PO

B

OX

C

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E, W

Y

7.2

.89

25.2.468

10 0 10 20

W EST 15th STREET

STAGE AREA AND STEP TO BE REMOVED AND REPLACED

TO ACCOMMODATE SHADE STRUCTURE FOUNDATION.

REPLACE WITH 4" CONCRETE ON 4" CRUSHED BASE.

COMPACTION TEST REQUIRED ON CRUSHED BASE.

CONCRETE SPALL REPAIR

SPALL REPAIR SHALL BE DONE WITH DAYTON SUPERIOR HD 50 REPAIR MORTAR, OR

PREVIOUSLY APPROVED EQUAL.

DO NOT PROCEED WITH INSTALLATION OF SPALL REPAIR MORTAR UNDER

UNFAVORABLE WEATHER CONDITIONS, INCLUDING MOISTURE AND EXCESSIVE WIND.

INSTALL SPALL REPAIR MORTAR WHEN TEMPERATURE IS STABLE IN TEMPERATURE

RANGE RECOMMENDED BY MANUFACTURER FOR INSTALLATION.

PREPARE SURFACE BY REMOVING DETERIORATED OR CONTAMINATED CONCRETE AND

ROUGHEN AND CLEAN A SUBSTRATE TO ENHANCE BOND OF THE REPAIR MATERIAL.

CLEAN DUST AND DEBRIS FROM THE AREA TO BE REPAIRED. ENSURE AREA IS DRY

PRIOR TO INSTALLING MORTAR.

C-201

REMOVE CONCRETE, REPLACE WITH

BRICK. SEE ARCHITECTURAL DRAWINGS

FOR BRICK PATTERN/SPECIFICATIONS

EXIST. TRENCH DRAIN

EXIST. TRENCH DRAIN

EXIST. TRENCH DRAIN

7-23-2025

5 EXIST. STATUE TO REMAIN

5REMOVE AND REPLACE STAIRS (TYP). SEE SHEET C-200.

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6 6

REMOVE CONCRETE,

REPLACE WITH BRICK.

SEE ARCHITECTURAL

DRAWINGS FOR BRICK

PATTERN/SPECIFICATIONS

REMOVE CONCRETE,

REPLACE WITH BRICK.

SEE ARCHITECTURAL

DRAWINGS FOR BRICK

PATTERN/SPECIFICATIONS

SYMBOL DESCRIPTION

ELEVATION CALLOUT

XXX'-XX"

STEP

SLOPE

KEY NOTE

SUBGRADE

FORM SAVER

DRAWING REVISION NUMBER

CURRENT REVISION CLOUD

X

SERVICE LOAD PROVIDED

FOR SPECIALTY DESIGNER

SECTION OR

DETAIL CUT

SHEET NUMBER

GRID LINES

X

XX

ROUGHENED SURFACE,

INTENTIONALLY ROUGHEN

TO 1/4" AMPLITUDE, UNO

NOTES:

1. ITEMS NOT DESIGNED BY MARTIN/MARTIN WYOMING,INC

ARE SHOWN HALFTONED

A. ITEMS INCLUDE:

a. EXISTING CONSTRUCTION

b. PERFORMANCE SPECIFIED AND DEFERRED

SUBMITTAL ITEMS (RAILINGS, ARCHITECTURAL

METAL PANELING, ETC.)

SYMBOLS LEGEND

X'-XX" DIMENSIONS TO EXISTING

STRUCTURE, FIELD VERIFY

(ITALICS)

X'-XX"

DIMENSIONS TO NEW

STRUCTURE

1. GENERAL:

A. THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF

PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED, THESE DEFERRED SUBMITTAL ITEMS SHALL

BE SUBMITTED TO THE BUILDING OFFICIAL BY THE CONTRACTOR:

• EXCAVATION SHORING

• ARCHITECTURAL METAL SHADE PANELING

• METAL RAILINGS

• ANCHORAGE, BRACING AND ATTACHMENT OF REQUIRED ARCHITECTURAL, ELECTRICAL, AND

OTHER SYSTEMS NOT SPECIFICALLY DETAILED IN THESE DRAWINGS.

B. ALL DEFERRED SUBMITTALS TO BE ATTACHED TO PRIMARY STRUCTURE WITH A PINNED

CONNECTION. MOMENT CONNECTIONS TO PRIMARY STRUCTURE NOT PERMITTED UNLESS NOTED ON

DRAWINGS OR APPROVED BY ENGINEER IN WRITING PRIOR TO SUBMITTAL OF DRAWINGS OR

CALCULATIONS.

C. LOADING AND LOCATION FOR ATTACHMENT OF DEFERRED SUBMITTAL ITEMS ARE NOTED ON

DRAWINGS AND ARE NOT TO BE RELOCATED OR INCREASED WITHOUT WRITTEN APPROVAL.

D. SUBMIT STAMPED STRUCTURAL CALCULATIONS FOR ALL DEFERRED SUBMITTAL ITEMS PRIOR TO OR

CONCURRENTLY WITH DRAWINGS OR PRODUCT DATA. INCLUDE ANALYSIS OF ATTACHMENT TO

PRIMARY STRUCTURE. INCLUDE CURRENT ICC REPORT WITH ALL PROPRIETARY STRUCTURAL

ELEMENTS AND ANCHORS/FASTENERS.

DEFERRED SUBMITTALS

1. DESIGN CRITERIA:

A. THE GEOTECHNICAL REPORT PREPARED BY INBERG-MILLER ENGINEERS, NUMBER 24725-HX, DATED

MAY 8, 2025 PROVIDED CRITERIA FOR THE FOUNDATION DESIGN FOR THE PROJECT.

2. FOOTINGS:

A. FOOTING DESIGN CRITERIA:

• MAXIMUM TOTAL LOAD BEARING PRESSURE = 1500 PSF

• FROST DEPTH TO BOTTOM OF FOUNDATION = 36 IN

3. THE OWNER SHALL ENGAGE A QUALIFIED INSPECTION AND TESTING AGENCY TO PERFORM SPECIAL INSPECTIONS AND TESTING TO VERIFY SOIL CONDITIONS, SITE PREPARATION, SUBGRADE, AND DESIGN CRITERIA USED FOR THE DESIGN OF THE FOUNDATIONS. EOR SHALL BE NOTIFIED IF THE GEOTECHNICAL ENGINEER/ SPECIAL INSPECTOR DETERMINES THAT IN-PLACE SOILS AND/OR FILLS LESS THAN THE

ALLOWABLE BEARING PRESSURE ARE PRESENT AT THE SITE.

4. SEE GEOTECHNICAL REPORT FOR SITE PREPARATION AND EARTHWORK RECOMMENDATIONS.

5. SUBGRADES SHALL BE FREE OF ORGANIC MATERIALS, ROCKS, MOUNDS, DEBRIS, OLD FILL, AND SOFT, COMPRESSIBLE SOIL OR MATERIAL. WEAK OR YIELDING SUBGRADES SHALL BE REPAIRED AS

RECOMMENDED BY THE GEOTECHNICAL REPORT.

FOUNDATION NOTES

1. GENERAL:

A. ENGINEER: REFERENCES ON THE STRUCTURAL DRAWINGS TO ‘ENGINEER’ MEAN THE STRUCTURAL

ENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS “CONTRACTOR’S ENGINEER”, “MECHANICAL ENGINEER”, ETC.

B. THESE NOTES SUPPLEMENT THE SPECIFICATIONS, WHICH SHALL BE REFERENCED FOR ADDITIONAL

REQUIREMENTS.

C. UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES AND NOTIFY ARCHITECT OF EXISTING

UTILITIES OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK.

D. STRUCTURAL ELEMENTS ARE CENTERED ON GRID LINES AND GRID LINE INTERSECTIONS UNLESS

DIMENSIONED OTHERWISE.

2. USE OF DRAWINGS:

A. DO NOT SCALE DRAWINGS.

B. DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.

C. DETAILS NOTED TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE

SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT.

D. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES AND SPECIFICATIONS:

• CONTACT THE ARCHITECT PRIOR TO PROCEEDING WITH CONSTRUCTION

• THE MORE STRINGENT REQUIREMENTS SHALL GOVERN FOR BIDDING / PRICING

3. EXISTING STRUCTURES:

A. CONTRACT DOCUMENTS HAVE BEEN PREPARED USING AVAILABLE DRAWINGS AND SITE

OBSERVATION AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN.

B. DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH ARE

NOT KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION. CONTRACTOR SHALL NOTIFY

THE ARCHITECT OF ALL CONDITIONS NOT PER THE CONTRACT DOCUMENTS. EXAMPLES INCLUDE:

• SIZES OR DIMENSIONS OTHER THAN THOSE SHOWN

• DAMAGE OR DETERIORATION TO MATERIALS AND COMPONENTS

• CONDITIONS OF INSTABILITY OR LACK OF SUPPORT

• ITEMS NOTED AS EXISTING ON THE DRAWINGS BUT NOT FOUND IN THE FIELD

C. PREPARE DIMENSIONAL DRAWINGS OF ALL DISCOVERED ITEMS.

D. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING STRUCTURAL CONDITIONS PRIOR TO SUBMITTING

SHOP DRAWINGS.

E. CONTRACTOR SHALL MAKE ALLOWANCE FOR THE RESOLUTION OF SUCH DISCOVERIES IN THE

CONSTRUCTION SCHEDULE.

F. SUBMIT A DIMENSIONED DRAWING OF ALL NEW OPENINGS THROUGH EXISTING FOUNDATIONS AND

SECURE APPROVAL PRIOR TO CUTTING. NEW OPENING MAY BE EITHER SHOWN ON THE CONTRACT

DOCUMENTS OR PROPOSED BY THE CONTRACTOR. DRAWING SHALL SHOW:

• VERTICAL & HORIZONTAL LOCATION AND SIZE OF NEW OPENING(S)

• ALL EXISTING OPENINGS IN THE VICINITY OF THE NEW OPENING(S)

• ALL EXISTING STRUCTURE (FOUNDATIONS, SLABS, WALLS, ETC) IN THE VICINITY OF THE NEW

OPENING(S)

• ALL REINFORCING BAR SIZES AND POSITIONS (LAYOUT LOCATION AND DEPTH) CONFLICTING WITH

OR IN THE VICINITY OF THE NEW OPENING(S).

4. COORDINATION:

A. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES.

THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO

SHOP DRAWINGS AND WORK.

5. SUBMITTALS AND SUBSTITUTIONS:

A. SUBMITTALS: REFER TO SPECIFICATIONS FOR DETAILED REQUIREMENTS.

• IF THE CONTRACTOR REQUESTS A CHANGE FROM THE STRUCTURAL DRAWINGS, IT SHALL BE

APPROVED BY THE ARCHITECT AND DESIGNED BY MARTIN/MARTIN WYOMING, INC. PRIOR TO

SUBMITTING SHOP DRAWINGS. VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS.

CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN WYOMING, INC. FOR MAKING THE CHANGE.

• CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE IN SUBMITTALS

• ALL SHOP DRAWINGS SHALL REFERENCE THE STRUCTURAL DRAWING NUMBER AND DETAIL USED

TO PREPARE THE SUBMITTAL

• SUBMIT A STATEMENT OF RESPONSIBILITY FOR CONSTRUCTION OF THE LATERAL LOAD

RESISTING SYSTEM IDENTIFIED IN THE DESIGN CRITERIA IN ACCORDANCE WITH IBC 2024 SECTION

B. SUBSTITUTIONS: ARCHITECT’S APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS

C. NONCONFORMANCE: NOTIFY ARCHITECT OF CONDITIONS NOT CONSTRUCTED PER THE CONTRACT

DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. SUBMIT PROPOSED REPAIR TO THE

ARCHITECT FOR ACCEPTANCE. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR

DESIGNING THE REPAIR.

D. ALL SHOP DRAWINGS SHALL BE SUBMITTED IN ELECTRONIC FORMAT ONLY.

6. TEMPORARY CONDITIONS, CONSTRUCTION ENGINEERING, AND OSHA STANDARDS:

A. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION AND ONLY FOR LOADS

ANTICIPATED DURING THE STRUCTURE’S SERVICE LIFE.

B. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR’S CONSTRUCTION METHODS AND/OR SEQUENCES. CONTRACTOR SHALL PROVIDE ALL REQUIRED ENGINEERING AND OTHER MEASURES TO

ACHIEVE THE MEANS, METHODS, AND SEQUENCES OF WORK WHICH MAY INCLUDE, BUT IS NOT

LIMITED TO:

a. LAYOUT

b. DESIGN FOR FORMWORK, SHORING, AND RESHORING

c. DESIGN OF CONCRETE MIXES

d. ERECTION PROCEDURES WHICH ADDRESS STABILITY OF THE FRAME DURING CONSTRUCTION

e. WELD PROCEDURES

f. DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS

g. SURVEYING TO VERIFY CONSTRUCTION TOLERANCES

h. EVALUATION OF TEMPORARY CONSTRUCTION LOADS ON STRUCTURE DUE TO EQUIPMENT AND

MATERIALS

i. STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGN DRAWINGS

C. NOTHING SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED

FOR THE CONTRACTOR TO COMPLY WITH ALL OSHA REQUIREMENTS. WHERE THE STRUCTURAL

DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THE STRUCTURAL DRAWINGS

REPRESENT FINAL CONDITIONS ONLY.

• THE CONTRACTOR SHALL ADD ALL ERECTION FRAMING NECESSARY TO COMPLY WITH OSHA.

• THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, PLATES, STIFFENER

PLATES, STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, ETC.

• WASHERS OR RINGS MAY BE WELDED TO COLUMNS TO PROVIDE FOR SAFETY CABLES. HOLES IN

COLUMNS FOR SAFETY CABLES SHALL BE SHOP INSTALLED AND SHALL BE INDICATED ON SHOP

DRAWINGS.

GENERAL NOTES

1. CODES AND STANDARDS:

A. GENERAL DESIGN

• INTERNATIONAL BUILDING CODE 2024 AND CITY OF CHEYENNE AMENDMENTS

B. LOADS

• ASCE/SEI 7-16 "MINIMUM DESIGN LOAD FOR BUILDINGS AND OTHER STRUCTURES" WHERE

INDICATED ON DRAWINGS INDIVIDUAL UNFACTORED LOAD COMPONENTS (D, DI, L, LR, R, S, H, F, FA, E, W, WI, T) ARE AS DEFINED AND DETERMINED BY THE BUILDING CODES AND STANDARDS

INDICATED. LOAD COMPONENTS SHALL BE COMBINED USING THE LOAD COMBINATIONS OF THE

BUILDING CODE FOR SPECIALTY DESIGN BY OTHERS.

C. CONCRETE

• ACI 301-LATEST EDITION "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS"

• ACI 318-19 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

D. STEEL

• ANSI/AISC 341-22 "SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS"

• ANSI/AISC 360-22 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" LOAD AND RESISTANCE

FACTOR DESIGN.

2. SEISMIC LOADS

• SEISMIC DESIGN CATEGORY = A

• RISK CATEGORY = II

• EARTHQUAKE IMPORTANCE FACTOR, Ie = 1.00

• MAPPED SPECTRAL RESPONSE ACCELERATION, SS = 0.17 g

• MAPPED SPECTRAL RESPONSE ACCELERATION, S1 = 0.039 g

• DESIGN SPECTRAL RESPONSE COEFFICIENT, SDS = 0.15

• DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.056

• SOIL SITE CLASS = D

3. GRAVITY LOADS

A. SUPERIMPOSED DEAD LOAD (INCLUDES W6 OR S6 BEAM AND ARCHITECTURAL METAL PANELS) = 9 psf B. DRIFTING, SLIDING AND UNBALANCED SNOW. LOADS ARE ULTIMATE (1.0S) TO BE COMBINED USING

2024 IBC LOAD COMBINATIONS.

• GROUND SNOW LOAD = Pg,ULT = 46.0 psf, Pg,ASD = 32.2 psf

• SNOW EXPOSURE FACTOR, Ce = 1.0

• THERMAL FACTOR, Ct = 1.2

• FLAT ROOF SNOW LOAD = Pf,ULT = 38.6 psf

4. WIND LOADS

• RISK CATEGORY = II

• BASIC WIND SPEED, VULT = 108 mph, VASD = 84 mph

• EXPOSURE CATEGORY = C

• INTERNAL PRESSURE COEFFICIENT, GCPI = 0.00

• TOPOGRAPHIC FACTOR, KZT = 1.00

• GROUND ELEVATION FACTOR, KE = 0.80

5. DESIGN WIND PRESSURES FOR COMPONENTS AND CLADDING AND ELEMENTS DESIGNED BY THE

CONTRACTOR

• LISTED COMPONENTS AND CLADDING WIND PRESSURES ARE INCLUDED FOR REFERENCE ONLY.

FINAL CALCULATIONS SHALL BE COMPLETED BY THE CONTRACTOR.

• PRESSURES LISTED BELOW ARE ULTIMATE (1.0W) TO BE COMBINED USING 2024 IBC LOAD

COMBINATIONS.

• PRESSURES INCLUDE GROUND ELEVATION FACTOR, KE.

• ROOF PRESSURES: < 9 SF > 9 SF, < 36 SF > 36 SF

ZONE 3, POSITIVE 46.7 35.0 23.3

ZONE 3, NEGATIVE -61.4 -30.7 -20.5

ZONE 2, POSITIVE 35.0 35.0 23.3

ZONE 2, NEGATIVE -30.7 -30.7 -20.5

ZONE 1, POSITIVE, 23.3 23.3 23.3

ZONE 1, NEGATIVE -20.5 -20.5 -20.5

DESIGN CRITERIACONCRETE NOTES

1. GENERAL:

A. ALL WORK SHALL CONFORM WITH ACI 301-20, UNLESS NOTED OTHERWISE IN DRAWINGS OR PROJECT

SPECIFICATIONS.

B. DETAIL BARS IN ACCORDANCE WITH THE DRAWINGS, PROJECT SPECIFICATIONS, AND ACI

PUBLICATION SP-66 (2004): “ACI DETAILING MANUAL”

2. REINFORCING MATERIALS:

A. SEE ‘REINFORCING MATERIAL TABLE’

3. REINFORCING FABRICATION:

A. SPLICES:

• NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON DRAWINGS. WHERE

PERMITTED, SPLICES MAY BE MADE BY CONTACT LAPS OR MECHANICAL CONNECTORS.

• SEE DETAILS FOR LAP LENGTHS.

B. MISCELLANEOUS REINFORCING REQUIREMENTS:

• PROVIDE ADDITIONAL BARS OR STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACE DURING

CONCRETE PLACEMENT.

• MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR’S SHOP UNLESS NOTED.

• NO WELDING OF REINFORCING PERMITTED UNLESS NOTED ON DRAWINGS. WHERE PERMITTED,

PERFORM WELDING IN ACCORDANCE WITH AWS D1.4-2011.

• PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS, NOTCHES, AND REENTRANT CORNERS AS

NOTED IN TYPICAL DETAILS.

4. STRUCTURAL CONCRETE MIX REQUIREMENTS: SEE ‘CONCRETE MIX TABLE’

5. NON-SHRINK GROUT:

A. CONFORM TO ASTM C1107

B. ACHIEVE 7000 PSI COMPRESSIVE STRENGTH AT 28 DAYS.

6. PLACING REINFORCEMENT:

A. REINFORCEMENT PROTECTION:

• SEE ACI 117-10 FOR REINFORCEMENT PLACING TOLERANCES

• CONCRETE CLEAR COVER:

1. 3" FOR CONCRETE PLACED AGAINST EARTH

2. 2" CONCRETE PLACED IN FORMS, EXPOSED TO WEATHER OR EARTH

B. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDED WIRE

REINFORCEMENT AT POSITIONS SHOWN ON PLANS. ALL REINFORCING, DOWELS, BOLTS, AND

EMBEDDED PLATES SHALL BE SET AND TIED IN PLACE BEFORE THE CONCRETE IS POURED.

“STABBING” INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED.

7. MODIFICATIONS TO HARDENED OR EXISTING CONCRETE:

A. UNLESS NOTED ON THE STRUCTURAL DOCUMENTS MODIFICATIONS (I.E. SAW CUTTING, CORING, CHIPPING, ETC.) SHALL NOT BE MADE TO HARDENED OR EXISTING CONCRETE WITHOUT APPROVAL

OF THE ARCHITECT.

B. DO NOT CUT OR DAMAGE ANY REINFORCING WITHOUT APPROVAL OF THE ARCHITECT

8. SLEEVES, OPENINGS, AND EMBEDDED PIPE/CONDUITS:

A. GENERAL: REFER TO TYPICAL DETAILS FOR SPACING AND LAYOUT LIMITATIONS FOR SLEEVES AND

OPENINGS. FORM OPENINGS AND PROVIDE SLEEVES BEFORE PLACING CONCRETE, CORING OF

CONCRETE IS NOT PERMITTED.

B. REINFORCING: REFER TO TYPICAL DETAILS FOR REINFORCEMENT REQUIREMENTS AT SLEEVES, OPENINGS OR CONDUIT. DO NOT CUT REINFORCING WHICH MAY CONFLICT.

STEEL NOTES

1. GENERAL:

A. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL STEEL FRAMING REQUIREMENTS.

B. STEEL SHALL BE FABRICATED, CONSTRUCTED, AND PREPARED PER AISC AESS 2.

C. SURFACES SHALL BE PREPPED TO SSPC-SP6.

2. CONNECTIONS:

A. PROVIDE CONNECTIONS AS SHOWN IN DETAILS HEREIN.

3. STEEL MATERIALS:

A. SEE ‘STEEL MATERIAL TABLE’

4. WELDING REQUIREMENTS:

A. WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS.

QUALIFICATION TESTS.

B. MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16” FILLET, CONTINUOUS UNLESS

OTHERWISE NOTED.

C. WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVE REQUIRED.

INCREASE WELD SIZE IF GAPS EXIST AT THE FAYING SURFACE.

D. ALL EXPOSED WELDS SHALL MEET THE REQUIREMENTS OF AESS 2:

a. ALL WELDS EXPOSED TO VIEW SHALL BE SMOOTH AND GROUND SMOOTH. PROVIDE A

CONTINUOUS WELD APPEARANCE.

b. WELD SPATTERS SHALL BE REMOVED.

E. WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE IS REQUIRED BY ANSI/AISC 360-22

TABLES J2.3 AND J2.4.

F. ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED.

G. FIELD WELDING SYMBOLS INDICATE SEQUENCE CONSIDERED DURING DESIGN. THE CONTRACTOR

SHALL REQUEST APPROVAL FROM THE ENGINEER TO MODIFY WELD INSTALLATION LOCATION

INDICATED ON THE DOCUMENTS:

• FROM SHOP TO FIELD

• FROM FIELD TO SHOP

5. STRUCTURAL STEEL INSTALLATION:

A. UNLESS INDICATED OTHERWISE, SNUG TIGHTEN ALL JOINTS AS DEFINED BY AISC.

B. SEE SPECIFICATIONS FOR AESS REQUIREMENTS AND TOLERANCES.

COMPONENTS & CLADDING SPECIAL ROOF ZONES

a

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ZONE 2

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REDUCED AND DRAWING SCALES ARE NOT VALID.

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SHEET NUMBER SHEET TITLE

S-001 STRUCTURAL NOTES

S-002 STRUCTURAL NOTES & QAQC

S-100 FOUNDATION AND FRAMING PLANS

S-200 STRUCTURAL DETAILS

WELDED A706 60 80 -

TYP REINFORCING A615 60 90 -

REINF ELEMENT ASTM Fy (KSI) Fu (KSI) COMMENTS

REINFORCING MATERIAL TABLE

WF, WT A992 50 65 -

WELDING ELECTRODES E70 - - PER AWS

RECT HSS A500 GR C 50 62 -

PLATES A36 36 58 -

OTHER SHAPES

A36 36 58

A572 WITH Fy=50 KSI AND Fu=65 KSI

ACCEPTABLE AT CONTRACTOR'S OPTION

BOLTS F3125 - TYPE

A325 OR F1852

- 120

BOLTS ARE 3/4"Ø UNO, USE TENSION-

CONTROLLED WHERE POSSIBLE

ANCHOR RODS F1554 GR 55 55 75 WELDABLE, HEAVY HEX HEADED

STEEL ELEMENT ASTM/TYPE Fy (KSI) Fu (KSI) COMMENTS

STEEL MATERIAL TABLE

NWC = NORMAL WEIGHT CONCRETE

b. ABBREVIATIONS FOR OTHER REQUIREMENTS AS FOLLOWS:

a. WHERE AIR CONTENT IS INDICATED IN THE MIX TABLE, PROVIDE AIR ENTRAINING ADMIXTURE. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR +/- 1 1/2%. ‘NP’ IN COLUMN

INDICATES ADDITION OF ENTRAINED AIR IS NOT PERMITTED EXCEPT WHERE CONTRACTOR CAN

DEMONSTRATE THAT SLABS WITH ENTRAINED AIR WILL HAVE A FINISH ACCEPTABLE TO THE ARCHITECT

WITHOUT BLISTERS. AIR CONTENT NOTED IS BASED ON 3/4" AGGREGATE. IF 3/8” AGGREGATE IS USED, INCREASE AIR CONTENT BY 11/2%.

FOR CONCRETE PLACED BY PUMPING PROVIDE CONCRETE MIX FLOWABILITY TO FACILITATE PUMPING.

ENTRAINED AIR MAY BE USED TO FACILITATE PUMPING SUBJECT TO THE PROVISIONS OF NOTE a BELOW.

ALKALI-AGGREGATE REACTIVITY OF AGGREGATES - SUBMIT REPORTS INDICATING THAT FINE AND COARSE AGGREGATES ARE NOT "POTENTIALLY REACTIVE" BASED ON THE ASTM C295 OR ASTM C1260 (OR ASTMC1293) TESTING LIMITS SET FORTH IN SECTION 5.1 OF "GUIDE SPECIFICATION FOR CONCRETE SUBJECT TO ALKALI-SILICA REACTIONS" (2007 PORTLAND CEMENT ASSOCIATION). ALTERNATIVELY, SUBMIT ASTM C1567 TEST REPORTS INDICATING THAT THE COMBINATION OF MIX INGREDIENTS REDUCES THE EXPANSION DUE TO ALKALI-AGGREGATE REACTIVITY SUCH THAT THE MIX COMPLIES WITH SECTION

5.2 OF "GUIDE SPECIFICATION FOR CONCRETE SUBJECT TO ALKALI-SILICA REACTIONS" (2007 PORTLAND CEMENT ASSOCIATION). ALL TESTS FOR SUBMITTED REPORTS SHALL HAVE BEEN PERFORMED WITHIN

ONE YEAR OF THE SUBMITTAL DATE.

USE TYPE I / II PORTLAND CEMENT OR TYPE IL-HS MODIFIED CEMENT (SULFATE RESISTANT), UNLESS NOTED OTHERWISE. FOR CONCRETE MIXES USED ON FLOORS MINIMUM CEMENTITIOUS CONTENT SHALL

BE 540 POUNDS PER CUBIC YARD

- PROVIDE WORKABILITY AND CONSISTENCY TO PERMIT CONCRETE TO BE WORKED READILY INTO FORMS

AND AROUND REINFORCEMENT UNDER CONDITIONS OF PLACEMENT TO BE EMPLOYED, WITHOUT

SEGREGATION OR EXCESSIVE BLEEDING. CONTRACTOR SHALL SELECT APPROPRIATE SLUMP. USE

ADMIXTURES AS REQUIRED TO OBTAIN DESIRED RESULTS.

- PROVIDE THE MINIMUM COMPRESSIVE STRENGTH AS INDICATED IN THE MIX TABLE. DO NOT EXCEED

THE MAXIMUM WATER-CEMENT RATIO NOTED.

PROPORTIONS OF MATERIALS IN CONCRETE MIX SHALL BE ESTABLISHED TO:

CONCRETE MIX TABLE NOTES:

FOOOTINGS AND

PILASTERS 4.5 NWC 1 1 (#57) - -

CONC

MIX

TYPE

INTENDED USE

28 DAY

STRENGTH

f'c (KSI)

CONC

WEIGHT

MAX W/C

RATIO,

INCLUDING

FLY ASH

MAX

AGGREGATE

SIZE, IN

(ASTM C33)

TOTAL AIR

CONTENT

NOTE a

OTHER

REQTS,

NOTE b

CONCRETE MIX TABLE

SHEET LIST

QUALITY ASSURANCE GENERAL NOTES

STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING

1) GENERAL:

1A) SCOPE OF WORK

- THE OWNER WILL ENGAGE A QUALIFIED INSPECTION AND TESTING AGENCY(S) TO PERFORM SPECIAL INSPECTIONS AND TESTING FOR ALL STRUCTURAL MEMBERS AND ASSEMBLIES AS NOTED HEREIN.

- SUBMIT DOCUMENTATION OF QUALIFICATIONS, INCLUDING COMPETENCE AND RELEVANT WORK

EXPERIENCE OR TRAINING OF SPECIAL INSPECTORS TO THE AUTHORITY HAVING JURISDICTION PRIOR TO

THE START OF WORK.

- SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE AUTHORITY HAVING JURISDICTION

REQUIRED BY IBC 2024 SECTION 110.

- REFER TO THE SPECIFICATIONS FOR REPORTING AND PROCEDURAL REQUIREMENTS FOR QUALITY

ASSURANCE AND QUALITY CONTROL.

- REFER TO ARCH/MECH/ELEC/CIVIL SPECIFICATIONS AND DRAWINGS FOR ADDITIONAL SPECIAL

INSPECTION AND TESTING THAT MAY BE REQUIRED.

1B) SPECIAL INSPECTIONS AND TESTING ARE APPLICABLE TO ALL REVISIONS AND/OR FUTURE WORK ADDED

BY AMENDMENTS TO THESE DOCUMENTS.

1C) DEFINITIONS

- SPECIAL INSPECTOR: THE AGENCY ENGAGED BY THE OWNER AND APPROVED BY THE AUTHORITY HAVING JURISDICTION TO ACT AS THE DESIGNATED REPRESENTATIVE TO PERFORM INSPECTIONS.

- SPECIAL INSPECTION: INSPECTION PERFORMED BY THE SPECIAL INSPECTOR ACCORDING TO IBC 2024 SECTION 1704 TO ENSURE COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED

STANDARDS.

- (P) PERIODIC INSPECTION: THE PART-TIME OR INTERMITTENT OBSERVATION BY THE SPECIAL INSPECTOR OF WORK BEING PERFORMED. SPECIAL INSPECTOR SHALL BE PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. OBSERVATION OF ALL WORK (100% VISUAL) SHALL BE MADE AT THE

COMPLETION OF THE WORK.

- (C) CONTINUOUS INSPECTION: THE FULL-TIME OBSERVATION BY THE SPECIAL INSPECTOR OF WORK BEING PERFORMED. SPECIAL INSPECTOR SHALL BE PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. OBSERVATION OF ALL WORK (100% VISUAL) SHALL BE MADE AT THE COMPLETION OF THE

WORK.

1D) DEFICIENCIES IN WORK

- CORRECT DEFICIENCIES IN WORK THAT TESTS AND INSPECTIONS INDICATE DO NOT COMPLY WITH THE

CONTRACT DOCUMENTS AND REFERENCED STANDARDS.

- ALL COST OF ADDITIONAL TESTING AND/OR INSPECTIONS FOR CORRECTIVE WORK SHALL BE BORNE BY

THE CONTRACTOR.

2) SHOP FABRICATIONS:

2A) GENERAL

- PERFORM INSPECTIONS AND TESTING FOR ALL SHOP FABRICATED STRUCTURAL MEMBERS AND

ASSEMBLIES AS NOTED HEREIN. SPECIAL INSPECTOR SHALL PERFORM SPECIAL INSPECTIONS AND TESTING UNLESS THE FABRICATOR IS REGISTERED AND APPROVED BY THE AUTHORITY HAVING JURISDICTION TO

PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION OR FABRICATION HAS A CURRENT ICC-ES

EVALUATION REPORT.

- SPECIAL INSPECTOR SHALL VERIFY THE FABRICATOR MAINTAINS AND FOLLOWS DETAILED SHOP FABRICATION AND QUALITY CONTROL PROCEDURES, UNLESS FABRICATOR IS REGISTERED AND APPROVED.

- AT THE COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE AUTHORITY HAVING JURISDICTION ACCORDING TO IBC 2024 SECTION 1704.2.5.1.

- APPROVED FABRICATORS MAY PERFORM TESTING NOTED HEREIN EXCEPT THAT NONDESTRUCTIVE TESTING (NDT) SHALL ONLY BE PERFORMED BY PERSONNEL WITH QUALIFICATIONS THAT MEET OR EXCEED THE CRITERIA OF AWS D1.1 SUBCLAUSE 6.14.6 AND AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING

(ASNT) SNT-TC-1A OR ASNT CP-189.

2B) SHOP FABRICATIONS INCLUDED

- SHOP FABRICATED STRUCTURAL STEEL INCLUDING STAIRS AND RAILING ELEMENTS

- SHOP FABRICATED METAL PANELING

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REDUCED AND DRAWING SCALES ARE NOT VALID.

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2. SEE CIVIL DRAWINGS AND/OR SPECIFICATIONS FOR CLASSIFICATION AND TESTING REQUIREMENTS FOR

COMPACTED FILL AND/OR CONTROLLED LOW-STRENGTH MATERIAL.

1. SEE CIVIL DRAWINGS AND/OR SPECIFICATIONS FOR ADDITIONAL EARTHWORK AND UTILITY INSPECTION

REQUIREMENTS.

SOILS SPECIAL INSPECTION NOTES:

- PLACEMENT

C -

VERIFY USE OF PROPER MATERIALS,

DENSITIES, COMPACTION, AND LIFT

THICKNESSES

- PRIOR TO PLACEMENT

P -

VERIFY SUBGRADE HAS BEEN PROPERLY

PREPARED

CONTROLLED FILL

- BEARING MATERIAL

P SOILS REPORT

VERIFY BEARING MATERIAL IS ADEQUATE TO

ACHIEVE THE DESIGN BEARING CAPACITY

- EXCAVATION

P -

VERIFY EXCAVATIONS ARE EXTENDED TO THE

PROPER DEPTH AND HAVE REACHED THE

PROPER BEARING MATERIAL

SUBGRADE

ITEM FREQUENCY STANDARD CRITERIA

SOILS SPECIAL INSPECTIONS

2. REPORTS OF COMPRESSIVE STRENGTH TESTS SHALL CONTAIN THE FOLLOWING INFORMATION: DATE OF CONCRETE PLACEMENT, LOCATION OF CONCRETE BATCH IN WORK, DESIGN 28-DAY COMPRESSIVE STRENGTH, SLUMP, CONCRETE SUPPLIER AND MIXTURE ID NUMBER, TIME OF BATCH AND PLACEMENT, AMBIENT AIR TEMPERATURE, SITE ADDED WATER AND ADMIXTURES, UNIT WEIGHT, AND AS REQUIRED BY

ASTM C39.

1. NONDESTRUCTIVE TESTING MAY BE PERMITTED BY THE ARCHITECT, BUT WILL NOT BE USED AS SOLE BASIS

FOR APPROVAL OR REJECTION OF DEFICIENT CONCRETE.

STRUCTURAL CONCRETE TESTING NOTES:

- COMPRESSIVE

STRENGTH (56-DAY

SPECIFIED STRENGTH)

EACH

COMPOSITE

SAMPLE

ASTM C31ASTM

C39(5) 6X12 OR

(7) 4x8

CYLINDERS

TEST PER SCHEDULE BELOW FOR 56-DAY

STRENGTH:

- 7 DAYS: (1) 6x12 OR (1) 4x8

- 28 DAYS: (2) 6x12 OR (3) 4x8

- 56 DAYS: (2) 6x12 OR (3) 4x8

- COMPRESSIVE

STRENGTH (28-DAY

SPECIFIED STRENGTH)

EACH

COMPOSITE

SAMPLE

ASTM C31ASTM

39(4)6x12 OR (6)

4x8 CYLINDERS

TEST PER SCHEDULE BELOW FOR 28-DAY

STRENGTH:

- 7 DAYS: (1) 6x12 OR (1) 4x8

- 28 DAYS: (2) 6x12 OR (3) 4x8

- 56 DAYS: (1) 6x12 OR (2) 4x8 (IF 28 DAY TESTS

DO NOT ACHIEVE SPECIFIED 28 DAY STRENGTH)

ACCEPTANCE CRITERIA PER ACI 318

- COLD WEATHER CURING

- ASTM C1074

RECORD MAXIMUM AND MINIMUM CONCRETE

TEMPERATURE DURING CURING PERIOD, WHEN

DAILY AVERAGE AIR TEMPERATURE OF 40 °F OR

BELOW IS EXPECTED FOR 3 SUCCESSIVE DAYS

DURING CURING PERIOD

- TEMPERATURE EACH

COMPOSITE

SAMPLE AND 60

MINUTE

INTERVALS

ASTM C1064

REQUIRED WHEN AIR TEMPERATURE IS 40 °F

AND BELOW OR 80°F AND ABOVE

- SLUMP/SLUMP FLOW

EACH

COMPOSITE

SAMPLE

ASTM C143

(SLUMP) OR

ASTM C1611

(SLUMP FLOW)

SPECIFIED SLUMP SHALL BE AS SUBMITTED IN

THE MIX DESIGN ± 1 1/2". PERFORM ADDITIONAL

TESTS WHEN CONCRETE CONSISTENCY

APPEARS TO CHANGE

2. DRILLED PIERS

EACH SHAFT

FOR DRILLED PIERS OBTAIN NEAR BEGINNING

OF LOAD PRIOR TO PLACEMENT IN SHAFT.

- COMPOSITE SAMPLE

ASTM C172

OBTAIN AT POINT OF PLACEMENT. ADJUST

FREQUENCY AS REQUIRED TO PROVIDE...

CONCRETE

- WELDING - - PER STRUCTURAL STEEL TESTING

REINFORCING STEEL, BOLTS AND EMBEDMENTS

ITEM FREQUENCY STANDARD CRITERIA

STRUCTURAL CONCRETE TESTING

- SHORE/FORM REMOVAL P ACI 301-16 2.3.2 FOR BEAMS AND STRUCTURAL SLABS

- CURING P ACI 301-16 5.3.6 -

- PLACEMENT OF

CONCRETE C ACI 301-16 5.3.2 -

- FORMWORK PRIOR TO

PLACEMENT OF

CONCRETE

P ACI 301-16 2.2-2.3 INSPECT FIRST POUR OF EACH TYPE

- MIX DESIGN

EACH TRUCK -

VERIFY USE OF APPROVED DESIGN MIXTURE

FOR EACH TRUCK LOAD

CONCRETE

- WELDING - - INSPECT PER THE STRUCTURAL STEEL TABLE

- PRIOR TO PLACEMENT

OF CONCRETE

100% -

VERIFY TYPE, FINISH, DIAMETER, LENGTH,

QUANTITY, EMBEDMENT LENGTH, SPACING AND

EDGE DISTANCES. VERIFY USE OF PLACING

TEMPLATE WHERE SPECIFIED

BOLTS AND EMBEDMENTS

- MECHANICAL

CONNECTORS C ICC-ES REPORT -

- COATED REINFORCING P ACI 301-16 3.2.1.2 -

- FIELD BENDING P ACI 301-16 3.3.2.8 -

- WELDING C AWS D1.4 VERIFY ASTM A706 REINFORCING STEEL

- PRIOR TO…