YAQF082005 WIANG Upgrade B503 B2 DWG.pdf

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TYPE B2 DESIGN PRE-FINAL SUBMITTAL

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SHEET INDEX

SHEET

NUMBER SHEET NAME

F-001 FIRE PROTECTION GENERAL NOTES,

SYMBOLS AND ABBREVIATIONS

F-101 FIRE PROTECTION PLAN

F-401 ENLARGED FIRE PROTECTION PLAN

FA101 FIRE ALARM PLAN

FA401 FIRE ALARM ENLARGED PLAN

FA501 FIRE ALARM OPERATIONAL MATRIX AND

RISER DIAGRAM

MECHANICAL

M-001 MECHANICAL GENERAL NOTES AND

ABBREVIATIONS

MH101 FIRST FLOOR MECHANICAL HVAC PLAN

M-401 MECHANICAL ENLARGED PLANS

M-501 MECHANICAL DETAILS

M-601 MECHANICAL SCHEDULES

ELECTRICAL

E-001 ELECTRICAL GENERAL NOTES AND

ABBREVIATIONS

E-002 ELECTRICAL SYMBOLS

ED101 ELECTRICAL DEMOLITION PLAN

ES101 ELECTRICAL DEMOLITION SITE PLAN

ES102 ELECTRICAL SITE PLAN

E-101 LIGHTING PLAN

E-111 POWER PLAN

E-121 MECHANICAL POWER PLAN

E-401 ENLARGED PLANS

E-501 ELECTRICAL DETAILS

E-502 ELECTRICAL DETAILS

E-601 ELECTRICAL ONE-LINE DIAGRAMS

E-602 LIGHTING FIXTURE AND MECHANICAL

EQUIPMENT SCHEDULE

E-603 PANELBOARD SCHEDULES

SHEET INDEX

SHEET

NUMBER SHEET NAME

GENERAL

G-001 COVER SHEET

G-002 SHEET INDEX

G-100 PROJECT CODE SUMMARY

G-101 LIFE SAFETY PLAN

G-201 FIRST FLOOR PLAN (EXISTING)

G-202 EXISTING CONDITIONS SURVEY

CIVIL

C-001 CIVIL GENERAL NOTES, LEGEND, AND

ABBREVIATIONS

C-101 CIVIL DEMOLITION PLAN

C-102 CIVIL SITE, GRADING, AND UTILITY PLAN

C-501 CIVIL CONSTRUCTION DETAILS

C-502 CIVIL CONSTRUCTION DETAILS

STRUCTURAL

S-001 GENERAL NOTES

S-002 GENERAL NOTES

S-003 LOADING DIAGRAMS

S-004 SCHEDULE OF SPECIAL INSPECTIONS

S-101 OVERALL BUILDING FOUNDATION PLAN

S-102 BUILDING ADDITION FOUNDATION AND ROOF

PLAN

S-301 DETAILS

S-302 DETAILS

S-501 TYPICAL DETAILS

S-502 TYPICAL DETAILS

ARCHITECTURAL

A-001 GENERAL NOTES, ABBREVIATIONS &

SYMBOLS

AD101 DEMOLITION FLOOR PLAN

AD301 DEMOLITION BUILDING SECTION

A-101 FLOOR PLAN

A-151 ROOF PLAN

A-171 ENLARGED PLANS

A-201 BUILDING ELEVATIONS

A-301 BUILDING SECTIONS

A-351 WALL SECTIONS

A-601 SCHEDULES AND DETAILS

A-602 DOOR DETAILS

A-603 EIFS DETAILS

A-604 MISCELLANEOUS DETAILS

FIRE PROTECTION

SHEET NAME

F-001 FIRE PROTECTION GENERAL NOTES,

SYMBOLS AND ABBREVIATIONS

F-101 FIRE PROTECTION PLAN

F-401 ENLARGED FIRE PROTECTION PLAN

FA101 FIRE ALARM PLAN

FA401 FIRE ALARM ENLARGED PLAN

FA501 FIRE ALARM OPERATIONAL MATRIX AND

RISER DIAGRAM

MECHANICAL

M-001 MECHANICAL GENERAL NOTES AND

ABBREVIATIONS

MH101 FIRST FLOOR MECHANICAL HVAC PLAN

M-401 MECHANICAL ENLARGED PLANS

M-501 MECHANICAL DETAILS

M-601 MECHANICAL SCHEDULES

ELECTRICAL

E-001 ELECTRICAL GENERAL NOTES AND

ABBREVIATIONS

E-002 ELECTRICAL SYMBOLS

ED101 ELECTRICAL DEMOLITION PLAN

ES101 ELECTRICAL DEMOLITION SITE PLAN

ES102 ELECTRICAL SITE PLAN

E-101 LIGHTING PLAN

E-111 POWER PLAN

E-121 MECHANICAL POWER PLAN

E-401 ENLARGED PLANS

E-501 ELECTRICAL DETAILS

E-502 ELECTRICAL DETAILS

E-601 ELECTRICAL ONE-LINE DIAGRAMS

E-602 LIGHTING FIXTURE AND MECHANICAL

EQUIPMENT SCHEDULE

E-603 PANELBOARD SCHEDULES

FIRE PROTECTION

FIRE PROTECTION

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C-001

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GENERAL CIVIL NOTES

1. THE CONTRACTOR SHALL COMPLY WITH ALL CITY, COUNTY, STATE AND FEDERAL REGULATIONS

APPLICABLE TO CONSTRUCTION OF THIS SITE.

2. ALL DIMENSIONS ARE TAKEN FROM/TO FENCE LINES, CENTERLINE OF UTILITY, CENTER OF

MANHOLE OR CATCH BASIN, CENTERLINE OF ROAD, FACE OF BUILDING, FACE OF CURB, FACE OF

WALL, OR CENTERLINE OF STRIPING UNLESS OTHERWISE NOTED.

3. EXISTING CONDITIONS SHOWN ARE BASED UPON BASE PROVIDED GIS AND SURVEY DATED

01/24/2017 BY THE EXCELSIOR GROUP, LLC. ALL EXISTING UTILITY INFORMATION SHOULD BE

CONSIDERED APPROXIMATE AND MUST BE VERIFIED BY THE CONTRACTOR PRIOR TO

CONSTRUCTION OR ORDERING MATERIALS.

4. ALL REQUIRED EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PROVIDED, INSTALLED, AND MAINTAINED AS SHOWN ON THE APPLICABLE EROSION, SEDIMENTATION AND POLLUTION

CONTROL PLANS CONTAINED WITHIN THESE CONSTRUCTION DOCUMENTS.

5. CONTRACTOR TO ENSURE ALL EXISTING TOPS OF MANHOLES AND VALVE BOXES ARE RAISED OR

LOWERED TO BE FLUSH WITH FINISHED GRADES, UNLESS NOTED OTHERWISE.

6. NO BURNING IS ALLOWED.

7. CONTRACTOR TO ENSURE ALL EXISTING TOPS OF MANHOLES AND VALVE BOXES ARE RAISED OR

LOWERED TO BE FLUSH WITH FINISHED GRADES, UNLESS NOTED OTHERWISE.

8. ALL NEW PAVEMENT AND SIDEWALKS SHALL BE CONSTRUCTED FLUSH WITH EXISTING, WITH NO

PONDING OF STORMWATER, UNLESS NOTED OTHERWISE.

9. CONTRACTOR SHALL GRADE ALL DISTURBED AREAS TO ENSURE POSITIVE DRAINAGE AWAY

FROM ALL BUILDINGS AND TO DRAINAGE STRUCTURES OR DITCHES. NATURAL FLOW OF

SURROUNDING WATERS SHALL NOT BE DISTURBED DURING CONSTRUCTION, UNLESS SHOWN

OTHERWISE.

10. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS, COORDINATES, AND DIMENSIONAL

INFORMATION PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL BRING ALL DISCREPANCIES

TO THE ATTENTION OF THE COR PRIOR TO STARTING CONSTRUCTION.

11. ALL TRAFFIC SIGNS AND PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH THE "MANUAL

ON UNIFORM TRAFFIC CONTROL DEVICES" (MUTCD), LATEST EDITION.

12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING INSTALLATION OF ALL NEW

UTILITIES WITH THOSE THAT ARE EXISTING. IF EXISTING UTILITIES ARE IN CONFLICT WITH NEW

UTILITIES, THE SITE CONTRACTOR SHALL NOTIFY THE COR BEFORE PROCEEDING WITH

CONSTRUCTION.

13. ALL TOPSOIL AND EXCAVATED MATERIAL SHALL BE STOCKPILED IN AN APPROVED AREA DURING

CONSTRUCTION. EXCESS OR UNUSABLE TOPSOIL SHALL BE DISPOSED OF OFF-SITE IN A

MANNER THAT IS LEGAL AND CONSISTENT WITH ALL LOCAL, STATE AND FEDERAL

REQUIREMENTS.

14. THE LOCATION OF ALL EXISTING UTILITIES AND STORM DRAINAGE SHOWN ON THE PLANS HAVE

BEEN DETERMINED FROM THE BEST INFORMATION AVAILABLE AND ARE GIVEN FOR THE

CONVENIENCE OF THE CONTRACTOR. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR

INACCURACY. PRIOR TO THE START OF ANY CONSTRUCTION ACTIVITY IT SHALL BE THE

CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE VARIOUS UTILITIES AND TO MAKE THE

NECESSARY ARRANGEMENTS FOR ANY RELOCATION OF THESE UTILITIES WITH THE COR OF THE

UTILITY. THE CONTRACTOR SHALL EXERCISE CAUTION WHEN CROSSING UNDERGROUND

UTILITIES, WHETHER SHOWN ON THE PLAN OR LOCATED BY THE UTILITY COMPANY. ALL

UTILITIES WHICH INTERFERE WITH THE PROPOSED CONSTRUCTION SHALL BE BROUGHT TO THE

ATTENTION OF THE CONTRACTING OFFICER'S REPRESENTATIVE (COR). COORDINATE

INSTALLATION OF ALL NEW UTILITIES WITH THOSE THAT ARE EXISTING. IF EXISTING UTILITIES

ARE ARE DETERMINED TO BE IN CONFLICT WITH NEW UTILTIES, NOTIFY COR PRIOR TO

CONSTRUCTION. IF EXISTING PRESSURIZED UTILITIES OR NON-GRAVITY UTILITIES (SUCH AS

WATER MAINS, SANITARY SEWER FORCE MAINS, ELECTRICAL LINES, AND/OR COMMUNICATION

LINES) ARE IN CONFLICT WITH NEW GRAVITY SYSTEM, OFFSETS OF EXISTING UTILITY SYSTEMS

IN CONFLICT WITH NEW GRAVITY UTILITIES SHALL BE PERFORMED AS A PART OF THE BASE

CONTRACT AT NO ADDITIONAL COST TO THE GOVERNMENT. ANY FEES ASSOCIATED WITH

UTILITY RELOCATIONS SHALL BE BORNE BY THE CONTRACTOR IN ACCORDANCE WITH

RESPECTIVE UTILITY COMPANY STANDARDS. THE CONTRACTOR SHALL COORDINATE

DISCONNECTION OF EXISTING UTILITIES WITH THE APPROPRIATE UTILITY PROVIDER.

15. UTILITIES INDICATED SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE APPLICABLE

PROVISIONS OF THE SPECIFICATIONS. GRADING SHALL BE AS INDICATED, AND SHALL PRODUCE

A FINISHED SURFACE WITH NO PONDING OF WATER, READY TO RECEIVE PLANTING MATERIALS

OR GRASSING.

16. IT WILL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE THAT ALL REQUIRED PERMITS

ARE OBTAINED AND IN HAND BEFORE BEGINNING ANY CONSTRUCTION. NO CONSTRUCTION OR

FABRICATION OF ANY ITEM SHALL BEGIN UNTIL THE CONTRACTOR HAS RECEIVED ALL PLANS

AND ANY OTHER DOCUMENTATION FROM ALL OF THE PERMITTING AND ANY OTHER REGULATORY

AUTHORITIES. ANY PENALTIES, STOP WORK ORDERS OR ADDITIONAL WORK RESULTING FROM

THE CONTRACTOR BEING IN VIOLATION OF THE REQUIREMENTS ABOVE, SHALL BE FULLY BORNE

BY THE CONTRACTOR.

17. ALL CONTRACTORS/SUBCONTRACTORS THAT WILL BE ENGAGED IN LAND DISTURBING ACTIVITIES

SHALL COMPLY WITH ALL EROSION, SEDIMENTATION AND POLLUTION CONTROL AND

STORMWATER POLLUTION PREVENTION REQUIREMENTS CONTAINED THROUGHOUT THE

DRAWINGS, SPECIFICATIONS, AND PERMITS.

18. AREAS DISTURBED BY THE CONTRACTOR, WHICH ARE NOT PART OF THIS PROJECT, SHALL BE

RETURNED TO ORIGINAL OR BETTER CONDITION PRIOR TO THE COMPLETION OF THE PROJECT

AS DETERMINED BY THE COR.

19. THE CONTRACTOR'S MEANS, METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES IN

PERFORMING THE WORK IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR, WHO IS ALSO

RESPONSIBLE FOR COMPLYING WITH ALL HEALTH AND SAFETY PRECAUTIONS AS REQUIRED BY

THE APPLICABLE REGULATORY AGENCY.

20. THE DESIGN ADEQUACY AND SAFETY OF ALL BRACING, SHORING AND TEMPORARY SUPPORTS, ETC. ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

21. PROTECT ALL EXISTING FEATURES AND EXISTING LANDSCAPING THAT WILL REMAIN. ANY ITEM

DAMAGED DURING THE PERFORMANCE OF THE WORK WILL BE RESTORED TO ORIGINAL

CONDITION, OR REPLACED WITH NEW AT THE CONTRACTOR'S EXPENSE. CONTRACTOR SHALL

TAKE PRECAUTIONS TO AVOID OVERLOADING PAVEMENTS WHICH WILL REMAIN.

22. CONTRACTOR SHALL INSPECT ALL SEDIMENT AND EROSION CONTROL MEASURES DAILY AND

DURING PROLONGED PERIODS OF CONTINUOUS RAINFALL EVENTS TO ENSURE THAT ALL

CONTROLS ARE FUNCTIONING PROPERLY. DAMAGED CONTROLS SHALL BE REPLACED BY THE

END OF THE WORKDAY.

23. EACH SHEET IS PART OF A MULTI-SHEET SET OF CONSTRUCTION PLANS AND SHALL BE READ

WITH THE FULL SET TO BEST ENSURE PROPER INTERPRETATION.

24. ALL NORTHING AND EASTING (N/E) COORDINATES SHOWN FOR BUILDING CORNERS ARE AT

COLUMN LINE INTERSECTIONS. COORDINATE WITH THE ARCHITECTURAL PLANS.

GENERAL CIVIL DEMOLITION NOTES

1. "DEMOLISH" SHALL MEAN TO REMOVE AN OBJECT IN ITS ENTIRETY. RESTORE GRADES AND

SURFACE IMPROVEMENTS TO MATCH EXISTING CONDITIONS OR PER REQUIREMENTS OF NEW

WORK, WHICHEVER IS APPLICABLE.

2. EROSION AND SEDIMENTATION CONTROL MEASURES AND TEMPORARY CONSTRUCTION FENCING

SHALL BE IN PLACE PRIOR TO COMMENCEMENT OR CONCURRENT WITH DEMOLITION.

3. CONTRACTOR SHALL ESTABLISH SURVEY CONTROL NETWORK OUTSIDE LIMITS OF DEMOLITION

PRIOR TO COMMENCEMENT OF WORK. THIS WORK MUST BE PERFORMED BY LICENSED &

REGISTERED WISCONSIN LAND SURVEYOR.

4. ALL DEMOLITION WORK SHALL BE COORDINATED WITH CONTRACTOR'S SCHEDULE, LOGISTICS

PLAN (APPROVED BY COR), EROSION, SEDIMENTATION AND POLLUTION CONTROL PLAN PRIOR

TO WORK.

5. ALL INTERNAL FENCING, TRASH, AND LITTER TO BE FULLY DEMOLISHED AND REMOVED FROM

SITE (TO A LEGAL LANDFILL). PERIMETER FENCING TO REMAIN UNLESS NOTED OTHERWISE.

GENERAL CIVIL SITE NOTES

1. CONTRACTOR SHALL FURNISH AND MAINTAIN ANY AND ALL NECESSARY BARRICADES AROUND

THE WORK AND PROVIDE PROTECTION AGAINST WATER DAMAGE AND SOIL EROSION.

2. ALL BUILDING DIMENSIONS SHALL BE VERIFIED AND COORDINATED WITH THE ARCHITECTURAL

PLANS.

3. PAVEMENT MARKINGS, INCLUDING ANY STANDARD HANDICAP SYMBOLS, PARKING STRIPING AND

TRAFFIC ARROWS, SHALL BE PAINTED ON PAVEMENT AT LOCATIONS SHOWN.

4. ALL SIGNAGE SHALL CONFORM TO THE MOST RECENT WISDOT AND MUTCD STANDARDS AND

SPECIFICATIONS.

5. CONTACT CALL BEFORE YOU DIG (811) A MINIMUM OF 72 HOURS PRIOR TO DIGGING.

6. CONTACT BASE CIVIL ENGINEERING DEPARTMENT TO COORDINATE UTILITY CONNECTIONS

PRIOR TO CONSTRUCTION.

GRADING AND DRAINAGE NOTES

1. POSITIVE DRAINAGE SHALL BE MAINTAINED AT ALL TIMES TO PREVENT SATURATION OF

EXPOSED SOILS IN CASE OF SUDDEN RAINS, AND FOR ALL FINISHED GRADING. CONTRACTOR

SHALL LOCATE ALL EXISTING UTILITIES PRIOR TO ANY EXCAVATION.

2. CONTRACTOR SHALL INSTALL ALL PERIMETER EROSION AND SEDIMENT CONTROL MEASURES

PRIOR TO ANY SITE CLEARING OR EXCAVATION.

3. ALL BACKFILL AND FILL MATERIAL SHALL BE FREE OF ORGANIC MATTER AND WASTE.

4. THE CONTRACTOR SHALL REMOVE ALL EROSION CONTROL FENCING FROM THE SITE PRIOR TO

FINAL PROJECT ACCEPTANCE, AND SHALL SMOOTH THE GROUND SURFACE WHERE THE FENCE

WAS REMOVED THEN MULCH OR SEED & STRAW (SEASON APPROPRIATE GRASS) THE RESTORED

SURFACE AS SUNLIGHT CONDITIONS WARRANT.

5. CONTRACTOR SHALL MARK, PRESERVE AND PROTECT ALL SURVEY BENCHMARKS.IF

BENCHMARK MUST BE DEMOLISHED FOR CONSTRUCTION, CONTRACTOR SHALL RELOCATE

BENCHMARK AND PROVIDE NEW DATA ON AS-BUlLTS.

6. ALL CUT AND FILL SLOPES SHALL BE 2:1 OR FLATTER (SEE PLANS).

7. ALL SPOT ELEVATIONS ARE FINISH GRADE AT EDGE OF PAVEMENT UNLESS OTHERWISE NOTED.

8. ALL PIPE DIMENSIONS ARE MEASURED CENTERLINE TO CENTERLINE FOR MANHOLES AND INLETS

AND FROM THE END OF THE PIPE FOR MITERED END SECTIONS.

9. CONTRACTOR TO ENSURE ALL EXISTING TOPS OF MANHOLES, VALVES AND UTILITY BOXES ARE

RAISED OR LOWERED TO BE FLUSH WITH FINISHED GRADES, UNLESS SHOWN OTHERWISE.

10. ALL EARTHWORK OPERATIONS REQUIRED FOR CONSTRUCTION OF THE VARIOUS STRUCTURES

AND UTILITIES INDICATED SHALL BE CONDUCTED IN ACCORDANCE WITH THE APPLICABLE

PROVISIONS OF THE SPECIFICATIONS. GRADING SHALL BE AS INDICATED, AND SHALL PRODUCE

A FINISHED SURFACE WITH NO PONDING OF WATER, READY TO RECEIVE PLANTING MATERIALS

OR GRASSING.

11. STORM SEWER INLETS ARE LOCATED AT THE CENTER OF THE STRUCTURE. CONTRACTOR SHALL

FIELD LOCATE THE CENTER OF THE GRATE INLET OR CENTER OF THE MANHOLE LID WITH THE

COORDINATES PROVIDED. THE CONTRACTOR SHALL ADJUST THE FINAL LOCATION OF THE

STORM SEWER PIPES BASED ON ECCENTRIC TYPE MANHOLES.

UNDERGROUND UTILITY NOTES

1. ELECTRICAL AND TELECOMMUNICATION LINE DEPTHS SHALL NOT CONFLICT WITH ANY GRAVITY

LINE SYSTEM AND SHALL HAVE A MINIMUM 12-INCH SEPARATION FROM ANY GRAVITY LINE WHILE

MEETING THE MINIMUM COVER REQUIREMENT FOR THAT UTILITY.

ABBREVIATIONS:

@ AT

ACB ASPHALTIC CONCRETE BASE COURSE

AD AREA DRAIN

AG ABOVEGROUND

APPROX APPROXIMATE

ARCH. ARCHITECTURAL

ASPH ASPHALT

BC BACK OF CURB

BLDG BUILDING

BOL BOLLARD

BW/BOW FINISHED GROUND ELEVATIONS AT

BOTTOM OF WALL

CB CATCH BASIN

CI CAST IRON

CL CENTERLINE

CLF CHAIN LINK FENCE

CMP CORRUGATED METAL PIPE

CO CLEANOUT

COR CONTRACTING OFFICER'S

REPRESENTATIVE

CONC CONCRETE

CF CUBIC FEET

DI DROP INLET

DIA DIAMETER

DIP DUCTILE IRON PIPE

D.O.T. DEPARTMENT OF TRANSPORTATION

DWLS DOWELS

E EAST

EF EACH FACE

ELEC ELECTRICAL

EL/ELEV ELEVATION

EP/EOP EDGE OF PAVEMENT

EX/EXIST EXISTING

FFE FINISHED FLOOR ELEVATION

FH FIRE HYDRANT

FT FEET

FES FLARED END SECTION

G GAS

G.A.B. GRADED AGGREGATE BASE

GND GROUND

HDPE HIGH DENSITY POLYETHYLENE

HORIZ HORIZONTAL

ID INSIDE DIAMETER

IN INCHES

INT INTERSECTION

INV INVERT

JT JOINT

JB JUNCTION BOX

MAX MAXIMUM

M.E. MATCH EXISTING

MECH. MECHANICAL

MFR/MFG MANUFACTURER

MH MANHOLE

MIN MINIMUM

N NORTH

NO/# NUMBER

NTS NOT TO SCALE

O/C OR OC ON CENTER

OHP OVERHEAD POWER

PC POINT OF CURVATURE

PI POINT OF INTERSECTION

PIV POST INDICATOR VALVE

PPVC PERFORATED POLYVINYL CHLORIDE

PROP PROPOSED

PSI POUNDS PER SQUARE INCH

PT POINT OF TANGENCY

PVC POLYVINYL CHLORIDE

PVMNT PAVEMENT OR PVMT

PWR. POWER

R RADIUS

RCP REINFORCED CONCRETE PIPE

REINF REINFORCING

SMH SANITARY MANHOLE

SD STORM DRAIN

SF/SQ FT SQUARE FEET

SHLDR SHOULDER

SS SANITARY SEWER

T TELEPHONE

T.B.A. TO BE ABANDONED

TBR TO BE REMOVED

C TOP OF CURB

TW/TOW TOP OF WALL

TYP TYPICAL

UNO UNLESS NOTED OTHERWISE

UTIL UTILITY

V VERTICAL

VC VITRIFIED CLAY

W POTABLE WATER

WWR WELDED WIRE REINFORCEMENT

EXISTING

PROPOSED

DESCRIPTION

SF

LODLOD

LEGEND:

CIVIL ENGINEER:

POND & COMPANY

3500 PARKWAY LANE, SUITE 500

PEACHTREE CORNERS, GA 30092

TEL: 678-336-7740

24-HOUR CONTACT

CONTRACTOR TO ASSIGN PRIOR TO CONSTRUCTION

THIS SITE IS NOT LOCATED IN A FLOOD ZONE PER FIRM PANELS

55057C0220D DATED OCTOBER 16, 2012

PROJECT NOTES:

WATER VALVE N/A

HYDRANT N/A

GAS VALVE N/A

CATCH BASIN N/A

BOLLARD N/A

POWER POLE N/A

MANHOLE N/A

FENCE

WATER LINE N/A

UNDERGROUND ELECTRICAL N/A

GAS LINE N/A

STORM PIPE N/A

CONCRETE SIDEWALK

ASPHALT PAVEMENT

SILT FENCE N/A

LIMITS OF DISTURBANCE N/A

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LEGEND

DEMOLISH ASPHALT PAVEMENT

DEMOLISH CONCRETE PAVEMENT

SCALE: 1" = 20'

0 20' 40' 60'10'

A1

CIVIL DEMOLITION PLAN

N

GENERAL SHEET NOTES

1. REFER TO SHEET C-001 FOR GENERAL CIVIL NOTES,

LEGENDS, AND ABBREVIATIONS.

2. SAWCUT TO FULL DEPTH AND REMOVE FROM

GOVERNMENT PROPERTY ASPHALT PAVEMENT,

CONCRETE PAVEMENT, CONCRETE SLABS AND

FOUNDATIONS IN THE LOCATIONS INDICATED ON

THE PLANS. ASPHALT PAVEMENT, CONCRETE

PAVEMENT, AND CONCRETE SLABS AND

FOUNDATIONS SHALL BE REMOVED TO NEATLY

SAWED EDGES.

1 2 3 4 5

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C d w g

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C-101

E I P

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SHEET KEYNOTES

1. DEMOLISH EXISTING BOLLARD

2. DEMOLISH EXISTING PAVEMENT

3. DEMOLISH EXISTING CONCRETE PAVEMENT TO

THE NEAREST JOINT

G H

C

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text S 68° E 117'

AutoCAD SHX Text

TO CONTROL POINT 600

AutoCAD SHX Text N 32° W 49'

AutoCAD SHX Text

TO CONTROL POINT 813

AutoCAD SHX Text N 17° E 64'

AutoCAD SHX Text

TO CONTROL POINT 812

AutoCAD SHX Text

CP 601

AutoCAD SHX Text

CP 602

AutoCAD SHX Text

CP 603

AutoCAD SHX Text

BLDG 504

AutoCAD SHX Text

BLDG 504

AutoCAD SHX Text

BLDG 503

AutoCAD SHX Text

BLDG

AutoCAD SHX Text

AutoCAD SHX Text 914.08

AutoCAD SHX Text 914.14

AutoCAD SHX Text 914.07

AutoCAD SHX Text 914.04

AutoCAD SHX Text 914.04

AutoCAD SHX Text 914.06

AutoCAD SHX Text 914.03

AutoCAD SHX Text 914.04

AutoCAD SHX Text 914.61

AutoCAD SHX Text 914.62

AutoCAD SHX Text 914.59

AutoCAD SHX Text 914.08

AutoCAD SHX Text 918.50

AutoCAD SHX Text

SOIL

AutoCAD SHX Text

PILE

AutoCAD SHX Text

SAND

AutoCAD SHX Text

PILE

AutoCAD SHX Text

DIESEL

AutoCAD SHX Text

FUEL

AutoCAD SHX Text

JET

AutoCAD SHX Text

OIL

AutoCAD SHX Text

PAD

AutoCAD SHX Text

CONC

AutoCAD SHX Text

TEMPORARY

AutoCAD SHX Text

STORAGE TENT

AutoCAD SHX Text

OVER CONCRETE PAD

AutoCAD SHX Text

CONC

AutoCAD SHX Text

CONCRETE

AutoCAD SHX Text 919.28

AutoCAD SHX Text 913.86

AutoCAD SHX Text 913.77

AutoCAD SHX Text 913.69

AutoCAD SHX Text 914.11

AutoCAD SHX Text 914.41

AutoCAD SHX Text 914.51

AutoCAD SHX Text 914.49

AutoCAD SHX Text 914.38

AutoCAD SHX Text

PAD

AutoCAD SHX Text

CONC

AutoCAD SHX Text 914.5

AutoCAD SHX Text 915.5

AutoCAD SHX Text 916.0

AutoCAD SHX Text 916.5

AutoCAD SHX Text 915.0

AutoCAD SHX Text 916.0

AutoCAD SHX Text 914.0

AutoCAD SHX Text 913.5

AutoCAD SHX Text 914.5

AutoCAD SHX Text 914.5

AutoCAD SHX Text 914.0

AutoCAD SHX Text 915.0

AutoCAD SHX Text 917.0

AutoCAD SHX Text 916.5

AutoCAD SHX Text 917.5

AutoCAD SHX Text 918.0

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AutoCAD SHX Text 919.0

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AutoCAD SHX Text 920.0

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AutoCAD SHX Text 914.0

AutoCAD SHX Text 914.0

AutoCAD SHX Text 913.5

AutoCAD SHX Text 915.5

AutoCAD SHX Text 914.5

AutoCAD SHX Text 915.5

AutoCAD SHX Text 918.5

AutoCAD SHX Text 919.0

AutoCAD SHX Text 917.5

AutoCAD SHX Text 918.0

AutoCAD SHX Text 917.0

AutoCAD SHX Text 918.5

AutoCAD SHX Text 919.0

AutoCAD SHX Text 917.0

AutoCAD SHX Text 917.5

AutoCAD SHX Text 918.0

AutoCAD SHX Text 915.0

AutoCAD SHX Text 914.5

AutoCAD SHX Text 916.5

AutoCAD SHX Text 918.5

AutoCAD SHX Text 914.5

AutoCAD SHX Text 915.18

AutoCAD SHX Text 915.18

AutoCAD SHX Text

BIT

AutoCAD SHX Text

LAWN

AutoCAD SHX Text

LAWN

AutoCAD SHX Text

LAWN

AutoCAD SHX Text

LAWN

AutoCAD SHX Text

LAWN

AutoCAD SHX Text

LAWN

AutoCAD SHX Text

LAWN

AutoCAD SHX Text

LAWN

AutoCAD SHX Text

LAWN

AutoCAD SHX Text

LAWN

AutoCAD SHX Text

BIT

AutoCAD SHX Text

BIT

AutoCAD SHX Text

BIT

AutoCAD SHX Text

BIT

AutoCAD SHX Text

BIT

AutoCAD SHX Text

BIT

AutoCAD SHX Text

LAWN

AutoCAD SHX Text

LAWN

AutoCAD SHX Text

CONCRETE

AutoCAD SHX Text

CONCRETE

AutoCAD SHX Text

CONCRETE

AutoCAD SHX Text

CONC

AutoCAD SHX Text

CONC

AutoCAD SHX Text

BIT

AutoCAD SHX Text

BIT

AutoCAD SHX Text 914.76

AutoCAD SHX Text 914.82

AutoCAD SHX Text 914.61

AutoCAD SHX Text 914.84

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914.16 M.E.

914.14 M.E.

914.50 914.50

LEGEND

CONCRETE PAD

CONCRETE PAVEMENT

ASPHALT PAVEMENT PATCH

ASPHALT PAVEMENT

1. 8" DIP WATER TO BACKFLOW PREVENTER INSIDE

BUILDING

2. THRUST BLOCK (SEE DETAIL A4/C-501)

3. NOT USED

4. NOT USED

5. NOT USED

6. NOT USED

7. PAVEMENT PATCH (SEE DETAIL A1/C-501)

8. CONCRETE PAVEMENT (SEE DETAIL A1/C-502)

9. EQUIPMENT PAD (SEE A1/S-502)

10.BOLLARD (TYP) (SEE DETAIL C1/C-501)

11.8" TAP, SADDLE, AND VALVE

12. ASPHALT PAVEMENT (SEE DETAIL C2/C-501)

13.NOT USED

14.7' x 6' CONCRETE STOOP (SEE ARCHITECTURAL

PLANS FOR MORE INFORMATION)

GENERAL SHEET NOTES

1. REFER TO SHEET C-001 FOR GENERAL CIVIL NOTES,

LEGENDS, AND ABBREVIATIONS.

SHEET KEYNOTES

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C-102

SCALE: 1" = 20'

0 20' 40' 60'10'

A1

SITE, GRADING, AND UTILITY PLAN

N

FFE =

914.5

E I P

E I P

J B

B

G H

C

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text

AutoCAD SHX Text S 68° E 117'

AutoCAD SHX Text

TO CONTROL POINT 600

AutoCAD SHX Text N 32° W 49'

AutoCAD SHX Text

TO CONTROL POINT 813

AutoCAD SHX Text N 17° E 64'

AutoCAD SHX Text

TO CONTROL POINT 812

AutoCAD SHX Text

CP 601

AutoCAD SHX Text

CP 602

AutoCAD SHX Text

CP 603

AutoCAD SHX Text

BLDG 504

AutoCAD SHX Text

BLDG 504

AutoCAD SHX Text

BLDG 503

AutoCAD SHX Text

BLDG

AutoCAD SHX Text

AutoCAD SHX Text 914.08

AutoCAD SHX Text 914.14

AutoCAD SHX Text 914.07

AutoCAD SHX Text 914.04

AutoCAD SHX Text 914.04

AutoCAD SHX Text 914.06

AutoCAD SHX Text 914.03

AutoCAD SHX Text 914.04

AutoCAD SHX Text 914.61

AutoCAD SHX Text 914.62

AutoCAD SHX Text 914.59

AutoCAD SHX Text 914.08

AutoCAD SHX Text 918.50

AutoCAD SHX Text

SOIL

AutoCAD SHX Text

PILE

AutoCAD SHX Text

SAND

AutoCAD SHX Text

PILE

AutoCAD SHX Text

DIESEL

AutoCAD SHX Text

FUEL

AutoCAD SHX Text

JET

AutoCAD SHX Text

OIL

AutoCAD SHX Text

PAD

AutoCAD SHX Text

CONC

AutoCAD SHX Text

CONC

AutoCAD SHX Text

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AutoCAD SHX Text 919.28

AutoCAD SHX Text 913.86

AutoCAD SHX Text 913.77

AutoCAD SHX Text 913.69

AutoCAD SHX Text 914.11

AutoCAD SHX Text 914.41

AutoCAD SHX Text 914.51

AutoCAD SHX Text 914.49

AutoCAD SHX Text 914.38

AutoCAD SHX Text

PAD

AutoCAD SHX Text

CONC

AutoCAD SHX Text 914.5

AutoCAD SHX Text 915.5

AutoCAD SHX Text 916.0

AutoCAD SHX Text 916.5

AutoCAD SHX Text 915.0

AutoCAD SHX Text 916.0

AutoCAD SHX Text 914.0

AutoCAD SHX Text 913.5

AutoCAD SHX Text 914.5

AutoCAD SHX Text 914.5

AutoCAD SHX Text 914.0

AutoCAD SHX Text 915.0

AutoCAD SHX Text 917.0

AutoCAD SHX Text 916.5

AutoCAD SHX Text 917.5

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AutoCAD SHX Text 914.0

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AutoCAD SHX Text 915.5

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AutoCAD SHX Text 915.5

AutoCAD SHX Text 918.5

AutoCAD SHX Text 919.0

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AutoCAD SHX Text 915.18

AutoCAD SHX Text

BIT

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LAWN

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LAWN

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BIT

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BIT

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BIT

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BIT

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LAWN

AutoCAD SHX Text

CONCRETE

AutoCAD SHX Text

CONCRETE

AutoCAD SHX Text

CONCRETE

AutoCAD SHX Text

CONC

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CONC

AutoCAD SHX Text

BIT

AutoCAD SHX Text 914.76

AutoCAD SHX Text 914.82

AutoCAD SHX Text 914.61

AutoCAD SHX Text 914.84 moved 100'

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G

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I A

N G

C O

M B

A

D I N

E S

S

T

R A

I N

I N

G

C

E N

T E

R

C

T R

C

V O

E

L D

W

I S

C O

N S

I N

J O

B

N

O

J U

W J F

SAWCUT EXISTING PAVEMENT TO PROVIDE STRAIGHT VERTICAL JOINT.

CLEAN SURFACES OF DIRT, CLAY AND OTHER OBJECTIONABLE MATERIAL.1.

2.

NOTES:

1'-0" (MIN.)

1' (TYP)

A1

ASPHALT PAVEMENT PATCH

NO SCALE

EXISTING BASE

SAWCUT AT LIMITS

OF REMOVAL (TYP.)

EXISTING PAVEMENT

ASPHALT OR CONCRETE

SECTION TO MATCH EXISTING

PAVEMENT SECTION

UNDISTURBED SOIL

(TYP.)

COMPACTED BACKFILL

WYE

UNDISTURBED EARTH (TYP.)

BEARING AREA (TYP.)

POURED CONCRETE BLOCKS (TYP.)

PLACE DOUBLE LAYER OF

TAR PAPER BETWEEN

CONCRETE BLOCKING

AND PLUG TO PERMIT

EASY REMOVAL FOR

FUTURE EXTENSION OF

WATER MAIN

THRUST BLOCK NOTES:

1. KEEP CONCRETE CLEAR OF JOINT AND JOINT

ACCESSORIES.

2. CONCRETE THRUST BLOCKING SHALL BE

POURED AGAINST UNDISTURBED EARTH.

3. THRUST BLOCKS FOR VERTICAL BENDS HAVING

DOWNWARD RESULTANT THRUSTS SHALL BE THE

SAME AS FOR HORIZONTAL BENDS.

4. BEARING AREAS, VOLUMES, AND SPECIAL

BLOCKING DETAILS SHOWN ON PLANS TAKE

PRECEDENCE OVER THIS STANDARD.

5. TAPPING VALVES SHALL HAVE THRUST BLOCKING

AS SPECIFIED FOR TEES.

6. CONTRACTOR SHALL PROVIDE RESTRAINT AT

ALL PRESSURE LINE FITTINGS USING EITHER

CONCRETE BLOCKING OR TIE ROD ASSEMBLIES.

7. CONCRETE FOR THRUST BLOCKS SHALL BE 3000

PSI MINIMUM STRENGTH.

8. ANCHOR BLOCKS FOR VERTICAL BENDS SHALL

BE SIZED AS 90° BENDS REGARDLESS OF ANGLE.

SEE NOTE 8

VERTICAL BEND

MIN. DEPTH OF BURY

AS SPECIFIED (TYP.)

DOUBLE ANCHOR

GALVANIZED RODS

BITUMASTIC COATED AND

EMBEDDED 30" IN

CONCRETE

A4

CONCRETE THRUST BLOCKING

NO SCALE

0.4

1.8

2.9

6.512.0

8"

12"

3.8

8.5

#6

#4

8" THRU 10"

4" THRU 6"

1.5

3.4

5.3

PIPE

FITTING

SIZES

TEE & END 90° BEND

45° BENDS

& WYES

22 1/2°

BEND

11 1/4°

BEND

ANCHOR ROD SIZE

PIPE SIZE ROD SIZE

BEARING AREA OF BLOCK IN SQ.FT.

NO SCALE

B2

PIPE BEDDING DETAIL

7'-0"

3'-6"

1'-6"

18"Ø CONC. BASE

UNDISTURBED

EARTH

CONCRETE CAP

6" STANDARD PIPE FILLED

WITH CONCRETE AND

PAINTED YELLOW

(GALVANIZED)

FINISH PAVEMENT

6"

3'-6"

C1

BOLLARD

NO SCALE

2.5"

8"

GRADED AGGREGATE BASE

COMPACTED SUBGRADE

WISDOT BINDER COURSE

PRIME COAT

NOTE:

1. PRIME COAT SHALL BE APPLIED TO AGGREGATE

PER WISDOT SPECIFICATIONS IF AGGREGATE

REMAINS UNPAVED FOR SEVEN DAYS.

C2

ASPHALT PAVEMENT

NO SCALE

1.5"

WISDOT SURFACE COURSE

TACK COAT

OVERPAVE 1' (TYP)

#812" THRU 18"

AutoCAD SHX Text

MIN.

AutoCAD SHX Text

PIPE O.D.

AutoCAD SHX Text

UNDISTURBED

AutoCAD SHX Text

INITIAL BACKFILL

AutoCAD SHX Text

BEDDING MATERIAL

AutoCAD SHX Text 1'-0"

SOIL (TYP.)

J

B

G H

C

E I P

E I P

C I V

N

S T

R U

C T

I O

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D

E T

A I L

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C d w g

1 2 3 4 5

A

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SHEET ID

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L a n e

S u i

P e a c h t r e e

C o r n e r s

G

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P h o n e

F a x

S I Z

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A N

S I

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F I

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S U

B M

I T

T E

D

B

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C H

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D

B

Y

D R

A W

N

B

Y

D E

S I G

N E

D

B

Y

I S

S U

E

D

A T

E

S O

L I C

I T

A T

I O

N

N

O

C O

N T

R A

F I

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B E

R

D A

T E

D E

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A R

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M a c p s e r v e r p o n d c o c o m r e s o u r c e s p r o j e c t s F

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C d w g

TYPE B2 PRE-FINAL SUBMITTAL

U P

G R

A D

E

B

U I L

D I N

G

R

E

D

E T

E C

T I O

N

I N

S T

A L

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S I O

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C O

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I N

J O

B

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W J F

A1

CONCRETE PAVEMENT

NO SCALE

JOINT NOTES:

NOTES FOR DOWEL AND TIE BAR HOLE

DRILLING AND INSTALLATION:

1. LONGITUDINAL AND TRANSVERSE JOINTS SHALL BE SAWED

AS INDICATED.

2. FOR ALL JOINTS THE BACKER ROD MATERIAL SHALL BE

COMPATIBLE WITH THE COLD POURED SEALANT AND

SLIGHTLY OVERSIZED TO PREVENT MOVEMENT DURING THE

JOINT SEALANT OPERATION.

3. THE WIDTH OF THE JOINTS SHALL BE CORRECTED FOR 68°F.

4. JOINT CONFIGURATION SHALL MEET JOINT SEAL

MANUFACTURER'S SPECIFICATIONS (EXCEPT AS NOTED ON

PLANS AND IN SPECIFICATIONS).

5. DOWELS AND TIE BARS FOR CONTRACTION JOINTS SHALL BE

CAST IN PLACE

6. SEE TYPICAL SECTIONS FOR PAVEMENT THICKNESSES.

7. IF PAVING OPERATIONS ARE STOPPED FOR MORE THAN

ONE-HALF HOUR, A CONSTRUCTION JOINT SHALL BE USED.

8. INSTALL SILICONE JOINT SEALANT IN POURED IN PLACE

JOINTS. USE THE MANUFACTURER'S RECOMMENDED SHAPE

FACTOR. TYPICALLY T = 1/2 W, WHERE T = THE THICKNESS OF

THE MATERIAL, AND W = THE WIDTH OF THE JOINT.

A. A. DRILLING AND INSTALLATION METHOD SHALL BE CAPABLE OF MAINTAINING

DRILL HOLES AND EMBEDDED BARS: (A) PARALLEL TO THE CONCRETE AND,

(B) NORMAL TO THE JOINT LINE, WITHIN 1/4" AT THE END OF THE DOWEL OR

TIE BAR EXCEPT WHERE SPECIFIED OTHERWISE. DRILL HOLES SHALL BE

ACCURATELY LAID OUT SO THAT THE MAXIMUM DEVIATION DOES NOT

EXCEED 1". DRILL HOLE DIAMETER TO BE APPROXIMATELY 1/8" CLEAR OF BAR

ALL AROUND.

B. AFTER THE DRILLING IS COMPLETE AND PRIOR TO INSTALLATION OF THE

DOWEL OR TIE BARS, THE HOLES SHALL BE THOROUGHLY CLEANED TO

REMOVE DRILLING DUST, CONCRETE CHIPS, AND ANY MATERIAL

DETRIMENTAL TO BONDING.

C. EPOXY GEL SHALL BE APPLIED TO THE DOWEL AND SUFFICIENT GEL

INJECTED IN THE BACK OF THE TIE BAR HOLE BY A MECHANICAL

MIXING/PUMP DEVICE SO THAT A SLIGHT AMOUNT OF GEL WILL BE FORCED

OUT WHEN THE DOWEL OR TIE BAR IS INSERTED AND TAPPED TO THE

CORRECT POSITION. IT WILL BE NECESSARY TO TWIST THE BAR BACK AND

FORTH SEVERAL TIMES TO ELIMINATE THE AIR ENTRAPPED IN THE HOLE.

SMALL WEDGES MAY BE USED TO SUPPORT THE DOWEL OR TIE BAR IN

CORRECT ALIGNMENT UNTIL THE GEL HARDENS.

6"

6"

GRAVEL BASE COURSE

12"COMPACTED SUBGRADE

CONCRETE PAVEMENT

PORTLAND CEMENT

W2.9XW2.9

JOINT SEALANT

COLD APPLIED

BACKER ROD

1/4"

1"(SEE NOTE NO. 3)

(TO TOP OF

SEALANT)

POCKET OF 1/2" TO 3/4"

OVERCUT TO PROVIDE

1. SEE JOINT NOTES THIS SHEET.

RESILIENT FIBERBOARD

JOINT FILLER- ONE

PIECE, FULL DEPTH, FULL

WIDTH (CAST-IN-PLACE,

TOP PORTION CUT OUT

FOR JOINT SEALER &

BACKER ROD)

SEE JOINT

NOTE NO. 4

EXPANSION JOINT SEAL DETAIL

E

1/4" (TYP.)

SEE DETAIL "A"

3/8" (MIN.)

* INITIAL SAW-CUT NOT REQUIRED

AT LONGITUDINAL CONSTRUCTION JOINT.

BEVELED EDGE

3/8" ± 1/16"

3/8"

SEALANT

COLD APPLIED

I N

I T

I A

L

S

A W

C

U T

(SEE NOTE NO. 4.)

CONTINUOUS WWF

REINFORCEMENT

D

N.T.S.

CONTROL JOINT

(LONGITUDINAL AND TRANSVERSE)

N.T.S.

JOINT SEAL - DETAIL "A"

INITIAL SAW

KERF REQUIRED

JOINT WIDENING

SAW-CUT

OVERCUT TO

PROVIDE POCKET

OF 1/2" TO 3/4"

BACKER ROD

SEE NOTE NO. 5.

GENERAL STRUCTURAL NOTES:

A. GENERAL:

1. THE CONTRACTOR SHALL REVIEW ALL SUBMITTALS BEFORE THEY ARE PROVIDED TO THE

CONTRACTING OFFICER. THE CONTRACTOR’S REVIEW SHALL BE DOCUMENTED WITHIN THE

SUBMITTAL. THE GOVERNMENT AND STRUCTURAL ENGINEER RESERVE THE RIGHT TO REJECT

SUBMITTALS THAT HAVE NOT BEEN FIRST REVIEWED BY THE CONTRACTOR. THE ACCURACY AND

COMPLETENESS OF THE SUBMITTALS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR,

INCLUDING ALL ERRORS AND OMISSIONS. IN ADDITION, THE CONTRACTOR IS SOLELY RESPONSIBLE

FOR ALL MEANS, METHODS, AND SEQUENCING OF CONSTRUCTION.

2. THE GENERAL CONTRACTOR AND ALL SUBCONTRACTORS SHALL BE EXPERIENCED AND QUALIFIED

TO PERFORM THE TYPE OF CONSTRUCTION REQUIRED TO COMPLETE THE WORK PRESCRIBED BY

THE CONTRACT DOCUMENTS. THE CONTRACT DOCUMENTS WERE PREPARED AS A COMPLETE SET

OF PROJECT DRAWINGS AND SPECIFICATIONS. IT IS THE GENERAL CONTRACTOR’S RESPONSIBILITY

TO COORDINATE ALL INFORMATION PROVIDED IN THE CIVIL, ARCHITECTURAL, MECHANICAL,

ELECTRICAL, AND FIRE PROTECTION DRAWINGS AND SPECIFICATIONS. THE CONTRACTOR SHALL

NOTIFY THE CONTRACTING OFFICER IMMEDIATELY OF ANY CONFLICTS, OMISSIONS, OR

DISCREPANCIES. THIS COORDINATION SHALL BE PERFORMED BEFORE THE PROCUREMENT OF

MATERIALS AND/OR FABRICATION OF ANY PROJECT COMPONENTS.

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

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

4. CONTRACTOR SHALL VERIFY EXISTING DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE

BEGINNING CONSTRUCTION. NOTIFY CONTRACTING OFFICER OF ANY DISCREPANCIES.

5. COORDINATE SIZES AND LOCATIONS OF ALL FLOOR AND ROOF PENETRATIONS WITH PLUMBING, MECHANICAL, AND ARCHITECTURAL REQUIREMENTS.

6. GOVERNMENT'S APPROVAL MUST BE SECURED FOR ALL SUBSTITUTIONS. SUCH APPROVAL MAY

ALSO BE WITHHELD AT THE SOLE DISCRETION OF THE CONTRACTING OFFICER'S TECHNICAL

REPRESENTATIVE.

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

FOLLOWING:

a. INTERNATIONAL BUILDING CODE, 2018 EDITION (IBC 2018).

b. AMERICAN SOCIETY OF CIVIL ENGINEERS, "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER

STRUCTURES," 2016 EDITION (ASCE 7-16).

c. UNIFIED FACILITIES CRITERIA (UFC), "STRUCTURAL ENGINEERING," 2019 EDITION WITH

CHANGE 1, 4 FEBRUARY 2022 (UFC 3-301-01).

8. THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING REQUIRED TO ERECT AND

HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL PERMANENT SUPPORTS AND LATERAL

BRACING ARE IN PLACE.

9. DO NOT SCALE DRAWINGS, USE DIMENSIONS.

10. DESIGN LOADS USED IN THE DESIGN OF THE STRUCTURAL SYSTEMS IN THIS PROJECT ARE AS

FOLLOWS:

a. RISK CATEGORY: III

b. DEAD LOAD:

ROOF (NOT INCLUDING FRAMING SELF WT.) 25 psf

c. LIVE LOAD:

ROOF 20 psf (REDUCIBLE) PUMP HOUSE SLAB-ON-GRADE 150 psf HANGAR FLOOR SLAB 200 psf OR

48 kip WHEEL LOAD (NOT CONCURRENT)

d. ROOF SNOW LOAD:

GROUND SNOW LOAD, pg 40 psf SNOW EXPOSURE FACTOR, Ce 0.90 IMPORTANCE FACTOR, Is 1.0 THERMAL FACTOR, Ct 1.0 FLAT ROOF SNOW LOAD, pf 20 psf

e. WIND DESIGN CRITERIA:

EXPOSURE CATEGORY C

BASIC WIND SPEED, V 115 mph (FACTORED, ULTIMATE WIND SPEED)

89 mph (UNFACTORED, NOMINAL WIND SPEED) INTERNAL PRESSURE COEFFICIENT, GCp ± 0.18

(SEE S-003 FOR WIND LOAD DIAGRAMS)

f. SEISMIC DESIGN CRITERIA:

SPECTRAL RESPONSE ACCELERATION:

Ss (SHORT PERIOD (0.2 SECOND)) 0.058 g S1 (LONG PERIOD (1.0 SECOND)) 0.037 g SDS (SHORT PERIOD (0.2 SECOND)) 0.047 g SD1 (LONG PERIOD (1.0 SECOND)) 0.042 g

SITE CLASS CLASS C

SEISMIC DESIGN CATEGORY A

LATERAL FORCE RESISTING SYSTEM ORDINARY REINFORCED MASONRY SHEAR WALL

IMPORTANCE FACTOR, Ie 1.0

RESPONSE MODIFICATION COEFFICIENT, R 2.0

SEISMIC RESPONSE COEFFICIENT, Cs 0.01

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

SEISMIC BASE SHEAR, V 1.0 K

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

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

RECOMMENDATIONS IN THE GEOTECHNICAL ENGINEERING REPORT, PREPARED BY TERRACON

CONSULTANTS, INC. DATED FEBRUARY 16, 2017, AND ENTITLED "GEOTECHNICAL ENGINEERING

REPORT" (COMPANY PROJECT #: MR165336).

2. FOUNDATIONS AND EARTH RETAINING STRUCTURES HAVE BEEN DESIGNED FOR A MAXIMUM

ALLOWABLE SOIL BEARING PRESSURE OF 3,000 psf.

3. REFER TO THE GEOTECHNICAL REPORT AND SPECIFICATION SECTION 31 00 00 FOR

REQUIREMENTS FOR REMOVAL OF UNSATISFACTORY MATERIAL UNDER FOOTINGS, SLABS, AND

FOUNDATIONS AND FOR THE BACKFILLING, COMPACTION, AND TESTING OF SATISFACTORY

MATERIAL TO REPLACE IT. REFER TO GEOTECHNICAL REPORT FOR ALL ADDITIONAL

PREPARATION REQUIREMENTS. WHERE THERE IS A CONFLICT, THE MORE STRINGENT

REQUIREMENT SHALL APPLY BETWEEN THE SPECIFICATION AND THE GEOTECHNICAL REPORT.

4. PRIOR TO PLACING FOUNDATION CONCRETE, AND AFTER COMPACTION OF SUBGRADE, ALL

FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND TESTED BY A QUALIFIED GEOTECHNICAL

TECHNICIAN. TESTING SHALL INCLUDE IN PLACE DENSITY TESTING, WHICH WILL REQUIRE

ESTABLISHING THE OPTIMUM MOISTURE CONTENT OF THE SUBGRADE. IF THE SUBGRADE HAS

LESS THAN THE STATED ALLOWABLE BEARING CAPACITY (SEE NOTE 2 ABOVE) THE WEAK

SUBGRADE SHALL BE REMOVED, RECOMPACTED, AND RETESTED UNTIL IT IS SATISFACTORY AT

NO ADDITIONAL COST TO THE OWNER. CONCRETE PLACEMENT SHALL NOT PROCEED UNTIL THE

SUBGRADE MEETS THE MINIMUM DENSITY REQUIREMENTS OF SPECIFICATION SECTION 31 00 00

AND THE GEOTECHNICAL REPORT, WHICHEVER IS MORE STRINGENT.

5. NO UNBALANCED BACKFILLING SHALL BE DONE AGAINST CONCRETE OR MASONRY WALLS

UNLESS WALLS ARE SECURELY BRACED AGAINST OVERTURNING, EITHER BY TEMPORARY

CONSTRUCTION BRACING OR BY PERMANENT CONSTRUCTION.

6. WATER SHALL NOT BE ALLOWED TO ACCUMULATE IN EXCAVATIONS.

B. FOUNDATION

1. CAST-IN-PLACE CONCRETE FOR THIS PROJECT SHALL COMPLY WITH THE AMERICAN CONCRETE

INSTITUTE (ACI) "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE AND

COMMENTARY" ACI 318-14 AND ACI 318R-14.

2. REFERENCE PROJECT SPECIFICATION SECTION 03 30 00 "CAST-IN-PLACE CONCRETE."

3. CONCRETE SHALL HAVE THE FOLLOWING PROPERTIES:

4. ALL EXPOSED CONCRETE EDGES SHALL HAVE 3/4" CHAMFER, WHETHER SPECIFICALLY NOTED OR

NOT.

5. TYPICAL SLAB FINISH SHALL BE BROOM FINISH FOR EXTERIOR SLABS AND INTERIOR WET SLABS

AND STEEL TROWEL FINISH FOR INTERIOR DRY SLABS.

6. ALL ANCHOR RODS SHALL BE BLACK STEEL.

7. CONCRETE FORMWORK SHALL COMPLY WITH ACI 347, LATEST EDITION. CONTRACTOR SHALL BE

RESPONSIBLE FOR THE DESIGN OF ALL FORMWORK.

8. DURING AND IMMEDIATELY AFTER PLACING, CONCRETE SHALL BE THOROUGHLY COMPACTED BY

SPADING OR MECHANICAL VIBRATING TO PROVIDE DENSE CONCRETE FREE OF HONEYCOMBING.

9. DIRECTLY AFTER FORMS HAVE BEEN REMOVED, ALL EXPOSED TIE WIRES AND STAPLED ENDS

SHALL BE REMOVED FROM CONCRETE SURFACES TO BE EXPOSED. CUT TIES FLUSH WITH

FINISHED SURFACES FOR ALL OTHER CONCRETE. RUB SMOOTH OR CUT OFF FINS AND ROUGH

PLACES. REMOVE ALL LOOSE CONCRETE AND OTHER IRREGULARITIES. PATCH AND FILL VOIDS

WITH BONDING AGENT AS REQUIRED.

10. ROUGHEN ALL CONSTRUCTION JOINTS TO A MINIMUM OF 1/4" AMPLITUDE UNLESS NOTED

OTHERWISE.

AREA

PUMP HOUSE FOUNDATIONS

PUMP HOUSE FLOOR SLAB

STRENGTH @ 28 DAYS AIR CONTENT MAX. W/C RATIO

4,000 psi

4,000 psi < 3%

< 3%

0.45

0.45

C. CAST-IN-PLACE CONCRETE

HANGAR FLOOR SLAB 6,000 psi < 3% 0.45

1. REINFORCING STEEL SHALL CONFORM TO ASTM A615 SUPPLEMENT SI, GRADE 60, OF DOMESTIC

MANUFACTURER.

2. REINFORCEMENT SHALL BE FABRICATED TO SHAPES AND DIMENSIONS SHOWN AND SHALL

CONFORM TO THE REQUIREMENTS OF CRSI AND ACI 318. REINFORCEMENT SHALL BE COLD BENT

UNLESS OTHERWISE AUTHORIZED. BENDING MAY BE ACCOMPLISHED IN THE FIELD OR AT THE

MILL. BARS SHALL NOT BE FIELD BENT WITHOUT THE APPROVAL OF THE CONTRACTING OFFICER.

3. REINFORCEMENT SHALL BE FREE FROM LOOSE RUST AND SCALE, DIRT, OIL, OR OTHER

DELETERIOUS COATING THAT COULD REDUCE BOND WITH THE CONCRETE.

4. NO SPLICES OF REINFORCEMENT SHALL BE PERMITTED EXCEPT AS DETAILED OR AUTHORIZED.

MAKE BARS CONTINUOUS AROUND CORNERS WITH CORNER BARS. WHERE PERMITTED, SPLICES

MADE BY CONTACT LAPS SHALL BE CLASS "B" TENSION LAPS.

5. TENSION AND COMPRESSION REINFORCEMENT SPLICE LENGTHS IN CONCRETE SHALL BE

DETERMINED AS FOLLOWS:

a. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE

BARS.

b. THE TABLE ABOVE IS BASED ON A CONCRETE COVER AT LEAST EQUAL TO THE BAR

DIAMETER AND A CENTER TO CENTER BAR SPACING AT LEAST EQUAL TO 3 TIMES THE BAR

DIAMETER. MULTIPLY THE ABOVE LENGTHS BY 1.5 WHERE THESE CONDITIONS DO NOT EXIST.

6. WHERE HOOKS ARE SHOWN, PROVIDE STANDARD 90 DEGREE HOOKS IN ACCORDANCE WITH

CRSI AND ACI 318, UNLESS NOTED OTHERWISE.

7. WHERE REQUIRED, PROVIDE DOWELS TO MATCH SIZE AND SPACING OF VERTICAL REINFORCING

FROM FOUNDATION. DOWELS SHALL HAVE STANDARD 90 DEGREE HOOKS.

8. MINIMUM CONCRETE REINFORCING COVER REQUIREMENTS:

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

SHALL BE PLACED TO PREVENT DISPLACEMENT BEYOND PERMITTED TOLERANCES.

10. DETAIL BARS IN ACCORDANCE WITH "ACI DETAILING MANUAL-2004," PUBLICATION SP-66, ACI 318, AND ACI 315, OR LATEST EDITIONS.

11. PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AT POSITIONS

SHOWN ON PLANS.

12. WELDING OF REINFORCEMENT IS NOT PERMITTED.

#3 #4

28"

22"

37"

29"

#5

47"

36"

#6

56"

43"

#7

81"

63"

#8

93"

72"

#9

105"

81"

#10

118"

91"

#11

131"

101"

BAR SIZE

TOP BAR SPLICE SIZE

BOTTOM BAR SPLICE SIZE

EXPOSURE

CONST.

TYPE

BAR SIZE

MINIMUM

COVER

ALLALL 3"

2"

1 1/2"

3/4"

WALLS,

SLABS

WALLS,

SLABS

#6 BAR AND

LARGER

#5 BAR AND

SMALLER

#11 BAR AND

SMALLER

FORMED CONCRETE EXPOSED

TO EARTH OR WEATHER:

FORMED CONCRETE NOT EXPOSED TO

WEATHER OR IN CONTACT WITH GROUND:

CONCRETE CAST AGAINST EARTH:

D. CONCRETE REINFORCEMENT:

1 2 3 4 5

A

B

C

D

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TYPE B2 PRE-FINAL SUBMITTAL

G E

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L -X

X -X

-X X

X X

X X

-X -X

X

ABBREVIATION KEY

AT

ARCHITECTURAL

BUILDING

CENTERLINE

CONTROL JOINT

CONCRETE MASONRY UNIT

CONTINUOUS

DEAD LOAD

DRAWING

ENGINEER OF RECORD

EDGE OF SLAB

FIRE PROTECTION

FOOTING

HORIZONTAL

INCH

INTERIOR

1,000 POUNDS PER SQUARE INCH

EXTERIOR

FEET

DIAMETER

ELEVATION

CLEAR

POUNDS

LONG LEG HORIZONTAL

LONG LEG VERTICAL

MAXIMUM

MANUFACTURER

MINIMUM

MILES PER HOUR

NOT APPLICABLE

ON CENTER

OPPOSITE

PLATE

PROJECTION

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

REQUIRED

SQUARE FOOT

SIMILAR

STANDARD

TOP AND BOTTOM

TOP OF

TYPICAL

UNLESS NOTED OTHERWISE

VERTICAL

WATER TO CEMENT

WELDED WIRE REINFORCEMENT

SQUARE

PRE-MOLDED JOINT FILLER

REINFORCEMENT

NOT TO SCALE

ARCH.

BLDG.

C.L.

CJ

CLR.

CMU

CONT.

DIA.

D.L.

DWG.

ELEV.

E.O.R.

E.O.S.

EXT.

F.P.

FT.

FTG

HOR.

IN.

INT.

ksi lb

LLH

LLV

MAX.

MFR.

MIN.

mph

N/A

N.T.S.

O.C.

OPP.

PL.

PJF

PROJ.

psf psi

REINF.

REQ'D

S.F.

SIM.

SQ.

STD.

T&B

T/

TYP.

U.N.O.

VERT.

W/C

WWRKIPSK

EQUALEQ.

EXISTINGEXIST.

BOTTOM OFB/

DEGREEDEG.

ELECTRICALELEC.

HOLLOW STRUCTURAL SECTIONHSS

MECHANICALMECH.

GAUGEga

GALVANIZEDGALV.

FLOOR DRAINFD

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

STANDARD SPECIFICATIONS, LATEST EDITION.

2. SIZE, TYPE, AND SPACING OF JOIST BRIDGING TO BE IN ACCORDANCE WITH CURRENT STEEL JOIST INSTITUTE RECOMMENDATIONS. AS A MINIMUM, USE "X" BRIDGING BETWEEN LAST 2 JOISTS

AT EACH END.

3. NOTHING SHALL BE HUNG FROM BRIDGING OR BOTTOM CHORD JOIST EXTENSIONS. ALL

HANGERS SHALL BE FROM THE BOTTOM CHORDS AT PANEL POINTS. CONCENTRATED LOADS

GREATER THAN 50 lb PER PANEL POINT MUST BE APPROVED IN WRITING BY THE CONTRACTING

OFFICER IN ADVANCE.

4. ACCESSORIES AND FITTINGS, INCLUDING END SUPPORTS AND BRIDGING, SHALL BE IN

ACCORDANCE WITH THE STANDARD SPECIFICATIONS UNDER WHICH THE MEMBERS WERE

DESIGNED.

5. JOISTS AND ACCESSORIES SHALL BE SHOP PAINTED WITH A RUST-INHIBITING PRIMER PAINT.

6. STEEL JOISTS ARE DESIGNATED ON THE DRAWINGS IN ACCORDANCE WITH THE STANDARD

DESIGNATIONS OF THE STEEL JOIST INSTITUTE (SJI). JOISTS OF OTHER STANDARD

DESIGNATIONS OR WITH PROPERTIES OTHER THAN THOSE SHOWN MAY BE SUBSTITUTED FOR

THOSE DESIGNATED PROVIDED THE STRUCTURAL PROPERTIES ARE EQUAL TO OR GREATER

THAN THOSE OF THE JOISTS SHOWN AND PROVIDED ALL OTHER SPECIFIED REQUIREMENTS ARE

MET. JOISTS SHALL BE DESIGNED TO SUPPORT THE LOADS GIVEN IN THE STANDARD LOAD

TABLES OF SJI-01.

F. STEEL JOISTS:

1. DESIGN, FABRICATION, AND INSTALLATION OF ALL STEEL ROOF DECK SHALL BE IN ACCORDANCE

WITH AISC AND SDI SPECIFICATIONS.

2. ROOF DECK SHALL BE VULCRAFT, DIV. NUCOR TYPE 1 1/2", WIDE RIB, 18 GAUGE METAL DECK (OR

APPROVED EQUAL) AND SHALL BE GALVANIZED.

3. ATTACH METAL DECK AT ROOF TO SUPPORTS USING A 36/4 PATTERN. PROVIDE #10 TEK SCREWS

AT SIDELAPS.

4. PINS ARE NOT ACCEPTABLE FOR DECK ATTACHMENT.

5. PROVIDE A 1 1/2" MINIMUM END BEARING FOR METAL DECK SUPPORTS.

6. INSTALL DECK IN THREE SPAN LENGTHS MINIMUM.

G. STEEL DECK:

1. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90, TYPE II, TWO CELL UNITS, AND BE MADE WITH LIGHT WEIGHT AGGREGATE. THE COMPRESSIVE STRENGTH OF MASONRY, f'm, EXPRESSED AS FORCE PER UNIT OF NET CROSS-SECTIONAL AREA, SHALL BE 1500 psi AT 28 DAYS.

2. REINFORCING STEEL SHALL COMPLY WITH ASTM A615, GRADE 60. SHOP FABRICATE

REINFORCING BARS WHICH ARE SHOWN TO BE HOOKED.

3. GROUT SHALL COMPLY WITH ASTM C476, AND SHALL BE PROPORTIONED TO OBTAIN A 28 DAY COMPRESSIVE STRENGTH OF 2000 psi.

4. MORTAR SHALL COMPLY WITH ASTM C270, TYPE S. AGGREGATE FOR MORTAR SHALL COMPLY

WITH ASTM C144. AGGREGATE FAILING TO COMPLY WITH ASTM C144 GRADATION REQUIREMENTS

MAY BE USED PROVIDED THE MORTAR CAN BE PREPARED TO COMPLY WITH THE AGGREGATE

RATIO, WATER RETENTION, AND COMPRESSIVE STRENGTH REQUIREMENTS OF THE PROPERTY

SPECIFICATIONS ASTM C270.

5. PROVIDE VERTICAL REINFORCING BARS OF THE GIVEN SIZE AND SPACING SHOWN ON THE

DRAWINGS. TENSION AND COMPRESSION REINFORCEMENT SPLICE LENGTHS IN GROUT SHALL BE

DETERMINED AS FOLLOWS:

#4 BARS - 28"

#5 BARS - 35"

#6 BARS - 46"

#7 BARS - 63"

6. SEE MASONRY WALL DETAILS ON S-502 FOR REINFORCEMENT REQUIRED ON EACH SIDE OF ALL

OPENINGS, CONTROL JOINTS, AND AT CORNERS AND INTERSECTIONS OF ALL MASONRY WALLS,

BOTH BEARING AND NONBEARING WALLS.

7. PROVIDE REBAR DOWELS FROM THE FOUNDATION OF THE SAME SIZE AND SPACING AS VERTICAL

REINFORCING. DOWELS SHALL HAVE STANDARD ACI HOOKS. DOWELS SHALL HAVE A MINIMUM

LAP AS SHOWN ON THE DRAWINGS.

8. PROVIDE STANDARD 9 GAUGE HORIZONTAL LADDER TYPE JOINT REINFORCING IN CMU WALLS AT 16" ON CENTER AND IN TWO JOINTS IMMEDIATELY ABOVE AND BELOW ALL OPENINGS, EXTENDING A MINIMUM OF 2'-0" OR 48 BAR DIAMETERS, WHICHEVER IS GREATER, BEYOND THE JAMB ON EACH

SIDE OF THE OPENING, EXCEPT AT CONTROL JOINTS.

9. PROVIDE HORIZONTAL BOND BEAMS WITH CONTINUOUS REINFORCING AS SHOWN IN THE

SECTIONS AND DETAILS. DISCONTINUE ALL HORIZONTAL REINFORCING AT CONTROL JOINTS

EXCEPT FOR THE BOND BEAM AT THE TOP OF THE WALL. INTERMEDIATE BOND BEAMS SHALL BE

PROVIDED AS SHOWN.

10. FILL ALL REINFORCED CELLS AND ALL CELLS BELOW GRADE WITH GROUT.

11. SEE ARCHITECTURAL DRAWINGS FOR NON-LOAD BEARING CMU PARTITION WALLS. PROVIDE

THICKENED SLAB AS DETAILED ON THE STRUCTURAL DRAWINGS UNDER ALL NON-LOAD BEARING

CMU PARTITIONS UNLESS NOTED OTHERWISE.

12. PROVIDE CONTROL JOINTS WHERE SHOWN ON ARCHITECTURAL WALL ELEVATIONS. USE

STANDARD CONTROL JOINT UNITS WITH FACTORY FABRICATED CONTROL JOINT KEYS.

13. PROVIDE 8" BOND BEAM (MINIMUM DEPTH UNLESS NOTED OTHERWISE) AT TOP OF ALL CMU

WALLS AND OVER OPENINGS. REINFORCE BOND BEAM WITH (2) #5 BARS. DISCONTINUE ALL

HORIZONTAL REINFORCING AT CONTROL JOINTS. REFER TO ARCHITECTURAL, MECHANICAL, AND

ELECTRICAL DRAWINGS FOR LOCATIONS OF OPENINGS.

GENERAL STRUCTURAL NOTES (CONT.):

E. CONCRETE MASONRY:

1. ALL POST INSTALLED ANCHORS SHALL BE INSTALLED WITH THE PRODUCT DIAMETER AND

EMBEDMENT SHOWN IN THE DETAILS.

2. INSTALL PRODUCTS IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION

INSTRUCTIONS. CONTRACTOR SHALL CONTACT MANUFACTURER'S REPRESENTATIVE FOR

PRODUCT INSTALLATION TRAINING.

3. REFER TO THE PROJECT BUILDING CODE AND/OR EVALUATION REPORT FOR SPECIAL

INSPECTIONS AND PROOF LOAD REQUIREMENTS.

4. THREADED RODS SHALL HAVE A MINIMUM YIELD STRENGTH OF 36 ksi.

5. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED BELOW MAY BE

SUBMITTED BY THE CONTRACTOR TO THE GOVERNMENT FOR REVIEW. SUBSTITUTIONS WILL

ONLY BE CONSIDERED FOR PRODUCTS HAVING A RESEARCH REPORT RECOGNIZING THE

PRODUCT FOR THE APPROPRIATE APPLICATION UNDER THE PRODUCT BUILDING CODE.

SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS THAT DEMONSTRATE THE

SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE EQUIVALENT PERFORMANCE VALUES OF

THE DESIGN BASIS PRODUCT.

6. ADHESIVE ANCHORS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ACI 355.4 AND ICC-ES

AC308 FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS. DESIGN ADHESIVE BOND

STRENGTH HAS BEEN BASED ON ACI 355.4 TEMPERATURE CATEGORY B WITH INSTALLATIONS

INTO DRY HOLES DRILLED USING A CARBIDE DRILL BIT INTO CRACKED CONCRETE THAT HAS

CURED FOR AT LEAST 21 DAYS. ADHESIVE ANCHORS REQUIRING CERTIFIED INSTALLATIONS

SHALL BE INSTALLED BY A CERTIFIED ADHESIVE ANCHOR INSTALLER PER ACI 318-14 D.9.2.2.

INSTALLATIONS REQUIRING CERTIFIED INSTALLERS SHALL BE INSPECTED PER ACI 318-14 D.9.2.4.

PRE-APPROVED PRODUCTS INCLUDE:

BASIS OF DESIGN

MANUFACTURER PRODUCT ICC REPORT

HILTI

HIT-HY 200RPRE-APPROVED

ALTERNATE

ANCHORS

ESR-3187HILTI

HIT-RE 500-SD ESR-2322

SIMPSON STRONG-TIE SET-XP ESR-2508

DEWALT PE1000+ ESR-2583

H. POST INSTALLED ANCHORS:

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