CRFQ DMT2500000001 Construction Drawings-MTA Renovation.pdf

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THE INFORMATION CONTAINED HEREIN IS THE SOLE PROPERTY OF THE THRASHER GROUP, INC. REPRODUCTION OF THESE DOCUMENTS IN WHOLE, OR IN PART FOR ANY REASON WITHOUT PRIOR WRITTEN PERMISSION IS STRICTLY PROHIBITED. COPYRIGHT © 2023 THE THRASHER GROUP, INC.

VICINITY MAP

FOR AGENCY REVIEW DATE: _________ BY: ________

FOR BIDDING DATE: _________ BY: ________

FOR CONSTRUCTION DATE: _________ BY: ________

GENERAL CODE COMPLIANCES

PROJECT INFORMATION

LEE O. GUSTAFSON

ARCHITECT WV #1500

LGUSTAFSON@THETHRASHERGROUP.COM

304.326.6103

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OWNER INFORMATIONPROJECT DATA

CONSULTANT INFORMATION

600 WHITE OAKS BLVD.

BRIDGEPORT, WV 26330

PROJECT ARCHITECT:

CIVIL

ARCHITECTURE

2018 INTERNATIONAL BUILDING CODE

2018 INTERNATIONAL PLUMBING CODE

2018 INTERNATIONAL MECHANICAL CODE

2021 NFPA 101 - LIFE SAFETY CODE

2020 NFPA 70 - NATIONAL ELECTRIC CODE

2017 ICC A117.1 STANDARD FOR ACCESSIBLE

AND USABLE BUILDINGS AND FACILITIES

ASHRAE 90.1-2013 ENERGY STANDARD FOR

BUILDINGS

WV STATE FIRE CODE - ADOPTED AUG. 1, 2022

WV STATE BUILDING CODE - ADOPTED AUG 1, 2022

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PROJECT NUMBER: T60-11019.00

MOUNTAIN TRANSIT

AUTHORITY ADDITION

SUMMERSVILLE, WV

JUNE 2023

SHEET INDEX

MEP LEGEND & NOTES

P1.01 PLUMBING PLANS

P3.01 PLUMBING SCHEDULES AND DETAILS

M1.01 HVAC PLAN

M3.01 MECHANICAL SCHEDULES

E1.01 LIGHTING PLAN

E2.01 POWER PLAN

E3.01 SYSTEMS PLAN

E4.01 ELECTRICAL DETAILS

E4.02 ELECTRICAL DETAILS

SHEET INDEX

C1.00 GENERAL NOTES

C2.00 CIVIL EXISTING SITE AND DEMO PLAN

C2.01 CIVIL SITE PLAN

C3.00 DETAILS

C3.01 DETAILS

C3.02 DETAILS

C3.03 DETAILS

S-0.00 GENERAL NOTES

S-0.01 GENERAL NOTES

S-0.02 SPECIAL INSPECTIONS

S-1.01 FOUNDATION / FIRST FLOOR SLAB PLAN

S-1.02 ROOF FRAMING PLAN

S-3.00 SECTIONS

S-3.01 SECTIONS

S-5.00 STRUCTURAL DETAILS

S-5.01 STRUCTURAL DETAILS

G1.01 GENERAL INFORMATION

G1.02 ACCESSIBILITY REQUIREMENTS

D1.01 DEMOLITION PLAN

A1.01 FLOOR PLAN

A1.02 ROOF PLAN

A1.03 RCP

A2.01 BUILDING ELEVATIONS

A2.02 BUILDING ELEVATIONS

A2.03 BUILDING ELEVATIONS

A3.01 BUILDING SECTIONS

A3.02 WALL SECTIONS - BACK ADDITION

A3.03 WALL SECTIONS - FRONT ADDITION

A3.04 ENTRANCE PARAPET DETAILS

A4.01 ENLARGED PLAN VIEWS & INT. ELEVATIONS

A4.02 ENLARGED PLAN VIEWS & INT. ELEVATIONS

A5.01 DETAILS

A5.02 DETAILS

A5.03 DETAILS

A6.01 SCHEDULES & DIAGRAMS

CONSTRUCTION DRAWINGS FOR

RENOVATING INTERIOR AREAS OF EXISTING

OFFICE SPACE AND BUILDING NEW FRONT AND

BACK ADDITION TO THE EXISTING MTA BUILDING.

IBC CONSTRUCTION TYPE: TYPE IIA

IBC OCCUPANCY TYPE: BUSINESS

NFPA CONSTRUCTION TYPE: TYPE II (111)

NFPA OCCUPANCY GROUP: BUSINESS

FULLY SPRINKLED: NO

TOTAL OCCUPANCY AREA: 3,981 SQ. FT.

RENOVATION: 1,745 SQ. FT.

FRONT ADDITION: 1,054 SQ. FT.

BACK ADDITION: 1,182 SQ. FT.

PROJECT

LOCATION

MOUNTAIN TRANSIT AUTHORITY

1096 BROAD STREET

SUMMERSVILLE, WV 26651

304.872.5872

TIM THOMAS

HARPER ENGINEERING

52 B STREET

ST. ALBANS, WV 25177

304.722.3602

MEP ENGINEER:

JASON HARPER

JASON@HARPERENGWV.COM

PROJECT MANAGER:

MARSHA BENSON

MBENSON@THETHRASHERGROUP.COM

304.848.7842

PROJECT MANAGER:

JEFF GOLA

JGOLA@THETHRASHERGROUP.COM

304.326.6109

ARROW ENGINEERING

1459 N. WILLEY ST.

MORGANTOWN, WV 26505

304.276.1296

STRUCTURAL ENGINEER:

MICHAEL HOWELL

MIKE@ARWCG.COM

MAINTENANCE AND INSPECTION NOTES

1. THE CONTRACTOR SHALL CLEAN OUT SEDIMENT

BEHIND INLET PROTECTION MEASURES ONCE IT

IS ONE THIRD OF THE HEIGHT OF THE SOCKS.

SEDIMENT WILL BE CLEANED OUT OF THE

THREE BASINS PRIOR TO CONVERTING TO

DETENTION BASINS. THE SEDIMENT SHALL BE

INCORPORATED INTO THE FILL WITHIN THE

DISTURBED AREA.

2. ALL EROSION AND SEDIMENT CONTROL

MEASURES SHALL BE INSPECTED, AT MINIMUM,

ONCE EVERY 4 CALENDAR DAYS AND WITHIN

24-HOURS AFTER ANY STORM GREATER THAN

0.25-INCHES PER 24-HOUR PERIOD. ANY

REQUIRED REPAIRS OR MAINTENANCE SHALL BE

MADE IMMEDIATELY.

3. CONTRACTOR TO INSTALL RAIN GAUGE ON SITE

PRIOR TO EXCAVATION

1. TEMPORARY STABILIZATION

DATES: MARCH 1 THROUGH JUNE 15

SEED: OATS @ 168 LB/AC

DATES: AUGUST 15 THROUGH NOVEMBER 1

SEED: RYE @ 120 LB/AC

FERTILIZER: 10-10-10 @ 400 LB/AC

FOR STABILIZATION OUTSIDE SEEDING DATES, USE HAY OR STRAW

MULCH AT 3 TONS/AC OR AT 2 TONS/AC IF ASPHALT EMULSION IS

APPLIED AT 100 GAL/AC.

2. PERMANENT STABILIZATION

DATES: MARCH, APRIL, AUGUST, & AUGUST

SEED: KY-31 TALL FESCUE @ 50 LB/AC

FERTILIZER: 10-20-10 @ 1000 LB/AC

LIME: 3 TONS/AC OR PER SOIL TEST RESULTS

MULCH: HAY OR STRAW @ 2 TONS/AC OR @ 1.5 TONS/AC WITH

ASPHALT EMULSION @ 125 GAL/AC

3. SEEDBED PREPARATION: AREAS TO BE SEEDED SHALL BE FREE OF

ROCKS AND STONES, DISKED TO A DEPTH OF 4-IN TO 6-IN, AND

SMOOTHLY GRADED.

4. SEEDING METHOD: SEED MAY BE BROADCAST BY HYDROSEEDER OR

MANUALLY AS FOLLOWS: BY HAND WITH A CYCLONE SEEDER, OR

FERTILIZER SPREADER. IF A MANUAL METHOD IS USED, DIVIDE THE

SEED INTO TWO LOTS AND BROADCAST THE SECOND PERPENDICULAR

TO THE FIRST.

5. TOPSOIL SHALL BE REDISTRIBUTED ON ALL DISTURBED AREAS TO BE

STABILIZED PRIOR TO SEEDING.

6. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS

PRACTICABLE IN PORTIONS OF THE SITE WHERE CONSTRUCTION

ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, BUT IN NO

CASE MORE THAN 7 DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT

PORTION OF THE SITE HAS PERMANENTLY CEASED.

7. WHERE THE INITIATION OF STABILIZATION MEASURES WITHIN 7 DAYS

AFTER CONSTRUCTION ACTIVITY TEMPORARILY OR PERMANENTLY

CEASES IS PRECLUDED BY SNOW COVER, STABILIZATION MEASURES

SHALL BE INITIATED AS SOON AS CONDITIONS ALLOW.

8. WHERE CONSTRUCTION ACTIVITY WILL RESUME ON A PORTION OF THE

SITE WITHIN 14 DAYS FROM WHEN ACTIVITIES CEASED (e.g., THE TOTAL

TIME PERIOD THAT CONSTRUCTION ACTIVITY IS TEMPORARILY HALTED

IS LESS THAN 14 DAYS), THEN STABILIZATION MEASURES DO NOT HAVE

TO BE INITIATED ON THAT PORTION OF THE SITE BY THE SEVENTH DAY

AFTER CONSTRUCTION ACTIVITIES HAVE TEMPORARILY CEASED.

9. AREAS WHERE THE SEED HAS FAILED TO GERMINATE ADEQUATELY

(UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY OF 70%)

WITHIN 30 DAYS AFTER SEEDING AND MULCHING MUST BE RE-SEEDED

IMMEDIATELY, OR AS SOON AS WEATHER CONDITIONS ALLOW.

SEEDING AND MULCHING

EROSION AND SEDIMENT CONTROL NOTES

OVERALL LEGEND

EXISTING MAJOR CONTOURS

EXISTING PAVED ROAD EDGE

EXISTING TREE LINE

PROPOSED MAJOR CONTOURS

PROPERTY LINE

EXISTING DRAINAGE PIPE

PROPOSED MINOR CONTOURS

PROPOSED SEED AND MULCHING

EXISTING GAS LINE

EXISTING MINOR CONTOURS

EXISTING STREAM

EXISTING WATER LINE

EXISTING UNDER GROUND CONDUIT

PROPOSED SANITARY SEWER

PROPOSED WATERLINE

PROPOSED DRAINAGE PIPE

CIVIL/SITE GENERAL NOTES

EXISTING DUMP ROCK GUTTER

EXISTING GUARDRAIL

1. ANY CONSTRUCTION METHOD OR MATERIAL THAT IS NOT COVERED IN THESE CONTRACT

DOCUMENTS WILL BE COVERED BY WEST VIRGINIA DEPARTMENT OF ENVIRONMENTAL PROTECTION, WEST VIRGINIA DEPARTMENT OF TRANSPORTATION, DIVISION OF HIGHWAYS STANDARD

SPECIFICATIONS, ROADS AND BRIDGES, ADOPTED 2023 AND LATEST STANDARD DETAILS. THE

CONTRACT DOCUMENTS AND CONTRACT PLANS ARE THE GOVERNING PROVISIONS APPLICABLE TO

THIS PROJECT.

2. THE CONTRACTOR SHALL LOCATE AND PROTECT EXISTING UTILITIES AND FACILITIES FROM

DAMAGE BY EQUIPMENT OR PERSONNEL. THE CONTRACTOR SHALL CONTACT ALL UTILITY AND

FACILITY AGENCIES FOR FIELD MARKING PRIOR TO BEGINNING CONSTRUCTION. THE LOCATIONS OF

EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY AND HAVE NOT

BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVE. THE EXISTING UTILITY

INFORMATION IS THE BEST AVAILABLE AND MAY NOT BE COMPLETELY ACCURATE OR

REPRESENTATIVE OF ACTUAL CONDITIONS. THE CONTRACTOR SHALL DETERMINE THE EXACT

LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK, AND AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT OCCUR TO THE UNDERGROUND UTILITIES.

THE CONTRACTOR SHALL NOTIFY THE ENGINEER AND/OR OWNER IN WRITING, OF ANY EXISTING DAMAGED UTILITIES PRIOR TO BEGINNING CONSTRUCTION. ANY UTILITIES OR FACILITIES DAMAGED DURING THE PROJECT BY THE CONTRACTOR OR EQUIPMENT SHALL BE PROMPTLY REPAIRED AT THE

CONTRACTOR'S EXPENSE. HAND DIGGING TO PROTECT UTILITIES FROM DAMAGE SHOULD BE

ANTICIPATED.

3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING A VALID STATE CONTRACTOR'S LICENSE

AND PAYING ALL STATE AND LOCAL B&O TAXES. ALL PERMITS MUST BE SECURED PRIOR TO

CONSTRUCTION. PERMITS PERTAINING TO THE WASTE SITE SHALL ALSO BE ACQUIRED BY THE

CONTRACTOR. OWNER WILL OBTAIN WVDEP STORMWATER CONSTRUCTION PERMIT.

4. THE CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFICATION OF ALL PLAN AND ELEVATION

DIMENSIONS OF THE VARIOUS WORK ITEMS ON THIS PROJECT.

5. THE CONSTRUCTION DRAWINGS REPRESENT THE PROPOSED LINES, GRADES, CROSS SECTIONS, AND APPURTENANCES TO ACCOMPLISH THE INTENT OF THE SCOPE OF WORK. CERTAIN INCIDENTAL ITEMS

TO COMPLETE THE SCOPE OF WORK MAY NOT BE SHOWN.

6. ALL WORK PERFORMED AND ALL MATERIAL FURNISHED SHALL CONFORM TO THE LINES, GRADES, CROSS SECTIONS, DIMENSIONS, AND MATERIAL REQUIREMENTS SHOWN ON THE CONSTRUCTION

DRAWINGS. THE CONSTRUCTION DRAWINGS SHOW THE CONSTRUCTION LINES, GRADES, DEPTHS AND DIMENSIONS ON WHICH ESTIMATED QUANTITIES ARE BASED. THE CONSTRUCTION LINES, GRADES, DEPTHS AND DIMENSIONS ARE SUBJECT TO VARIATION NECESSARY TO OBTAIN SUBGRADE AND/OR

FINAL GRADE SATISFACTORY TO THE ENGINEER.

7. THE CONTRACTOR SHALL HAVE ON THE SITE AT ALL TIMES A COMPETENT SUPERINTENDENT

CAPABLE OF READING AND UNDERSTANDING THE CONSTRUCTION DOCUMENTS AND THOROUGHLY

EXPERIENCED IN THE TYPE OF WORK BEING PERFORMED, AND SHALL BE ABLE TO COORDINATE

WITH THE ENGINEER.

8. ALL BROKEN CONCRETE & ASPHALT, TRASH, RUBBISH, ORGANICS & OTHER UNSUITABLE AND EXCESS MATERIAL SHALL BE DISPOSED OF OFF-SITE BY THE CONTRACTOR. THE CONTRACTOR SHALL BE RESPONSIBLE TO OBTAIN ANY AND ALL NECESSARY PERMITS FOR OFF-SITE DISPOSAL / WASTE

AREAS.

9. THE OWNER RESERVES THE RIGHT TO CONTRACT TO AND PERFORM OTHER OR ADDITIONAL WORK

ADJACENT TO AND WITHIN THE WORK AREA COVERED BY THIS CONTRACT. WHEN SEPARATE

CONTRACTS ARE LET WITHIN THE LIMITS OF ANY ONE PROJECT, EACH CONTRACTOR SHALL

CONDUCT HIS WORK SO AS NOT TO INTERFERE WITH OR HINDER THE PROGRESS OR THE

COMPLETION OF THE WORK BEING COMPLETED BY OTHER CONTRACTORS. THE CONTRACTORS

WORKING ON THE SAME PROJECT SHALL COOPERATE WITH EACH OTHER AS ORDERED BY THE

OWNER AND/OR ENGINEER.

10. PREVIOUSLY STOCKPILED TOPSOIL FROM THE MASS EARTH PROJECT CAN BE UTILIZED IN THE

PROPOSED LANDSCAPED AREAS.

11. PRIOR TO PLACEMENT OF FILL, THE EXPOSED SURFACE SHALL BE COMPACTED AND/OR PROOF

ROLLED UNTIL A RELATIVELY UNYIELDING SURFACE IS ACHIEVED.

12. STOCKPILE EXCAVATED MATERIALS CLASSIFIED AS SATISFACTORY SOIL MATERIAL WITHIN LIMIT

OF DISTURBANCE, SHAPE THE STOCKPILES FOR PROPER DRAINAGE.

13. WHERE THE SUBGRADE OR LAYER OF SOIL MATERIAL MUST BE MOISTURE CONDITIONED BEFORE COMPACTION, UNIFORMLY APPLY WATER TO THE SURFACE OF THE SUBGRADE, OR LAYER OF SOIL

MATERIAL, TO PREVENT FREE WATER APPEARING ON THE SURFACE DURING OR SUBSEQUENT TO

COMPACTION OPERATIONS.

14. REMOVE AND REPLACE, OR SCARIFY AND AIR DRY, SOIL MATERIAL THAT IS TOO WET TO PERMIT COMPACTION TO SPECIFIED DENSITY. SOIL MATERIAL THAT HAS BEEN REMOVED BECAUSE IT IS TOO

WET TO PERMIT COMPACTION MAY BE STOCKPILED OR SPREAD AND ALLOWED TO DRY. ASSIST

DRYING BY DISKING, HARROWING OR PULVERIZING, UNTIL THE MOISTURE CONTENT IS REDUCED TO

A SATISFACTORY VALUE, AS DETERMINED BY MOISTURE-DENSITY RELATION TESTS.

15. IN THE EVENT AN ERROR WITH THE PLANS SEEMS APPARENT, THE MATTER MUST BE TAKEN UP WITH

THE ENGINEER FOR CAREFUL REVIEW BEFORE PROCEEDING WITH CONSTRUCTION.

19. IN AREAS TO RECEIVE FILL AND AT THE FINAL CUT SUBGRADE, PROOF ROLL AND COMPACT THE

EXPOSED GROUND SURFACE FOLLOWING CLEARING AND GRUBBING AND ANY REQUIRED

EXCAVATION WITH A MINIMUM OF FOUR PASSES OF AN APPROVED COMPACTOR. PROOF ROLLING

SHALL BE UNDER THE OBSERVATION OF THE ENGINEER AS DESCRIBED HEREIN. IMMEDIATELY

FOLLOWING THE COMPLETION OF EXCAVATION TO PROPOSED SUBGRADES IN CUT AREAS, PROOF

ROLLING SHALL BE PERFORMED AS SPECIFIED. ANY AREAS WHICH DEFLECT, RUT, OR PUMP UNDER

THE LOADED DUMP TRUCK SHALL BE UNDERCUT AND REPLACED WITH COMPACTED FILL

MATERIAL OR STONE BASE COURSE AS DIRECTED BY THE ENGINEER. IF UNDERCUT IS REQUIRED

BEFORE PLACEMENT OF INITIAL FILL LIFT, THE CONTRACTOR SHALL CONTACT OWNER AND

ARCHITECT TO DISCUSS COMPENSATION BEFORE PROCEEDING.

20. STABILIZATION MEASURES, INCLUDING BUT NOT LIMITED TO PERMANENT SEEDING AND

MULCHING SHALL BE INITIATED AS SOON AS PRACTICAL IN PORTIONS OF THE SITE WHERE

CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CLOSE, BUT IN NO CASE MORE THAN SEVEN (7) DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS

TEMPORARILY OR PERMANENTLY CLOSED.

21. WHERE THE INITIATION OF STABILIZATION MEASURES BY THE SEVENTH DAY AFTER

CONSTRUCTION ACTIVITY TEMPORARILY OR PERMANENTLY CEASES IS PRECLUDED BY SNOW

COVER, STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS CONDITIONS ALLOW.

22. WHERE CONSTRUCTION ACTIVITY WILL RESUME ON A PORTION OF THE SITE WITHIN 14 DAYS FROM

WHEN ACTIVITIES CEASED (E.G. THE TOTAL TIME PERIOD THAT CONSTRUCTION ACTIVITY IS

TEMPORARILY HALTED IS LESS THAN 14 DAYS), THEN STABILIZATION MEASURES ARE NOT

REQUIRED TO BE INITIATED ON THAT PORTION OF THE SITE BY THE SEVENTH DAY AFTER

CONSTRUCTION ACTIVITIES HAVE TEMPORARILY CEASED.

23. AREAS WHERE THE SEED HAS FAILED TO GERMINATE ADEQUATELY (UNIFORM PERENNIAL

VEGETATIVE COVER WITH A DENSITY OF 70%) WITHIN 30 DAYS AFTER SEEDING AND MULCHING

MUST BE RE-SEEDED IMMEDIATELY, OR AS SOON AS WEATHER CONDITIONS ALLOW.

24. THE CONTRACTOR SHALL PROVIDE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES

AND OTHER ACTIONS AS REQUIRED BY LOCAL AND STATE REGULATIONS OR REQUESTED BY

ENGINEER. THE CONTRACTOR WILL BE RESPONSIBLE FOR MAINTAINING OR MODIFYING SEDIMENT

CONTROL MEASURES DURING CONSTRUCTION IN ORDER TO PREVENT EROSION.

25. EROSION AND SEDIMENT CONTROL DETAILS NOT SHOWN IN THE PLANS SHALL BE IN

ACCORDANCE WITH THE WEST VIRGINIA DEPARTMENT OF ENVIRONMENTAL PROTECTION

EROSION AND SEDIMENT CONTROL MANUAL, LATEST EDITION.

26. ALL QUALITY CONTROL TESTING AND INSPECTION SHALL BE PERFORMED BY A QUALIFIED

TESTING AGENCY AND WILL BE PAID FOR BY THE OWNER. TESTING SHALL BE PERFORMED FOR

SOILS, SUBGRADE, AGGREGATE BASE COURSE, CONCRETE, AND ASPHALT.

27. ALL SUBCONTRACTORS SHALL BE RESPONSIBLE FOR COORDINATING THEIR ITEMS OF WORK AND

COMPLETION SCHEDULES WITH EACH OTHER AS WELL AS THE GENERAL CONTRACTOR

28. CITY OF SUMMERSVILLE SHALL BE NOTIFIED PRIOR TO TYING INTO THEIR EXISTING SEWER

SYSTEM.

29. CONTRACTOR SHALL COORDINATE WITH HOPE GAS ON THE RELOCATION OF THE EXISTING

NATURAL GAS METER AND REGULATOR.

CONTACTS

MISS UTILITY

1-800-245-4848 http://www.muwv.org

WATER/SANITARY SEWER

CITY OF SUMMERVILLE

ELECTRIC

FIRST ENERGY

GAS

HOPE GAS

AMBULANCE, FIRE, LAW ENFORCEMENT

EXISTING SANITARY SEWER

EXISTING DRAINAGE INLET

EXISTING WINGWALL

EXISTING SANITARY MANHOLE

PROPOSED SANITARY MANHOLE

PROPOSED COMMUNICATION CONDUIT

CONDUIT BANK (BY OTHERS)

PROPOSED ELECTRICAL CONDUIT

JUNCTION BOX (BY OTHERS)

PROPOSED WINGWALL

PROPOSED DRAINAGE INLET

PROPOSED DUMP ROCK GUTTER

EXISTING SILT FENCE

PROPOSED INLET PROTECTION

ELECTRICAL CONDUIT (BY OTHERS)

LIGHT POLES (BY OTHERS)

PROPOSED SANITARY SEWER

P (304) 624-4108

600 WHITE OAKS BLVD,

P.O. BOX 940

BRIDGEPORT, WV 26330

www.thethrashergroup.com

F (304) 624-7831

60-11019

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C1.00

GENERAL NOTES

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523 SF

NEW OFFICE

450 SF

DRIVERS AREA

106 SF

NEW OFFICE

106 SF

NEW OFFICE

84 SF

TRAINING RM

107 SF

MECHANICAL

208 SF

NEW OFFICE

OFFICE

FISCAL

139 SF

DISPATCH

MENSWOMENS

MECHANIC

RESTROOM

NEW PARTS ROOM

STORAGE STORAGE

17 SF

UNIFORM

CONF. ROOM

MECH

WORK BAYS

STORAGE

375 SF

VESTIBULE

U E

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U E

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DEMO CONCRETE SIDEWALK

DEMO MEP PADS AND

RELOCATE EQUIPMENT

BROAD ST

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P (304) 624-4108

600 WHITE OAKS BLVD,

P.O.BOX 940

BRIDGEPORT, WV 26330

www.thethrashergroup.com

F (304) 624-7831

60-11019

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CIVIL EXISTING SITE

AND DEMO PLAN

EF.

WH

523 SF

NEW OFFICE

450 SF

DRIVERS AREA

106 SF

NEW OFFICE

106 SF

NEW OFFICE

84 SF

TRAINING RM

107 SF

MECHANICAL

208 SF

NEW OFFICE

OFFICE

FISCAL

139 SF

DISPATCH

MENSWOMENS

MECHANIC

RESTROOM

NEW PARTS ROOM

STORAGE STORAGE

17 SF

UNIFORM

CONF. ROOM

MECH

WORK BAYS

STORAGE

375 SF

VESTIBULE

U E

U E

U E

U E

NEW STRADDLE SEWER MANHOLE

EXISTING MANHOLE ABANDONED

CONCRETE SIDEWALK

18.0'

9.

0'

SEWER MANHOLE

STRADDLE SEWER MANHOLE

R3.0'

10' TALL FENCE

WITH 16' WIDE

DOUBLE SWING GATE

10' TALL FENCE WITH

16' WIDE AUTOMATIC

SLIDE GATE

RELOCATE GAS

MEP EQUIPMENT PAD

20.0'

.0

PAINT STRIPING

6.

0'

ADA RAMP

ASPHALT TRENCH REPAIR

100 LF OF 4" SDR-35

140 LF OF 4" SDR-35

SEWER CLEANOUT

EXISTING SEWER

BROAD ST

SU

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S V

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G E

D R

P (304) 624-4108

600 WHITE OAKS BLVD,

P.O.BOX 940

BRIDGEPORT, WV 26330

www.thethrashergroup.com

F (304) 624-7831

60-11019

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C2.01

CIVIL SITE PLAN

ELECTRIC

GAS - 6" WIDE

TELEPHONE

WATER

SEWER

RED

YELLOW

ORANGE

BLUE

GREEN

BEDDING FOR STORM SEWER PIPE

TYPICAL CROSS SECTION OF TRENCHES

NOT TO SCALE

BEDDING FOR GAS PIPE

EXCAVATED MATERIAL

< 8" IN SIZE OR SELECT

BACKFILL

3' -0

" M

IN

EXCAVATED MATERIAL

< 2" IN SIZE OR SELECT

BACKFILL

C O

M

PA

C

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D B

A C

K

FI

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R 6"

R

BEDDING FOR SEWER PIPE

EXCAVATED MATERIAL

< 8" IN SIZE OR SELECT

BACKFILL

3' -0

" M

IN

.EXCAVATED MATERIAL

< 2" IN SIZE OR SELECT

BACKFILL

C O

M

PA

C

TE

D B

A C

K

FI

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R 6"

R

EXCAVATED MATERIAL

< 8" IN SIZE OR SELECT

BACKFILL

V A

R

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S (S

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P

LA

N

EXCAVATED MATERIAL

< 2" IN SIZE OR SELECT

BACKFILL

C O

M

PA

C

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D B

A C

K

FI

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R 6"

R

UTILITY MAGNETIC WARNING TAPE

C O

M

PA

C

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D B

A C

K

FI

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MAGNETIC

WARNING TAPE

M A

X

COLOR CODES FOR UTILITY LOCATING

MAGNETIC WARNING TAPE

BEDDING FOR CONDUIT

EXCAVATED MATERIAL

< 2" IN SIZE OR SELECT

BACKFILL

SCH. 40 CONDUIT

C O

M

PA

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D B

A C

K

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1. PROVIDE NYLON PULL

STRINGS IN EACH CONDUIT

2. MIN. 12" SEPARATION

BETWEEN ELECTRIC AND

COMMUNICATIONS

NOTE:

YELLOW #12 AWG TRACER

WIRE WITH THERMOPLASTIC

COATING WITH PIPE

(GRAVITY LINE)

NOT TO SCALE

TERMINAL CLEANOUT DETAIL

6"

6"

CAST IRON CLEANOUT

FRAME & COVER LABELED

AS SEWER

INSTALLATION IN HMA

STREET OR ROAD

INSTALLATION IN

GRASS AREAS

3000 PSI

CONCRETE

NOTES: 1) RISER WYE, BEND, AND TYPE SHALL MATCH

MAIN LINE DIAMETER AND MATERIAL.

RISER PIPE TO

MATCH LINE

DIAMETER

LINE TYPE AND

SIZE

NOTE: BURY MANHOLES & CLEANOUTS

1' MIN. UNDER WVDOH

ROADWAY DITCHES & 6" MIN. IN

THE SHOULDER AREAS.

4" MIN. (TYP)

PLUG

6"

SDR-35 GASKETED CAP,

FOR LINE TYPE AND

SIZE OR RECONNECT

EXISTING SERVICE

LATERAL

BUILDING SILT FENCE - STEP BY STEP PROCEDURE

NOT TO SCALE

1.

2. 3.

ATTACH FILTER FABRIC

ALLOWING EXTENSION

INTO TRENCH AS SHOWN

BACKFILL AND COMPACT

EXCAVATED SOIL

SET POSTS AND EXCAVATE TRENCH

FLOW

BELTED SILT RETENTION FENCE - (BSRF)

PRIORITY 1 - GREEN BAND

NOT TO SCALE

4" CRUSHER

RUN

4" CRUSHER

RUN

P (304) 624-4108

600 WHITE OAKS BLVD,

P.O. BOX 940

BRIDGEPORT, WV 26330

www.thethrashergroup.com

F (304) 624-7831

60-11019

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C3.00

DETAILS

SH

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8" 8"

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48" DIA.

5"

" C

/C

1/2 EFFLUENT

PIPE DIAMETER

WATERTIGHT FRAME &

COVER w/24" CLEAR

OPENING AND BOLTED LID

1/4" DIA.

POLYISOPRENE

CORD. GASKET26"

24"

28 1/2"

33" 36"

REGULAR MANHOLE

NOT TO SCALE

1/

2"

CASTING TO BE ANCHORED

w/STAINLESS STEEL BOLTS

JOINTS SHALL BE SEALED

WITH TWO 1" DIA. RINGS OF

PREMIUM GRADE BUTYL

SEALANT OR EQUAL

REINFORCED

PLASTIC STEPS

SLOPE

MIN. 12.5% POURED IN

PLACE INVERT

CHANNEL WIDTH SHALL

BE EQUAL TO EFFLUENT

PIPE DIAMETERAASHTO #57 STONE

4-10"

JOINTS SHALL BE SEALED

WITH TWO 1" DIA. RINGS OF

PREMIUM GRADE BUTYL

BASED SEALANT OR EQUAL

EXTERIOR PROTECTIVE

COATING SHALL BE A

BITUMINOUS COATING EQUAL

TO A 10 MIL. MIN. THICKNESS

1. MANHOLES & CLEANOUTS TO BE BURIED 1' MIN. UNDER WVDOH

ROADWAY DITCHES & 6" MIN. IN THE SHOULDER AREAS.

2. CHANNEL SLOPES SHALL BE A MIN. OF 0.10 SLOPE FROM PIPE

INVERT THROUGH PIPE INVERT OUT.

3. ALL SEALED JOINTS IN MANHOLE TO BE WATERTIGHT.

4. ALL MANHOLES SHALL BE PRECAST CONSTRUCTION, AND SHALL

INCLUDE CAST IN PLACE FLEXIBLE PIPE TO MANHOLE

CONNECTORS AT ALL PIPE PENETRATIONS.

NOTES:

SLOPE FROM WALL TO

TOP OF CHANNEL

SHALL BE A MIN. 12.5%

A

MANHOLE STEP

NOT TO SCALE

1. MANHOLE STEPS SHALL BE IMPACT

RESISTANT CO-POLYMER POLYPROPYLENE

PLASTIC MOLDED AROUND 1/2" DIAMETER

GRADE 60 REINFORCED STEEL. STEPS SHALL

BE STANDARD BLACK IN COLOR AND SHALL

HAVE NON-SLIP TREAD ON BOTH SIDES.

2. TOP STEP SHALL NOT BE GREATER THAN 2'-0"

FROM TOP OF MANHOLE.

3. LANDING TO BOTTOM STEP SHALL NOT BE

GREATER THAN 2'-0".

4. STEPS MEET: ASTM C-478 / ASTM D-4101 /

ASTM A-615 / AASHTO M-199

NOTES:

A

STEP

INSERT

5 5/8"

SECTION A-A

10 1/8"

11"

7/

8"

1/

8"

1 1/16"1 1/16"

COPOLYMER

POLYPROPYLENE PLASTIC

1/2" GRADE 60 STEEL

REINFORCEMENT

18" MINIMUM

(NOTE 2)

6" ABSOLUTE

MINIMUM

10' MIN. (NOTE 1)

3' ABSOLUTE MINIMUM

SEWER LINE

WATER LINE

WATER LINE

SEWER LINE

AND WATER LINES

NOT TO SCALE

SEPARATION OF SEWER

SPECIAL CONSTRUCTION REQUIREMENTS NOTES FROM

WEST VIRGINIA 64 CSR 47, PAGE 6

1) IN CASES WHERE WATER AND GRAVITY OR PRESSURE

SANITARY SEWER LINES MUST LAY CLOSER THAN TEN (10)

FEET APART, THE SEWER LINE CONSTRUCTION SHALL BE A

MINIMUM OF EIGHTEEN (18) INCHES LOWER THAN THE

WATER LINE AND CONSTRUCTED OF A PRESSURE TYPE

PIPE MEETING REQUIREMENTS FOR WATER LINES. THE

INSTALLATION SHALL UNDERGO HYDRAULIC TESTING

FOR A PERIOD OF NOT LESS THAN TWENTY-FOUR (24)

HOURS AND WILL BE CONSIDERED SATISFACTORY IF

LEAKAGE IS NOT MORE THAN 0.25 GALLONS PER INCH

DIAMETER OF PIPE PER JOINT. IN LIEU OF HYDRAULIC

TESTING, THE SEWER LINE CAN BE AIR TESTED. THE

PLACEMENT OF THE WATER LINE SHALL BE UPON AN

UNDISTURBED EARTH SHELF OR BENCH. BACKFILLING TO

CREATE THE BENCH IS NOT PERMISSIBLE.

2) IF MAINTAINING A VERTICAL CLEARANCE OF EIGHTEEN

(18) INCHES IS NOT POSSIBLE, THE LOCATION OF THE

GRAVITY OR PRESSURE SANITARY SEWER SHALL BE SO

THAT IT CROSSES BETWEEN JOINTS OF THE WATER LINE.

ALSO, CONSTRUCTION OF THE SEWER LINE SHALL BE SO

THAT IT CROSSES UNDER THE WATER LINE AT MID JOINT.

THE CONSTRUCTION OF THE SEWER SHALL BE OF A

PRESSURE TYPE PIPE MEETING THE REQUIREMENTS FOR

WATER LINES AT THE CROSSING. A MINIMUM VERTICAL

CLEARANCE OF SIX (6) INCHES BETWEEN THE SEWER AND

WATER LINES SHALL BE MAINTAINED. THE

CONSTRUCTION OF A GRAVITY OR PRESSURE SANITARY

SEWER LINE, OR BOTH, SHALL NOT BE OVER THE TOP OF A

WATER LINE. ENCASE THE SEWER LINE SO THAT THE

CASING EXTENDS AT LEAST TEN (10) FEET ON EACH SIDE

OF THE CROSSING.

8" 8"

M A

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48" DIA.

5"

" C

/C

4'-10"

CASTING TO

BE ANCHORED

W/STAINLESS STEEL BOLTS

JOINTS SHALL BE

SEALED WITH TWO

1" DIA. RINGS OF

PREMIUM

GRADE BUTYL

BASED SEALANT

OR EQUAL

NOTE: ALL SEALED JOINTS IN

MANHOLE SHALL BE

WATERTIGHT.

REINFORCED

PLASTIC STEPS

POURED IN

PLACE INVERT

POURED IN

PLACE BASE

JOINTS SHALL BE

SEALED WITH TWO

1" DIA. RINGS OF

PREMIUM

GRADE BUTYL

BASED SEALANT

OR EQUAL

MANHOLE RISER

SECTION NOTCHED

TO SET OVER

EXISTING LINE

SLOPE MIN. 12.5%

AASHTO #57 STONE

1/2 EFFLUENT

PIPE DIAMETER

SLOPE MIN. 12.5%

EXTERIOR PROTECTIVE

COATING SHALL BE A

BITUMINOUS COATING

EQUAL TO 10 MIL.

MINIMUM THICKNESS

P (304) 624-4108

600 WHITE OAKS BLVD,

P.O. BOX 940

BRIDGEPORT, WV 26330

www.thethrashergroup.com

F (304) 624-7831

60-11019

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C3.01

EXISTING STONE BASE

EXISTING STONE SUBBASE

4" BASE

1/2" WEARING EXISTING PAVEMENT

307-1 CLASS

1 AGGREGATE

SLOPE DOWN

TO CURB

CURB

EDGE OF EXISTING

SAW CUT TO BE SEALED WITH

SEPARATION FABRIC

PROPOSED ASPHALT STREET REPAIR

NOT TO SCALE

JOINT SEALING MATERIAL

3"

3"

INTEGRAL SIDEWALK SECTION

NOT TO SCALE

2% SLOPE MAX.

SEE PLAN WIDTH

4" OF 3500 P.S.I. CONCRETE

W/6" X 6" NO. 6 W.W.F.

1/4" EXPANSION

JOINT FILLER

ROAD SURFACE

14"

8"

135°225°

R = 1/2"

4" OF 307-1 CLASS I AGGREGATE

TYPE I CURB FACE

CURB AND SIDEWALK TRANSITION

@ ADA RAMP

NOT TO SCALE

ADA

ACCESSIBLE

12:1 OR

15' MAX

12:1 OR

15' M

AX

SIDEWALK

SIDEWALK

EX. CURB

EX. CURB

ASPHALT PARKING LOT

MAX2%

MAX2%

MAX2%

MAX2%

DRIVEWAY

WIDTH VARIES

EXISTING PAVEMENT

CURB TRANSITION

@ ADA RAMP

NOT TO SCALE

1. EXPANSION JOINTS SHALL BE 14" WIDE PREFORMED EXPANSION JOINT FILLER AND SEALED

WITH JOINT SEALING MATERIAL AS APPROVED BY OWNER.

2. FINISHING - SIDEWALKS, OUTSIDE EDGES, AND JOINTS SHALL BE EDGED WITH A 12" RADIUS

EDGING TOOL. DUMMY JOINTS SHALL BE 38" DEEP AND 18" WIDE AND SPACED EVERY 5'.

SURFACE SHALL HAVE BROOM FINISH. BROOMING SHALL BE TRANSVERSE TO THE LINE OF

TRAFFIC.

LIMITS OF PAYMENT

TYPE IV CURB

& TYPE III SIDEWALK

LIMITS OF PAYMENT

TYPE I CURB

& 4" SIDEWALK

LIMITS OF PAYMENT

TYPE I CURB

& 4" SIDEWALK

NOTE:

1. IF THE CURBS ARE POURED SEPARATE FROM THE SIDEWALK/CONCRETE PAD, THEN

THE CURBS SHALL BE DOWELED INTO EACH OTHER USING #5 BAR @ 18" MIN.

SPACING.

NOTES:

0"-6"

P (304) 624-4108

600 WHITE OAKS BLVD,

P.O. BOX 940

BRIDGEPORT, WV 26330

www.thethrashergroup.com

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60-11019

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C3.02

AGGREGATE

SUBBASE

PARKING STALL PAINTING

NOT TO SCALE

SOLID WHITE PAINT

STRIPING AS SPECIFIED

9' (TYP)

TY

P)

1. PLACE EXPANSION JOINT WHERE DIFFERENT SIDEWALKS

ABUT, AND AGAINST ANY STRUCTURE.

2. PLACE EXPANSION JOINTS 20' 0.C.

3. PLACE CONTRACTION JOINTS 5' O.C.

4. FINISH SURFACE WITH A NON-SLIP BROOM SWEPT FINISH.

5. BEVEL AT ENTRANCES TO MEET FINISHED FLOOR

ELEVATION WITH A SLOPE NO GREATER THAN 1v:4h.

NOTES:

9' (TYP) 9' (TYP)9'

TY

P)

HANDICAPPED PARKING

NOT TO SCALE

SOLID PAINT

STRIPING

BLUE HANDICAPPED

PARKING SYMBOL

UNLOADING AREA

1. SEE PLAN FOR CONFIGURATION OF AREA SHOWN.

2. PARKING LOT GRADE WITHIN ADA PARKING SPACES AND

LOADING sca SHALL NOT EXCEED 2% IN ANY DIRECTION.

NOTES:

INTERNATIONAL HANDICAP SYMBOL

NOT TO SCALE

2'-10"

3' -3

BLUE PAINTED SHERWIN WILLIAMS SETFAST

ACRYLIC MODIFIED ALKYD TRAFFIC

MARKING PAINT OR APPROVED EQUAL

R=6"

4"

R = 1' -8"

R

2' -0

5°

23°

R7-8P

M.U.T.C.D.

5"

VAN

ACCESSIBLE

PARKING

RESERVED

1/2" R

1 1/2" R 6"

1' -6

4"

1'-0"

6"

USDOT STANDARD R7-8 SIGN

2" 2"

C 1"

2" C

1" 4 7/8"

4 1/4" 4 1/4"

3" 3"

4"

3/ 8"3/

8"

1. PLACE BOTTOM OF SIGN 5'-0" ABOVE GRADE.

2. MOUNT ON STANDARD "T" RAIL WITH BASE POST HAVING A MIN.

WEIGHT OF 6.5 LBS.

NOTES:

VAN ACCESSIBILE SIGNAGE

NOT TO SCALEVAN ACCESSIBLE PARKING SIGN

NOT TO SCALE

12" x 18" x 1/16" ALUMINUM

HANDICAPPED PARKING SIGN TO

READ "RESERVED PARKING"

W/IDENTIFICATION SYMBOL, BOLT

TO CHANNEL W/3/8" CADMIUM

PLATED BOLTS, NUT, AND WASHERS

VAN

ACCESSIBLE

PARKING

RESERVED

TY

P)

EXPANSION JOINT

SIGN CHANNEL

AS SPECIFIED

PAVEMENT

3' -0

6"

1'-0"

COMPACTED

SUBGRADE

PARKING BLOCK

PARKING BLOCK

2'-0"

2'-0"

STEEL BOLLARD

NOT TO SCALE

PIPE COMPLETELY

FILLED WITH CONCRETE

(CONVEX AT TOP TO

SHED WATER)

6" Ø STEEL PIPE

PAINTED YELLOW

1/2" EXPANSION JOINT

CONCRETE FOUNDATION

NOTES:

3' -6

3'

-0 " M

IN

1"

6"

1. SHOULD BE CONCRETE AND PAINTED YELLOW.

RUBBER PARKING

BUMPER @ ADA STALLS

NOT TO SCALE

3-D VIEW

6'-0"

6"

4 1/2"

1. HARDWARE INSTALLATION HOLES ARE DRILLED WITH 1/2" DRILL BIT.

2. USE 14" X 1/2" REBAR SPIKE WITH 5/8" WASHER FOR ASPHALT OR

GRAVEL INSTALLATIONS. 6" X 1/2" LAG SCREW, WASHER AND SHORT

SHIELD FOR CONCRETE INSTALLATIONS.

3. USE 10 OUNCE OF EPOXY OR CONSTRUCTION ADHESIVE (I.E.

POLYURETHANE PL PREMIUM) FOR INSTALLATIONS WHERE NO

HARDWARE IS ALLOWED (I.E. PARKING GARAGES).

NOTES:

END VIEW

4 1/2"

6"

P (304) 624-4108

600 WHITE OAKS BLVD,

P.O. BOX 940

BRIDGEPORT, WV 26330

www.thethrashergroup.com

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C3.03

1. Design Code: International Building Code.

2. No provisions have been made for future horizontal or vertical expansion.

3. General Contractor shall verify all dimensions and conditions related to existing construction, existing services, and the site.

4. Construction loads shall not exceed design live loads. Shoring and re-shoring is the responsibility of the General Contractor.

5. The project is only stable in its completed form. The requirement for any and all bracing, shoring, or temporary supports and the planning sequences requiring them is the responsibility of the contractor.

Arrow Engineering's Scope of Services:

Arrow Engineering has been engaged as the structural engineer of record for this project. All modifications to the structure outside of what is explicitly shown herein, including interpretations of things not detailed on these drawings, must be reviewed by Arrow.

General Notes:

Design Data:

Wind:

Basic Design Wind Speed: V 115 mph

Allowable Stress Design Wind Speed: Vasd 100 mph

Risk Category: Risk Category II

Wind exposure classification: B

Internal Pressure Coefficient: ± 0.18

Exterior C&C Pressure 25 psf

Live Loads:

Commercial:

Assembly Areas and Common Spaces 100 psf

First Floor Corridors 100 psf

Corridors above First Floor 80 psf

Fire Escapes 100 psf

Offices 50 psf

Typical Roof 20 psf

Light Storage 20 psf

Snow Load Data:

Ground Snow Load: Pg 25 psf

Flat Roof Snow Load: Pf 20 psf (min)

Snow Exposure Factor: Ce 1.0

Thermal Factor: Ct 1.0

Snow Load Importance Factor: Is 1.0

Slope Factor(s): Cs 1.0

Drift surcharge load(s): pd where pd+pf>20psf

Width of snow drift: w 2 ft

Seismic Load Data:

Risk Category: Risk Category II

Seismic Importance Factor: IE 1.00

Mapped Spectral Response Accel. Parameters: Ss = 0.167; S1 = 0.062

Mapped Spectral Response Accel. Parameters: SDS= 0.267; SD1= 0.173

Seismic Site Class: D

Seismic Design Class: B

SFRS: Ex. Structure

Structure Weight: Ex. Structure

Response Modification Coefficient: R 3.0

Seismic Response Coefficient: Cs 1.1

Seismic Procedure Used: ELFP

Rain Load Data:

15-Minute Rainfall Intensity: 5.09 in./hr

60-Minute Rainfall Intensity: 2.52 in./hr

1. Masonry work shall conform to the TMS 402/602-16 Building Code

Requirements and Specifications for Masonry Structures, 2016 edition.

2. Maximum lateral deflection is to be limited to L/360.

3. Locate vertical control joints at 15 foot on center, maximum.

4. Mortar shall be ASTM C270, Type S, 2500 PSI minimum.

5. Grout shall conform to ASTM C476. Use fine grout for collar joints 1" wide or less and when grouting cells of hollow masonry units with or without vertical reinforcing. Use coarse grout when grouting bond beams.

6. Below load bearing beams / joists, provide a 32" x 16" section of solid masonry or solid grouted masonry. Below columns provide a 32" wide section of solid masonry or solid grouted masonry from bearing to foundation.

7. Horizontal reinforcing in all non-reinforced walls shall be truss type with 3/16" side rods and #9 gage cross rods. For all reinforced walls, ladder type 3/16 " side rods and #9 gage cross rods. Space reinforcing at 16" OC.

8. All reinforcing bars shall be ASTM A615, Grade 60.

9. Lay each block with full mortar coverage on head, bed (face shells), and webs, unless otherwise noted.

10. All masonry walls shall have a continuous bond beam course set at the top of each wall, at each intersecting floor level, or at 12' maximum spacing. Bond beam shall be comprised of (2) #4 continuous bars unless otherwise noted.

11. Grout solid all air spaces and the cells of all blocks below grade.

12. Any opening in masonry shall have a lintel placed at the top of it and bear a minimum of 4" on each side. All lintels over 24" long shall be steel or shall be engineered for the specific opening requirements. Do not place any openings within 36" of corners or closer than 8" to foundation or floor intersections.

13. Minimum quality assurance requirements shall be per Table1.15.2, ACI

530/ASCE5/TMS402.

14. Lap splices in masonry shall conform to TMS 402/ACI 530/ASCE 5 Section

2.1.9.7.1.1. The minimum length of lap splices for reinforcing bars in tension or compression, ld, shall be:

#3 bar - 11"

#4 bar - 18"

#5 bar - 29"

#6 bar - 41"

#7 bar - 53"

#8 bar - 72"

#9 bar - 92"

15. All reinforcement welding shall conform to AWS D1.4. Welded splices shall be of ASTM A706 steel reinforcement. Reinforcement larger than No. 9 (M #29) shall be spliced using mechanical connections in accordance with section

2.1.9.7.3.

Masonry:

1. Contractor assumes responsibility for job site conditions, including safety of all persons, property, and condition of materials, during the course of work and for the duration of the project. The contractor shall indemnify and hold Owner and Structural Engineer harmless from any and all liability, real or alleged, in connection with the performance of the work on this project, excepting for liability arising from the sole negligence of Owner or Structural Engineer.

2. The structural engineers work as presented in these documents represents the finished structure. Where deemed necessary to convey the intent of the structural engineer's design, information regarding the existing structure may be provided on these documents; however it is the responsibility of the contractor to verify all existing conditions and dimensions. The contractor shall provide all measures necessary to protect the new and existing structure during construction. Such measures shall include, but not be limited to: protection of subgrade from freezing conditions, bracing of elements, shoring for loads due to construction equipment, temporary structures, and partially completed work.

The contractor shall also assume responsibility for all temporary shoring, falsework, or required bracing to accomplish this work.

3. Observation visits to the site by structural engineer shall not include inspection of any item and a third party inspector shall complete all required inspections of the site.

4. The means and methods of construction rest solely in the responsibility of the contractor and the structural engineer has no control over or charge of these items nor shall not be responsible in any way for construction means, methods, techniques, sequences, or procedures, or safety or safety precautions and programs in connection with any construction activities, since these are solely contractor’s responsibility.

5. The structural engineer will not be held responsible for the contractor's schedule or ability to carry out any construction activities in accordance with the contract documents or their own agreed upon timeline with the owner. Nor shall the structural engineer have control over or charge of actions of Contractor, Subcontractor, or any of their Agents, or employees, or any other persons performing portions of any construction activities. All inquiries to the engineer that arise during construction and all submittal reviews shall be allotted 14 days for responses.

Construction Means & Methods:

17. The structural steel fabricator shall provide for vertical and horizontal adjustment of all support assemblies.

18. Anchor bolts must meet ASTM A1554 gr. 36 specifications and be 3/4" diameter (unless otherwise indicated). A minimum of (4) anchor bolts are required at each baseplate unless noted otherwise.

19. Additional miscellaneous structural steel may be required to support other elements specified on the contract drawings. The requirement, design, and inclusion of these members is the responsibility for the General Contractor to coordinate and may not be included on these drawings. This may include shoring or support for other structural materials, equipment supports, miscellaneous embeds, etc. GC to review all the drawing packages of all disciplines for the need of miscellaneous steel.

20. Unless directed by the owner with consideration from Arrow Engineering, the steel fabricator shall be certified under the AISC quality Certification

Program.

21. All shear studs used in composite beams shall be 3/4" diameter and sized to be the height of the deck where they are used plus 1.5".

22. Column schedule is provided for general information only and may not include all columns located on the project.

23. Steel lintels taken from the provided table may be substituted for precast or steel angles of a different size / configuration provided that the alternate design is submitted to the Arrow Engineering for approval prior to construction.

24. Where required, RTU or HVAC equipment may require supports not specified in the structural contract drawings either because that information was not available to the structural engineer during design or was outside the scope of the structural engineer's responsibility. In such cases, the general contractor or the HVAC's engineer shall be responsible for providing framing or support for these units and submitting reaction information to Arrow Engineering for acceptance prior to beginning work.

25. Where required, masonry shall be supported by steel shelf angles designed and detailed to support masonry loads. Shelf angles must not exceed 30 ft and shall not continue beyond masonry, concrete, or building joints. Splices between shelf angles shall be made by complete groove weld or butt weld.

Structural and Miscellaneous Steel:

1. The project manual shall govern all submittal requirements.

2. The general contractor shall review, check, and stamp "Approved" all shop drawings prior to submitting them to the Architect. Shop drawings which have not been stamped "Approved" by the General Contractor do not conform to the requirements of the Contract Documents and will be rejected.

3. The General Contractor shall provide a shop drawing submittal schedule for anticipated submittals at least two weeks prior to submittal of the first set of shop drawings.

4. Submittals including shop drawings must be approved prior to the start of fabrication. All parties proceed at their own risk without approval on submittals.

The maximum turn-around time for shop drawings will be two weeks (ten working days) from the date of receipt to Arrow Engineering to the date of return delivery. The general contractor is encouraged to communicate with

Arrow on the need for faster approval times or when larger amounts of submittals are anticipated. All efforts will be made to expedite approval when requested.

5. Reproducing Arrow's drawings in whole or in part for use in shop drawings is cause for rejection of the entire submittal. All shop drawings and details shall be original and complete.

6. Electronic copies of Arrow's drawings may be available on a case-by-case basis for an additional charge. Requests for files must be submitted with as much lead time as other submittals.

An outline summary of the expected submittals and shop drawings is provided below (the requirements of the project manual, if provided, govern):

- Structural Steel Shop Drawings

- Helical Pile Product Data

- Reinforcement Shop Drawings

- Concrete Mix Design

- Premanufactured Canopy Shop Drawings and Reactions

- Cold-Formed Steel Connectors

Shop Drawing and Submittal Requirements:

1. No provision of any referenced standard specification, manual or code

(whether or not specifically incorporated by reference in the contract documents) shall be effective to change the duties and responsibilities of owner, contractor, engineer, supplier, or any of their consultants, agents, or employees from those set forth in the contract documents. Nor shall it be effective to assign to the structural engineer of record (or any of the structural engineer of record's consultants, agents, or employees) any duty or authority to supervise or direct the furnishing or performance of the work or any duty or authority to undertake responsibilities contrary to the provisions or the contract documents.

2. Contractor shall review the project site and contract documents and warrants that it has the capacity to complete the project as planned for the project budget and within the timeline allotted to the owner.

3. Contract documents include those which are published directly by Arrow

Engineering including by not limited to, the structural documents (drawings and specifications). They do not include shop drawing, vendor drawings, or materials prepared and submitted by the contractor. Any acceptance of shop drawings or vendor supplied documents is for general conformance with Arrow's intent only.

4. Reference to standard specifications or any technical society, organization, or association or to codes of local or state authorities, shall mean the latest standard, code, specification or tentative specification adopted at the date of taking bids, unless specifically stated otherwise.

5. Where a conflict occurs within the contract documents to any recognizable material specification or building code, the strictest requirement shall govern.

6. Contractor shall obtain and coordinate edge of slab and roof deck edge dimensions with other disciplines (which may include vendor supplied information only available after bidding), opening locations and size, depressed slab locations and extents, slab slopes, curb locations, and non-structural wall locations. Architect/Structural engineer shall be notified of any discrepancy or omission. In the event of discrepancies, the non-structural architectural details shall govern.

7. The responsibility for all means, methods, sequences, techniques, and procedures used during construction is the responsibility of the contractor.

8. Contractor has sole responsibility to comply with all OSHA regulations.

9. The following list of items are not the responsibility of Arrow Engineering and have not been included in the scope of work (unless noted otherwise). These items are considered to be a delegated design under the responsibility of the contractors. All work for these items shall be completed under the direction of a licensed Professional Engineer in the state where the work is located and submitted to Arrow Engineering for approval prior to beginning work.

- Steel, concrete pan, or timber framed stairs and their connections

- Guardrail and handrail

- Cold formed metal framing

- Furnishing and finishes

- Storage or shelf systems

- Waterproofing or thermal envelope details below or above grade

- Elevator rail and hoist coordination requirements

Performance and Quality Requirements:

1. Where provided, dimensions related to existing conditions have been provided for general reference only based on assumed data, information from the original documents, previous design work, or information gathered during field investigations by Arrow Engineering. The information shown may not accurately depict all existing conditions related to construction.

2. Contractor shall verify all existing dimensions and elevations and shall notify

Arrow Engineering for any discrepancies.

Existing Conditions:

1. Foundation design is based on the recommendations from the geotechnical report prepared by American Geotech, Inc dated February 2023. The geotechnical report is considered complete and trustworthy for the purpose of the design contained herein. It shall be considered to be part of the construction documents for this project.

2. As excavation occurs on the project site, unforeseen conditions may become evident. Arrow Engineering reserves the right to redesign the foundations as required if unforeseen geotechnical conditions are discovered.

3. The foundations for this project are spread and/or continuous bearing footings at the rear addition and grade beams/helical piles at front addition. If suitable soil is not encountered (suitable being defined as soil of the type and characteristics of that which the foundation recommendations within the

Geotechnical Report are based on), it is required that the contractor over excavate until such bearing can be assured - or as directed by the project's

Geotechnical Engineer of Record - and a lean concrete pad be placed between the strata of suitable soil and the recommended bottom of footing elevation.

Lean concrete used here shall have a minimum 28-day compressive strength of

3,000 PSI or better. The dimension of this pad shall be at least the same dimensions of the footing in question. The spread foundations for this project were designed with an allowable bearing capacity of 2,000 PSF.

4. Contractor is responsible for notifying Arrow Engineering of any unusual soil conditions that are in variance with the test borings which also includes ground water, substandard bearing material, or obstructions.

5. All below grade foundation walls are to be considered stable only when supported at the next floor level and backfilling against them until such framing is in place is prohibited unless otherwise noted. In lieu of connection to the framing above, temporary shoring or bracing may be utilized. The design of such shoring is the responsibility of the contractor and must be approved by Arrow

Engineering prior to its conception. Any shoring used must be designed and sealed by a Professional Engineer in the state where the project is located and evidence of such submitted to Arrow for approval.

6. The backfill behind all foundation walls has been assumed to be 'dry' granular type with a maximum density of 75 pcf. A continuous foundation drain is required behind all below grade walls even if not shown on the structural drawings. Notify engineer if these assumptions are not followed.

7. All recommendations of the Geotechnical Report must be adhered to.

8. "Wet setting" of reinforcing or anchor bolts is prohibited. All reinforcing or anchor bolts must be securely placed prior to pouring.

9. The subgrade under slabs-on-grade and foundations must be compacted to

98% of optimum laboratory density in accordance with ASTM D698 Standard

Proctor Method. Place fill in 6" to 8" lifts and compact with vibratory tamping equipment. The provisions of the geotechnical report govern for any exceptions to this requirement.

10. Contractor shall locate all underground utilities prior to beginning excavation.

11. When excavations approach the ground water level, the water level shall be continuously lowered by an acceptable dewatering system so that the water level is maintained continuously a minimum of 2'-0" below the excavation.

12. Shale containing pyrites must be protected as indicated in the Geotechnical

Report. Structural fill must be screened and shall not contain any pyrites in it.

13. All recommendations and installations for helical piles should meet the requirements set by the manufacturer and the geotechnical report. All brackets, connections, and assemblies is the responsibility of the contractor that the helical piers meet or exceed the capacities noted on the contract documents.

Foundation and Footings:

1. All structural steel work shall be done according to the "Specifications for the

Design, Fabrication, and Erection of Structural Steel Buildings" (14th Edition) of the AISC.

2. Structural steel shall conform to the following:

- Wide flange shapes and WT's: ASTM A992, Fy = 50 ksi

- Channels, Angles, Plates: ASTM A36, Fy = 36 ksi

- HSS Square Tubes: ASTM A500 Gr. C, Fy = 50 ksi

- HSS Round Tubes: ASTM A500 Gr. C, Fy = 46 ksi

- Pipe: ASTM A53, Fy = 35 ksi

3. For any connection not explicitly detailed on the drawings, the responsibility for connection design shall be delegated to the Connection Design Engineer employed by the fabricator or owner. The Connection Design Engineer (CDE) shall be a registered Professional Engineer in good standing licensed in the state where the project is located. The CDE shall be held in responsible charge for the design, detailing, and proper implementation and coordination of all such connections as part of fabricator's preparation of shop drawings. Where connection has not been detailed in these documents, reaction forces have been provided. Where reaction forces have not been provided, CDE shall design connections for shear per the table below. Where there is a conflict or non-specific condition, specific reaction forces will be provided via RFI at the CDE's request.

Connection Shear Reaction Table:

W8's = 10 kips

W10's = 12 kips

W12's = 16 kips

W14's = 18 kips

W16's = 20 kips

W18's = 22 kips

W21's = 24 kips

W24's = 26 kips

4. Connections requiring moment reaction capacity (often designated with a filled triangle near the joint on the plans) shall be designed for specified moment in conjunction with the required shear reaction (either provided or taken from minimums). Where moment reactions are not provided, design shall be based on the moment capacity of the member for the unbraced compression flange dimension.

5. Connections requiring axial reaction capacity shall be designed to develop the limiting axial capacity of the member in either compression or tension.

6. All bolts shall be ASTM A307 or ASTM A325 type per specified connection criteria of either slip-critical or bearing type. All bolts shall be matched with a nut and washer of the appropriate grade and size. Use slip critical connections for all wind bracing connections or connections subject to load reversal. Threads shall be included in the shear plane unless certified by Arrow Engineering or

Connection Design Engineer.

7. The CDE shall submit to the EOR a copy of the sealed design calculations for all delegated connections with the fabricator's shop drawings for approval prior to the fabricator beginning any fabrication work. Shop drawings will not be reviewed if the CDE seal does not accompany the submittal if required.

8. All bolted connections shall be made according to the AISC Manual Part 9. All connections shall be a minimum of half the depth of the beam. Where beams frame into columns, a full depth connection shall be used. Minimum thickness of any connection plate or angle shall be 3/8" unless noted otherwise.

9. Calculations are not needed for simple shear connections if the method used to achieve those connections are pre-qualified from the tables found in Part 10 of the AISC Steel Construction Manual. The steel shop drawings should include all relevant and pertinent information for these connections related to this table including the reference / table number the connection is derived from. A CDE shall still provide a statement certifying compliance for all connections that fall into this category with the shop drawings submittal.

10. When the design of simple shear connections as noted above is required to meet minimum shear reaction loads for composite beam connections, the connection shall be designed for the following shear value:

Beam depth > 21"......................... 1.5 x Reaction

14" < Beam depth < 21"................2.0 x Reaction

Beam depth < 14".......................... 2.5 x Reaction

11. Hangers, kickers, and miscellaneous equipment connections shall be shall be designed by CDE or equipment supplier to provide for the full allowable tensile capacity of the member or attachment to the equipment.

12. The use of slotted holes for bolted connections to aid in erection is permitted in specific locations with explicit approval from Arrow Engineering.

Slotted hole dimensions must be sized per the specification of the AISC manual for long or short slotted holes. Where slotted holes are used, the bolt must be welded into place after erection or must be designed as a slip-critical connection. Requests to change the contract documents once completed to accommodate slip-critical connections where they were originally designed as bearing may incur additional charges.

13. All welding shall be in strict accordance with the standards of the AWS D1.1 and the AISC Manual. Use E70XX electrodes.

14. All steel to be shop primed…