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Peace Bridge Plaza

DRAWING LIST

GENERAL P001

0011 G100 C100 C101 S100 S101

S102 A101 A102 A201 A202 A301 A302 A303 A401 A402 A501 M001 MD100 MD101 MD102 MD103 M200 M201 M202 M203 M300

PD100 TITLE SHEET, SYMBOLS &ABBREVIATIONS PD101 STAGING PLANS & NOTES P200 SITE PLAN P201 TYPICAL SITE DETAILS E001 GENERAL STRUCTURAL NOTES, LOADS, AND SCHEDULES ED100 ELECTRICAL ROOM FOUNDATION, FRAMING PLAN AND DETAILS ROOF MECH. UNIT FRAMING PLAN AND DETAILS FIRST FLOOR PLAN FIRST FLOOR REFLECTED CEILING PLAN PARTIAL SECOND FLOOR PLANS PARTIAL SECOND FLOOR REFLECTED CEILING PLANS ELECTRICAL ROOM PLANS AND ELEVATIONS ELECTRICAL ROOM WALL SECTIONS AND DETAILS STAIR DETAILS ROOF PLAN AND ROOF DETAILS ROOF DETAILS SCHEDULES AND DETAILS MECHANICAL LEGEND AND SCHEDULES MECHANICAL BASEMENT DEMOLITION PLAN MECHANICAL FIRST FLOOR DEMOLITION PLAN MECHANICAL SECOND FLOOR DEMOLITION PLAN MECHANICAL ROOF DEMOLITION PLAN MECHANICAL BASEMENT PLAN MECHANICAL FIRST FLOOR PLAN MECHANICAL SECOND FLOOR PLAN MECHANICAL ROOF PLAN MECHANICAL HYDRONIC SYSTEM SCHEMATIC

ED101 ED102 ED103 E100 E101 E102 E103 E104 E105 E201 E202 E300 E401 E501 E502 E503 E504 E601 E602 E603

PLUMBING DETAILS, SCHEDULES AND NOTES CRAWL SPACE PLUMBING DEMOLITION PLAN SECOND FLOOR PLUMBING DEMOLITION PLAN CRAWL SPACE PLUMBING PLAN SECOND FLOOR PLUMBING PLAN ELECTRICAL LEGEND, NOTES AND DIAGRAMS BASEMENT AND CRAWL SPACE ELECTRICAL REMOVALS PLAN FIRST FLOOR ELECTRICAL REMOVALS PLAN SECOND FLOOR ELECTRICAL REMOVALS PLAN ROOF ELECTRICAL REMOVALS PLAN BASEMENT AND CRAWL SPACE - POWER PLAN FIRST FLOOR - POWER PLAN SECOND FLOOR - POWER PLAN ROOF - POWER PLAN ENLARGED PLANS VAULT ELECTRICAL REMOVALS AND NEW WORK PLANS FIRST FLOOR - LIGHTING PLAN SECOND FLOOR - LIGHTING PLAN SITE PRIMARY FEEDER PLAN ELECTRICAL DETAILS ONE LINE DIAGRAM- ELECTRICAL REMOVALS ONE LINE DIAGRAM PARTIAL POWER RISER DIAGRAMS PARTIAL POWER RISER DIAGRAMS PANEL SCHEDULES PANEL AND MISCELLANEOUS SCHEDULES PANEL SCHEDULES EXISTING (FOR INFORMATION ONLY)

Buffalo, New York 14213-2494

GENERAL NOTES

A. OWNER TO REMOVE ALL FURNITURE AS NECESSARY FOR WORK RELATED TO MECHANICAL AND ELECTRICAL UPGRADES. CONTRACTORTO REMOVE ALL MATERIALS AND PARTITIONS AS INDICATED ON DRAWINGS AND SHALL COORDINATE WITH OWNER FOR WORK AREAS ASDICTATED IN THE CONSTRUCTION SCHEDULE.

B. ALL DIMENSIONS ARE DIMENSIONED TO THE FACE OF THE PARTITION.C. DO NOT SCALE DRAWINGS: NOTIFY THE ARCHITECT IF ADDITIONAL DIMENSIONS ARE REQUIRED. WALL, PARTITION, AND STRUCTURAL

DIMENSIONS ARE ACTUAL. CONTRACTORS SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE ARCHITECT OF ANY DISCREPANCIES.

D. THE CONTRACTOR SHALL PROVIDE ALL MATERIALS INDICATED GRAPHICALLY OR AS NOTED. CONTRACTOR SHALL NOTIFY ARCHITECTOF ANY DISCREPANCIES IN IDENTIFICATION OF MATERIALS REQUIRED.

E. THE CONTRACTOR(S) SHALL FIELD VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS AT THE SITE AND REPORT ANYDISCREPANCIES BETWEEN DRAWINGS AND ACTUAL FIELD CONDITIONS TO THE ARCHITECT PRIOR TO CONSTRUCTION. THIS INCLUDESBUT IS NOT LIMITED TO EXISTING UTILITIES.

F. CONTRACTOR(S) FOR SPECIFIC WORK SHALL BE RESPONSIBLE TO PROVIDE PROTECTION AS REQUIRED FOR NEW WORK AND EXISTINGCONSTRUCTION FINISHES SCHEDULED TO REMAIN.

G. INSTALL ALL MATERIALS TO THE MANUFACTURES RECOMMENDATIONS AND TO ACCEPTABLE PROFESSIONAL TRADE INDUSTRYSTANDARDS UNLESS INDICATED OTHERWISE.

H. PROVIDE ALL INCIDENTAL WOOD BLOCKING AS REQUIRED FOR ATTACHMENT OF EQUIPMENT, FINISHES AND ACCESSORIES.I. ALL CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF ALL BUILDING CODES AND ORDINANCES. THE BUILDING CODE OF NEW

YORK STATE, THE ADA CODE, THE AISC CODE, THE ACJ CODE, THE WELDING SOCIETY CODE, ALL APPLICABLE ASTM, SMACNA, AND NRCA STANDARDS. IN CASE OF CONFLICT THE MOST STRINGENT SHALL GOVERN.

J. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION OF ALL HOLLOW METAL FRAMES.K. THE GENERAL CONTRACTOR WILL BE RESPONSIBLE FOR MAKING ARRANGEMENTS FOR ALL REQUIRED INSPECTIONS.L. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SUBCONTRACTORS.M. SUBSTITUTIONS: PRODUCTS, MATERIALS AND MANUFACTURERS ARE IDENTIFIED ON THE DRAWINGS AND IN THE SPECIFICATION.

SUBSTITUTIONS WILL BE CONSIDERED ONLY IF SIGNIFICANT SAVINGS IN TIME OR COST TO THE PROJECT CAN BE DEMONSTRATED BYTHE CONTRACTOR. ONCE SUBMITTED, SUBSTITUTIONS WILL BE CONSIDERED OR REJECTED AT THE SOLE DISCRETION OF THEARCHITECT.

N. CONTRACTOR SAFETY PERSONNEL TO EVALUATE EXISTING CONFINED SPACE CONDITIONS ALONG WITH SCHEDULED WORK ANDDETERMINE SAFETY PRECAUTIONS NECESSARY IN ORDER TO WORK IN CONFINED SPACE.

ABBREVIATIONS

ADD'TL ADJ. ALUM. A.F.F. CBP CLO. CMU CONG. CONSTR. CONT. DIMS EA. ELECT. E.T.R. EXIST F.F. GA. GALV. GPDW HD GALV. HDGP HGT INSUL. JAN. LT. M.O.N.I.C.N.I.T.PNTS

o.c.O.H. OIT PLUMB. REINF. / REIN. R.C.P.RM.SCHD.SGFT

ADDITIONAL ADJUSTABLE ALUMINUM ABOVE FINISHED FLOOR CUSTOMS BORDER PROTECTION CLOSET CONCRETE MASONRY UNIT(S) CONCRETE CONSTRUCTION CONTINUOUS DIMENSION(S) EACH ELECTRICAL EXISTING TO REMAIN EXISTING FINISHED FLOOR GAUGE GALVANIZED GYPSUM PANEL DRY WALL HOT DIPPED GALVANIZED HIGH DENSITY GYPSUM PANEL HEIGHT INSULATION / INSULATED JANITOR LIGHT MASONRY OPENING NOT IN CONTRACT NOT IN THIS PHASE NOT TO SCALE (AREA CIRCLED) ON CENTER OPPOSITE HAND OPERATIONS INFORMATION TECHNOLOGY PLUMBING REINFORCED / REINFORCING REFLECTED CEILING PLAN ROOM SCHEDULE

GENERAL ASBESTOS AWARENESS LOCATION MAP GENERAL LEAD AWARENESS S.S.STO.

STRUCTURAL GLAZED FACING TILE STAINLESS STEEL STORAGE

ALL ASBESTOS ABATEMENT IS TO BE DONE BY OTHERS UNDER SEPARATE CONTRACT EXCEPT FOR 9" X 9" ACT FLOOR TILE, INCLUDING MASTIC, AND RESILIENT BASE REMOVALS

AS INDICATED ON THE DRAWINGS SHALL BE REMOVED BY THE GENERAL CONTRACTOR. ANY DISTURBANCE OF ASBESTOS CONTAINING MATERIALS SHALL BE PERFORMED BY A LICENSED ASBESTOS ABATEMENT CONTRACTOR EMPLOYING CERTIFIED WORKERS.

ASBESTOS-CONTAINING MATERIALS (ACM) ARE KNOWN TO BE PRESENT WITHIN THE WORK SITE. IT IS EXPECTED THAT WORK ASSOCIATED WITH THIS PROJECT WILL RESULT IN THE DISTURBANCE OF KNOWN ASBESTOS-CONTAINING MATERIALS.

ANY QUESTIONABLE MATERIAL OR MATERIAL SUSPECTED TO CONTAIN ASBESTOS SHALL NOT BE DISTURBED AND SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER OR THE OWNER'S REPRESENTATIVE FOR AN ACCURATE INTERPRETATION AND/OR SAMPLING AND ANALYSIS.

ALL CONTRACTORS ARE RESPONSIBLE FOR MAKING THEMSELVES AND THEIR EMPLOYEES AWARE OF THE PRESENCE, LOCATION, AND QUANTITY OF EXISTING ASBESTOS CONTAINING BUILDING MATERIALS, AND TO WARN THEIR EMPLOYEES OF THE POTENTIAL DANGERS OF EXPOSURE TO ASBESTOS. ANY DISTURBANCE OF ASBESTOS CONTAINING MATERIALS SHALL BE PERFORMED BY A LICENSED ASBESTOS ABATEMENT CONTRACTOR EMPLOYING CERTIFIED WORKERS.

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EACH CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH OSHA 29 CFR 1926.62: LEAD EXPOSURE IN CONSTRUCTION; INTERIM FINAL RULE FOR ALL ACTIVITIES

DURING WHICH AN EMPLOYEE MAY BE OCCUPATIONALLY EXPOSED TO LEAD.

THE CONTRACTOR IS RESPONSIBLE UNDER OSHA TO DETERMINE THE PRESENCE, LOCATION, AND QUANTITY OF EXISTING LEAD-CONTAINING MATERIALS THAT THEIR EMPLOYEES MAY BE EXPOSED TO, AND TO WARN THEIR EMPLOYEES OF THE POTENTIAL DANGERS OF THE DISTURBANCE OF LEAD-CONTAINING MATERIALS.

TECH.TlT.

TYP. UNO VEST. VIF VOiP

TECHNOLOGY TOILET TYPICAL UNLESS NOTED OTHERWISE VESTIBULE VERIFY IN FIELD VOICE OVER INTERNET PROTOCOL

SYMBOLS

11111

' BUILDING SECTION NUMBER

-------S"HEET ON WHICH BUILDING SECTION IS DRAWN

...L:il"'ELEVATION NUMBER °V-- SHEET NUMBER WHERE

ELEVATION IS DRAWN

4 INTERIOR ELEV. SYMBOL

o O o IYINTERIOR ELEV. LETTERSHEET NUMBER c WHERE ELEV. IS DRAWN

e WINDOW NUMBER

0 DOOR NUMBER

==:::i EXISTING PARTITION

c===:::i EXISTING PARTITION TO BE REMOVED

IIXMXX/\/111 NEW MASONRY PARTITION OR INFILL

l!llil!IE&!lllll!iil NEW PARTIAL HEIGHT MASONRY PARTITION

,uuuuua NEW METAL STUD AND DRYWALL PARTITION OR INFILL

NEW DOOR

EXISTING DOOR TO REMAIN

EXISTING DOOR TO BE REMOVED

��----------------------------------------------------------------------------------------------------------------------•

Consultants:

Signature & Seal:

Client:

Project:

Project Address:

TRAUTMAN ASSOCIATES

ARCHITECTS/ ENGINEERS

37 Franklin Street, Suite 100

Buffa lo, New York 14202

P 716 883 4400

F 716 883 4268

Tra utma nAssociates.com

WARNING: AL TERA TIONS TO THS DOCUMENT NOT CONFORMING TO SECTION 7209.2 OR 69.5(B) STATE EDUCATION LAW, ARE PROHIBITED. NOT PUBLISHED. ALL RIGHTS RESERVED.

BUFFALO & FORT

ERIE PUBLIC BRIDGE

AUTHORITY

R.F. WILLSON MECH.

AND ELEC. UPGRADES

1 PEACE BRIDGE PLAZA, BUFFALO, NEW YORK 14213

Drawing History: # Date Description

Project status: ISSUED FOR TENDER

Date: 0312512019

Project Number: 18023

Sheet Title: COVER SHEET,

GENERAL NOTES AND

DETAILS

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GENERAL FENCED STAGING AREA

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EQUIPMENT

ENCLOSURE

BAR SCALE

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GENERAL STAGING NOTES:

A. ALL CONTRACTOR PERSONNEL PARKING SHALL BE AT BUSTI AVENUE. CONTRACTORS

SHALL INFORM ALL THEIR PERSONNEL AND SHALL ABIDE BY CITY OF BUFFALO PARKING

REGULATIONS.

I L_ ________________________________________________________________________________________________________________ _

Consultants:

Signature & Seal:

TRAUTMAN ASSOCIATES




P 716 883 4400

F 716 883 4268


WARNING: AL TERA TIONS TO THS DOCUMENT NOT CONFORMING TO SECTION 7209.2 OR 69.5(B) STATE EDUCATION LAW, ARE PROHIBITED. NOT PUBLISHED. ALL RIGHTS RESERVED.

Client: BUFFALO & FORT

ERIE PUBLIC BRIDGE

AUTHORITY

Project:

Project Address:

R.F. WILLSON MECH.

AND ELEC. UPGRADES


Drawing History: # Date Description

Project status: ISSUED FOR TENDER

Date: 0312512019

Project Number: 18023

SheetTitle: STAGING PLANS

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Sheet Number:

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Consultants:

Signature & Seal:

WARNING: ALTERATIONS TO THISDOCUMENT NOT CONFORMING TOSECTION 7209.2 OR 69.5(B) STATEEDUCATION LAW, ARE PROHIBITED.NOT PUBLISHED. ALL RIGHTS RESERVED.

Project Number:

Sheet Title:

Sheet Number:

Date:

Project Status:

Drawing History:

Client:

Project:

Project Address:

# Date Description

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03/25/2019

18023

ISSUED FOR TENDER

BUFFALO & FORTERIE PUBLIC BRIDGEAUTHORITY

R.F. WILLSON MECH.AND ELEC. UPGRADES

SITE PLAN

PREPARATION PLAN1" = 10.0'

SITE LAYOUT & GRADING PLAN1" = 10.0'

BAR SCALE

1 inch = ft.

10 0 5 10 20

10

C100

1, 2,3

NOTE: EXISTING SITE PLAN IS BASED UPON PLANS BY OTHERS AND A

2018 SITE INSPECTION. EXACT DEPTHS AND LOCATION OF ALL UTILITIES

IS UNKNOWN. UTILITY AND ELEVATION INFORMATION AS SHOWN HAS

BEEN OBTAINED FROM EXISTING CONSTRUCTION DOCUMENTS AND

ERDMAN ANTHONY SURVEY #FB2016-03 DATED AUGUST, 2016.

WILLSON BLDG. - SITE KEY PLANNTS

SHERIDAN TERRACE

PEACE BRIDGE

SITE UTILTIY PLAN1" = 10.0'

DRAWING NOTES1. CAREFULLY REMOVE AND SALVAGE LANDSCAPED BED PLANTS AND SHRUBS FOR FUTURE

TRANSPLANTING. FIELD VERIFY QUANTITY AND LOCATIONS BEFORE REMOVALS AND PROTECT AND

STORE PER DIRECTION OF OWNER.

2. REMOVE AND DISPOSE OF CONCRETE SIDEWALK, CURB AND CONCRETE STEPPING STONES. SAWCUT

SIDEWALK AND CURB AT NEAREST SIDEWALK JOINT WHERE CONCRETE REMOVAL ABUTS EXISTING

CONCRETE TO REMAIN. REFER TO LAYOUT PLAN FOR EXTENT.

3. REMOVE AND DISPOSE OF EXISTING BRICK AND CONCRETE STORM STRUCTURE, GRATE AND COVER.

FIELD VERIFY LOCATIONS AND INVERTS OF EXISTING STORM PIPES FOR CONNECTION TO PROPOSED

STORM STRUCTURE. PROTECT EXISTING STORM PIPES TO REMAIN. PROVIDE SEDIMENT PROTECTION

THROUGHOUT DEMOLITION AND CONSTRUCTION ACTIVITIES.

4. CONCRETE SIDEWALK. MATCH EXISTING WIDTHS AND ELEVATIONS WHEN ABUTTING EXISTING.

5. CONCRETE CURB. MATCH EXISTING PROFILE AND ELEVATIONS WHEN ABUTTING EXISTING.

6. 8'-0" HIGH GALVANIZED CHAINLINK FENCE AND LOCKABLE SWING GATE WITH SECURITY SYSTEM.

LOCATE 8'-0" FENCE IN LINE WITH EXISTING 4'-0" CHAINLINK FENCE POST AND NEAR CORNER OF

BUILDING AS SHOWN ON PLAN.

7. PRECAST CONCRETE STORM STRUCTURE, CURB FRAME AND GRATE.

8. YARD DRAIN.

9. 6" DIAMETER PERFORATED HDPE PIPE WITH SOCK, 0.5% MINIMUM SLOPE.

10. 6" DIAMETER PVC STORM PIPE. FIELD VERIFY AND MATCH EXISTING INVERTS.

11. SCOPE STORM PIPE FROM CATCHBASIN TO NEXT NEAREST DOWNSTREAM STORM SEWER

STRUCTURE(S). FLUSH AND CLEAN STORM PIPES TO FREE FLOWING CONDITION. VERIFY INVERT

ELEVATIONS FOR NEW POINTS OF CONNECTION. IMMEDIATELY REPORT TO ARCHITECT ANY

ENCOUNTERED DAMAGE AND/OR CONDITIONS THAT CONFLICT WITH PLANS.

12. RESTORE LAWN ADJACENT TO NEW SIDEWALK, MINIMUM 4" TOPSOIL, SEED AND HYDROMULCH.

GRADE ADJACENT LAWN TO MEET SIDEWALK DESIGN SLOPES AND PROVIDE SMOOTH TRANSITION TO

EXISTING LAWN AREAS, TYPICAL.

13. WEED BARRIER AND 4" MIN. DEEP NO. 1 WASHED STONE.

14. PROTECT UTILITY TO REMAIN, USE CAUTION WORKING NEAR ELECTRICAL EQUIPMENT & CONDUITS.

15. APPROXIMATE OUTLINE OF EXISTING ENCLOSURE. EQUIPMENT, ENCLOSURE, CONCRETE PAD, AND

CONDUITS TO BE REMOVED IN ENTIRETY, REFER TO ELECTRICAL DRAWINGS.

16. ELECTRIC DUCT BANK, CONDUITS & HANDHOLES (N.I.C.). REFER TO AND COORDINATE PROPOSED SITE

WORK WITH EXISTING CONDITIONS PER VAULT ELECTRIC SERVICE UPGRADE PROJECT (TA #17046.01).

17. PROPOSED CONDUITS FOR POWER AND COMMUNICATIONS ARE SHOWN FOR REFERENCE. REFER TO

ELECTRICAL DRAWINGS AND COORDINATE WORK SHOWN ON THIS SHEET WITH UTILITIES SHOWN ON

ELECTRICAL DRAWINGS.

18. PROTECT EXISTING TREE TO REMAIN, TYPICAL.

NOTE: FOR TYPICAL DETAILS SEE DRAWING C101.

5

A303

1

15

3

CIVIL LEGEND

PROPOSED SPOT ELEVATION

UNIFORM SLOPING FINISH GRADE

CONTROL JOINT - TOOLED & SAWCUT

EXPANSION JOINT/ DOWELED

CONCRETE SIDEWALK

YARD DRAINYD

P UTILITY POINT OF CONNECTION

TREE / SHRUB

E.J./ E.J.D.

UNDERGROUND ELECTRIC

EXISTING SITE FEATURES

ABBREVIATIONS

CLR. CLEAR

CO CLEANOUT

CONC. CONCRETE

CONT. CONTINUOUS

CL CENTERLINE

CMP CORRUGATED METAL PIPE

CMU CONCRETE MASONRY UNIT

CPP CORRUGATED PLASTIC PIPE

DIA. DIAMETER

DWG. DRAWING

DS ROOF LEADER/ DOWNSPOUT

ELEC. ELECTRICAL

ELEV. ELEVATION

ENT. ENTRANCE

EQ. EQUAL

E.W. EACH WAY

E.J. EXPANSION JOINT

E.J.D. EXPANSION JOINT W/DOWEL

ELEV. ELEVATION

EXIST. EXISTING

FND. FOUNDATION

F.F.A. FINISH FLOOR ELEVATION

GALV. GALVANIZED

H.D. HOT DIP

I.D. INSIDE DIAMETER

INV. INVERT

L.F. LINEAR FEET

M.E. MATCH EXISTING

MAX. MAXIMUM

MIN. MINIMUM

N.I.C. NOT IN CONTRACT

N.F.V. NOT FIELD VERIFIED

N.T.S. NOT TO SCALE

O.D. OUTSIDE DIAMETER

O.C. ON CENTER

PL PROPERTY LINE

RCP REINFORCED CONCRETE PIPE

R. RADIUS

SS SANITARY SEWER

ST STORM SEWER

R.O.W. RIGHT OF WAY

S.J. SAWCUT JOINT

T.J. TOOLED CONTRACTION JOINT

TC/ BC TOP OF CURB/ BOTTOM OF CURB

TYP. TYPICAL

V.I.F. VERIFY IN FIELD

W/ WITH

YD YARD DRAIN

PROPOSED

STORM SEWER

A. CONTINUOUS OPERATION OF THIS FACILITY IS MANDATORY. THE CONTRACTOR SHALL

PHASE AND COORDINATE WORK WITH THE BUFFALO AND FORT ERIE PUBLIC BRIDGE

AUTHORITY TO PREVENT DISRUPTION TO NORMAL OPERATIONS. PROVIDE MINIMUM 48

HOUR WRITTEN NOTICE PRIOR TO NECESSARY UTILITY INTERRUPTIONS.

B. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL SUBMIT A PROPOSED PROJECT

SCHEDULE FOR APPROVAL.

C. FIELD VERIFY ALL DIMENSIONS AND CONDITIONS OF ALL PERTINENT BUILDING

CONDITIONS, SURFACE AND SUBSURFACE FEATURES, UTILITIES, AND GRADES SHOWN

PRIOR TO PREPARING SUBMITTALS, PURCHASING PRODUCTS AND STARTING

CONSTRUCTION. PROMPTLY NOTIFY THE ARCHITECT IN WRITING OF ANY

DISCREPANCIES, QUESTIONS OF INTENT OR CLARITY IN THE DOCUMENTS.

D. THE DEPTHS AND LOCATIONS OF EXISTING UTILITIES ARE NOT KNOWN. NOTIFY UTILITY

COMPANIES AND UNDERGROUND UTILITY LOCATING SERVICES. ACTUAL LOCATIONS

ARE TO BE DETERMINED IN THE FIELD BY THE CONTRACTOR. CONTRACTOR SHALL USE

ALL MEANS POSSIBLE, INCLUDING METAL DETECTORS, ELECTRONIC SENSORS,

PRODDING AND HAND EXCAVATION TO AVOID DISTURBING EXISTING BURIED UTILITIES.

REPAIR UTILITIES DAMAGED BY CONSTRUCTION.

E. DO NOT SCALE THE DRAWINGS. NOTIFY THE ARCHITECT IF ADDITIONAL DIMENSIONING

IS REQUIRED. UNLESS INDICATED OTHERWISE, DIMENSIONS ARE ACTUAL.

G. PROVIDE PRODUCTS AND MATERIALS INDICATED GRAPHICALLY AND NOTED. SUBMIT

DOCUMENTATION THAT ALL PROPOSED PRODUCTS AND MATERIALS CONFORM WITH

THE CONSTRUCTION DOCUMENTS. THIS INCLUDES BUT IS NOT LIMITED TO

MANUFACTURER'S PRODUCT DATA, COLOR CHARTS, AND ACTUAL SAMPLES FOR

VERIFICATION BY THE ARCHITECT AND/OR OWNER.

H. SUBMIT SHOP DRAWINGS OR PRODUCT SUBMITTALS COVERING ALL PRODUCTS

PROPOSED FOR INCORPORATION INTO THE PROJECT.

I. PRODUCT SUBSTITUTIONS WILL ONLY BE CONSIDERED IF SIGNIFICANT SAVINGS IN

TIME OR COST TO THE PROJECT CAN BE DEMONSTRATED.

J. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL NECESSARY PERMITS AND MAKE

ARRANGEMENTS FOR ALL REQUIRED INSPECTIONS. SUBMIT REPORTS AND

CERTIFICATES COVERING INSPECTIONS.

K. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL NECESSARY PERMITS AND MAKE

ARRANGEMENTS FOR ALL REQUIRED INSPECTIONS.

G. COORDINATE THE WORK OF ALL TRADES AND SUBCONTRACTORS AND WITH THE

OWNER.

H. WORK SHALL BE EXECUTED BY PERSONS EXPERIENCED IN THE TRADE THEY ARE

PERFORMING. PRODUCTS SHALL BE INSTALLED IN CONFORMANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS, INSTRUCTIONS, SPECIFICATIONS, AND

ACCEPTABLE TRADE INDUSTRY STANDARDS.

I. THE STABILITY OF BUILDING SLAB, STRUCTURE AND PAVEMENT SUBGRADE IS

DEPENDENT ON THE PRESENCE OF OPTIMAL MOISTURE CONTENT IN THE SOIL.

CONTRACTOR IS ADVISED THAT THE NATURAL MOISTURE CONTENT MAY FLUCTUATE

SEASONALLY AND, TO THE EXTENT FEASIBLE, CONSTRUCTION SHALL BE SCHEDULED

TO TAKE FULL ADVANTAGE OF NORMALLY DRY SUMMER MONTHS. WORK SHALL BE

SCHEDULED SUCH THAT SUBGRADE ESTABLISHMENT, SEAL ROLLING AND DRAINAGE

SYSTEM INSTALLATION IS COMPLETED FIRST. SUBSEQUENT CONSTRUCTION SHALL BE

DELAYED IF NECESSARY TO ALLOW SUBGRADES TO DRY AND STABILIZE.

J. WHERE EXISTING UTILITIES, STRUCTURES AND FOUNDATIONS (LIGHT POLE

FOUNDATIONS, PLAYGROUND EQUIPMENT, PLANTERS, ETC.) ARE REMOVED, BACKFILL

THE EXCAVATION WITH COMPACTED MATERIAL PLACED IN APPROPRIATE LIFTS

ACCORDING TO THE SPECIFICATIONS. COMPACTION TESTING BY QUALITY CONTROL

TESTING AGENCY REQUIRED.

K. CONTINUOUSLY MAINTAIN THE WORK AREA IN A CLEAN AND SAFE CONDITION.

CONTRACTOR IS RESPONSIBLE FOR DUST CONTROL.

L. WORK AREAS SHALL BE MADE WATERTIGHT AT THE END OF EACH WORK DAY AND AS

NECESSARY IN THE EVENT OF RAIN.

M. SUITABLE EXISTING TOPSOIL TO BE STRIPPED, STOCKPILED ON SITE, AND REUSED FOR

FINAL GRADING. SUPPLEMENT WITH APPROVED BORROW TOPSOIL MATERIAL AS

REQUIRED.

N. ALL EXCESS OR NON-SATISFACTORY EXCAVATED MATERIAL SHALL BE REMOVED FROM

SITE. (EXCESS STOCKPILED TOPSOIL TO REMAIN FOR SCHOOL USE.) ( EXCESS TOPSOIL

SHALL BE LEGALLY TRANSPORTED TO LOCATIONS IN ACCORCANCE WITH LOCAL

ORDINANCES.)

O. PROVIDE POSITIVE SURFACE DRAINAGE AWAY FROM ALL BUILDINGS AND

FOUNDATIONS AND IN ALL PLANTED AND PAVED AREAS TOWARD DRAINAGE

STRUCTURES. PROVIDE A MINIMUM OF 2% AWAY FROM ALL BUILDING FOUNDATIONS.

P. PLANTED AREAS TO BE GRADED SMOOTH WITH EVEN GRADIENTS. FILL IN HOLES AND

LOW SPOTS. EASE TOP AND BOTTOM OF SLOPES FOR EVEN TRANSITION BETWEEN

GROUND PLANES.

Q. PERFORM EXPLORATORY EXCAVATION AT ALL PROPOSED UTILITY CROSSINGS TO

CONFIRM PROPER CLEARANCES AND ALL UTILITY CONNECTION CONDITIONS PRIOR TO

INSTALLING PROPOSED UTILITY.

R. ADJUST ALL UTILITY MANHOLES, DRAINAGE STRUCTURES, CLEANOUTS, VENTS, AS

NECESSARY TO MEET PROPOSED GRADES.

S. SUBMIT MATERIAL DELIVERY TICKETS.

T. ALL MATERIALS AND CONSTRUCTION SHALL CONFORM TO NEW YORK STATE

DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS.

U. ALL WORK SHALL CONFORM TO THE LATEST EDITIONS OF ALL BUILDING CODES AND

ORDINANCES INCLUDING THE BUILDING CODE OF NEW YORK STATE, THE ACI CODE,

ADA CODE, THE AISC CODE, THE NEC CODE, ALL APPLICABLE ASTM, SMACNA, AND

NCRA STANDARDS. IN CASE OF CONFLICT, THE MOST STRINGENT SHALL GOVERN.

V. REPAIR EXISTING CONSTRUCTION AND FINISHES DISTURBED BY CONSTRUCTION

ACTIVITY TO MATCH EXISTING ADJACENT CONDITIONS. RECONSTRUCT ALL SIDEWALKS,

PAVEMENTS, CURBS AND TURF AREAS DISTURBED BY SITE WORK CONSTRUCTION

ACTIVITY.

W. PROVIDE DETAILED RECORD DRAWINGS COVERING NEW CONSTRUCTION,

ENCOUNTERED CONDITIONS AND UTILITIES. FOR BURIED BENDS AND CONNECTIONS

PROVIDE DIMENSIONS TO TWO FIXED OBJECTS. INDICATE ACTUAL ELEVATIONS OF

NEW AND ENCOUNTERED UTILITIES.

GENERAL CIVIL NOTES:

LOCATIONS AND DEPTHS OF UNDERGOUND UTILITIES IS

UNKNOWN. ALL UNDERGROUND UTILITY LOCATIONS SHOWN ON

PLANS ARE APPROXIMATE. BEFORE YOU DIG, DRILL, OR BLAST,

CALL DIG SAFELY NEW YORK AT 1-800-962-7962

1

14

3

6

18

13

2

4

5

638.00

EXISTING SPOT ELEVATION

CATCH BASINCB

ELECTRIC PULL BOXE

PERFORATED STORM PIPE

PROPOSED SITE FEATURES

9

10

12

11

17

14 16

1

12

18

APPROX. LOCATION OF

EXIST. FENCE POST, V.I.F.

EXISTING SITE AND

17

EXISTING CONTOUR

14 16

CLEANOUTCO

18

14 17

18

� g '

-

0

�-i f m�

NOTES:

1. REFER TO PLAN FOR SIDEWALK WIDTH.

COMPACTED SUBBASE MATERIAL

' --.___ SOIL STABILIZATION FABRIC

"-..___ COMPACTED SUBGRADE PITCHED TO MATCH DRAINAGE DESIGN

2. PROVIDE CONTROL JOINTS AT 5'-0"±. REFER CONTROL JOINT LAYOUT INDICATED ON PLAN.3. PROVIDE EXPANSION JOINTS AT A MAXIMUM 50'--0 0.C. TYPICAL UNLESS NOTED OR SHOWN

OTHERWISE ON PLANS.4. PROVIDE 1/2" DIA SMOOTH DOWEL X 1'-6" LONG AT 2'-0' O.C. WHEN MATCHING EXISTING

SLABS OR FOUNDATIONS, DRILL & GROUT INTO EXISTING AND GREASE ONE END.5. FORM DEPTHS SHALL MATCH DESIGN DEPTH OF CONCRETE SIDEWALK.

0 �;P. CONCRETE SIDEWALK

��0. � UJ "' UJ 0 ";' u. "' :zUJ -- "' �b > ·' �

6" BEDDING MATL.

FINISH GRADE

MIN. 6" TOPSOIL, SEED, AND MULCH IN LAWN AREAS - REFER TO PLAN

DETECTABLE WARNING TAPE 1'-6" BELOW GRADE

<:;_*.---- PROVIDE TEMPORARY SHORING AS REQUIRED UNDER OSHA REGULATIONS

----+-,�;.:..__ COMPACTED BACKFILL

1'-�' PIPE 1'-0" O.D.

USE SUBBASE MATERIAL AT PAVED AREAS, SIDEWALKS, AND EXISTING UTILITIES. USE SATISFACTORY EXCAVATED MATERIAL ELSEWHERE

PIPE EMBEDMENT MATERIAL

NEW CONDUIT OR PIPE

0 TYPICAL UTILITY TRENCH

4"MAX. (TYP.)

4"MAX. (TYP.)

EXIST. 4'-0"± HIGH FENCE AND

CONCRETE WALL

N.T.S.

1'-0"

. ' .•

. '

..

END CLOSURE WELDED ASSEMBLY. HOT DIP GALV. (CAP PIPE END)

TYPICAL CHAIN LINK FENCE

TENSION BAND AT 1'-0" O.C. MAX. (TYP.)

111-�- TENSION BAR

I I I I I I I I JI.

END PCST (TYP.)

ADJUSTABLE TRUSS ROD ASSEMBLY

'--�-cl _Ill

1'--0" DIA. (TYP.)

I I I I I I I I J I

I I LJ /

1/2" RADIUS DIM. VARIES·

r AT FORMED CURB: _. - 1/4" RADIUS IT,/ NO EXPANSION JOINT

2% MAX. 6" (TYP.)

SLOPE TRANSITION TO MEET EXISTING FINISH GRADE (TYP.)

MATCH EXIST. 6" MAX. PREFERRED (SEE PLAN) ELEVATION & DRAINAGE

PATffll1Wtl

_,, " ·=t

NEW BUILDING FOUNDATION - REFER

-.X �--X.�X--X --X--. . ., .

TYPICAL CONCRETE SIDEWALK CONSTRUCTION MACHINE FORMED CURB CONTRACTORS OPTION:

7" MIN. "TYP.

CONSTRUCT INTEGRAL CURB, 1'-4" DEEP WITH 1" R. AND CONTINUOUS 1-1/2" DEEP TOOLED & SAWCUT JOINT 6" FROM EDGE


CONCRETE CURB NOTES:

1. PROVIDE TOOLED CONTROL JOINTS AT 10'--0 O.C.2. PROVIDE EXPANSION JOINTS AT A MAXIMUM 50'-0 0.C.3. PROVIDE FINE BROOM FINISH TO EXPOSED PORTION OF CONCRETE CURB.4. FOR FURTHER INFORMATION REFER TO TYPICAL SIDEWALK DETAIL.5. WHERE CURB ABUTS EXISTING CURB, MATCH EXISTING PROFILE AND

ELEVATIONS.

TYPICAL CONCRETE 0 S.�RB & S.W. SECTION

ROOF LEADER

PVC DOWNSPOUT EXTENSION W/ INTEGRAL CLEANOUT FINISH GRADE

MIN. 1.5% (TYP.) -2-.

- --K--X� t-" , .a

J·½f),5'),c,f'.)qq�·

SAW-CUT CONTROL JOINT ( S.J. )

EXPANSION JOINT MATERIAL STOP STEEL REINFORCING

EXPANSION JOINT ( E.J.)

TYPICAL FOR CONCRETE SIDEWALKS

CONTROL JOINT ( C.J. )

112",jf-

EXPANSION JOINT MATERIAL NEW OR EXIST. CONG.

1/4" RADIUS "'JI / ,-.t TOOLED ED""G

--'E'--'-ifc-�·

.. "";�,i;�� :�OOTH DOWEL - 1/2" DIA. X 1'-6"LONG @2'-0" O.C., DRILL & GROUT INTO EXIST. AND GREASE ONE END

EXPANSION JOINT W/ DOWEL ( E.J.D.)

0 �;P. CONCRETE JOINTS

CAST IRON SLOTTED GRATE FINISH GRADE - SEE PLAN

I :'f')-V>' .. B" DIA. RISER

EXTERIOR CLEANOUT@ GRADE J.R. SMITH #4251-U OR APPROVED EQUAL,

COVER TO BE INSCRIBED "STORM" PVC CAP END

,__ FRAME 00+2' TO STRUCTURAL -----

� SATISFACTORY EXCAVATED MATERIAL

-->-� ��;l��=�:T

�:�PING;gs:.q.-- EMBEDMENT MATERIAL

NYSDOT 1A CRUSHED STONE

90" ELBOW

PRECAST CONCRETE THRUST BLOCK

6"STORM 1 % SLOPE MIN.

BEDDING COURSE

INVERT PER PLAN � _/ PERFORATED PIPE PER PLAN

0. --'l------+-'----r-._, ______ �

� NOTE: rn CONTRACTOR'S OPTION: USE OF � ..,�r"'J$

3� CAP END COMMERCIAL PVC OR HOPE YARD

� L _J

_....,,_ DRAIN CATCH BASIN UNITS WITH POSITIVE GRATE ANCHORAGE PERMITTED

--¥--¥-- 6' (TYP.) COMPACTED

SUBBASE MATERIAL

:'l!=!'I� ---� ffi � 1-- w<C C

"' :r:1-- u zzw UJ "' "' C t--W c,: "'"'"' "'w

f--+-- 6" PVC RISER PIPE FOR IN-LINE CLEANOUT

\�----.-45• PVC BEND STANDARD PVC WYE FITTING

PIPE PER PLAN

© TYP. ROOF LEADER6 TO STORM SEWER

N.T.S.

0 �;P. YARD DRAIN cm.4PACTED SUBGRADE

0 �;P. CLEANOUT

I I I I I I I I I I

'I I 10~--+-JJ

1"

.- 2" MAX.

BOTTOM EDGE OF FABRIC AT FINISH GRADE

J--14 1'-0" DIA. (TYP.)

8'--0" MAX.

FACE OF EXIST. MASONRY WALL �---2"- 9 GAUGE ZINC COATED

CHAIN LINK FABRIC WITH KNUCKLED SELVAGES TOP& BOTTOM 4'-0" CLEAR GATE OPENING END POST & CAP

(TYP.) END CLOSURE

WELDED ASSEMBLY, HOT DIP GALV.

(CAP PIPE END) _,,- - TOP RAIL 180" OFFSET _,,-- LINE POST CAP HINGE (TYP.)

LINE POST

__,_-TIES

INTERMEDIATE RAIL

LINE POST CONNECTOR BOTTOM RAIL 3"GROUND

CLEARANCE

" .

I I I I I I I I

I I "

FINISH GRADE -SEE PLAN

1/8' WASH (TYP.)

CAST IN PLACE CONCRETE ( TYP. )

I I Il-l I I I

.. 1 I II.

--'lc-- --+- u

CONCRETE SIDEWALK& CURB (SEE PLAN)

� 1'-0" DIA (TYP.)

CHAINLINK FENCE &GATE NOTES : 1. ALL FENCING POSTS AND FITTINGS SHALL BE GALVANIZED.2. STEP FENCE POSTS AND RAILS AS REQUIRED TO FOLLOW SLOPE OF FINISH GRADE.2. CONTRACTOR SHALL SUBMIT DETAIL DRAWING INCLUDING ELEVATION WITH POST

LOCATIONS. NO FENCE SHALL BE ERECTED PRIOR TO APPROVAL.

REFER TO TYP. CHAIN LINK FENCE DETAIL

TENSION BAND AT 1'-0" O.C. MAX. (TYP.) SURFACE MOUNTED GATE SECURITY LOCK & CONTROLS -REFER TO SPECIFICATIONS & ELEC. DRAWINGS FOR HARDWARE AND MOUNTING REQUIREMENTS

_,___.-TENSION BAR GATE FRAME ADJUSTABLE TRUSS ROD ASSEMBLY (TYP.)

FINISH GRADE REFER TO PLAN

I I

- n �-->I,._� ,-.___ SIDEWALK WIDENED FORI I GATE & SECURITY EQUIP. -I I REFER TO PLAN I I REFER TO ELECTRICAL . I l DRAWINGS AND

I . LJ COORDINATE LOCATION OF GATE POSTS WITH

l= . SECURITY EQUIPMENT . 1=-

FACE OF EXIST.

BUILDING FOUNDATION

-II '-rn---'

CAST IN PLACE CONCRETE (TYP.)

"JT=' I1'-0"DIA.�

4" MAX. (TYP.)

4" MAX. (TYP.)

;-2:. 0

u

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0

STORM PIPE BEYOND

6"

== == =c:;::::::::::J

: -�

-

�� -== ==

PLAN

NEENAH (OR EQUIVALENT) HEAVY DUTY CAST-IRON FRAME, GRATE AND BARRED CURB BOX: FRAME 3070-001 GRATE 3070-0002 BARRED CURB BOX 30700006-2

PRECAST CONCRETE STORM STRUCTURE

CAST IN PLACE IN-LINE WITH FACE OF CONCRETE CURB

CAST-IRON CURBBOX

MAINTAIN POSITIVE SLOPE TO DRAIN (TYP.)

CONCRETE SIDEWALK PER PLAN

PRECAST CONCRETE STRUCTURE

==--t--t---;r6" DIA. PLASTIC FITTINGS &

6"

3'-0" SQUARE

SECTION

CLEANOUT CAP

GROUT SOLID

EXIST. TILE STORM PIPE COUPLING PER SPEC. TYPICAL AT CONNECTIONS TO EXISTING STORM PIPE


0 �.TORM CATCH BASIN

CHAINLINK FENCE 0 �-�D CLOSURE ASSY. @YrYPICAL CHAIN LINK FENCE @9,�AINLINK SWING GATE

CHAINLINK FENCE @ �-�D CLOSURE ASSY.

WILLSON

BUILDING �---------------------------------------------------------------------------------------------------------------------�-----------------------------------

Consultants:

Signature & Seal:

TRAUTMAN ASSOCIATES




P 716 883 4400

F 716 883 4268


WARNING: AL TERA TIONS TO THIS DOCUMENT NOT CONFORMING TO SECTION 7209.2 OR 69.5(B) STATE EDUCATION LAW, ARE PROHIBITED. NOT PUBLISHED. ALL RIGHTS RESERVED.

Client: BUFFALO & FORT

ERIE PUBLIC BRIDGE

AUTHORITY

Project:

Project Address:

Drawing History:

Project Status:

Date:

R.F. WILLSON MECH.

AND ELEC. UPGRADES


# Date Description

ISSUED FOR TENDER

03/25/2019

Project Number: 1ao23

sheet Title: TYPICAL SITE DETAILS

Sheet Number:

C101

TYP. SLAB-ON-GRADEN.T.S.

RE

FE

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PLA

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PT

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"D")

8"

REINFORCEMENT

CONCRETE

VAPOR BARRIER PER SPEC.

COMPACTED SUBBASE

NYSDOT TYPE 2

COMPACTED SUBGRADE

1 3 X

"D

"

Consultants:

Signature & Seal:


Project Number:

Sheet Title:

Sheet Number:

Date:

Project Status:

Drawing History:

Client:

Project:

Project Address:

# Date Description

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03/25/2019

18023

ISSUED FOR TENDER



WILLSON

BUILDING

GENERAL STRUCTURAL

NOTES, LOADS, AND

SCHEDULES

GOVERNING BUILDING CODES 2015 INTERNATIONAL BUILDING CODE

2017 NEW YORK STATE UNIFORM CODE SUPPLEMENT

BUILDING RISK CATEGORY IV

DESIGN SOIL BEARING CAPACITY "ASSUMED" 1500 PSF

FLOOR LIVE LOADS

ELECTRICAL ROOM 250 PSF

ROOF LIVE LOAD

ROOF CONSTRUCTION LOAD 20 PSF

COLLATERAL LOADS

MECHANICAL, ELECTRICAL, PLUMBING ALLOWANCE 5 PSF

SNOW LOAD

GROUND SNOW LOAD, Pg 50 PSF

SNOW LOAD IMPORTANCE FACTOR, Is 1.20

SNOW EXPOSURE FACTOR, Ce 1.00

THERMAL FACTOR, Ct 1.00

FLAT ROOF SNOW LOAD, Pf 42.0 PSF

SNOW DRIFT SURCHARGE, Pd 72.8 PSF

SNOW DRIFT WIDTH, w 14.2 FT

WIND LOAD

ULTIMATE DESIGN WIND SPEED, VULT 120 MPH

NOMINAL DESIGN WIND SPEED, VASD 93 MPH

WIND EXPOSURE D

INTERNAL PRESSURE COEFFICIENT, GCpi

+/- 0.15

COMPONENTS AND CLADDING1,2,3

DESIGN WIND PRESSURE - PSF (BASED ON AN EFFECTIVE AREA OF 10 SQ. FT.)

WALLS - INTERIOR ZONE / END ZONE 38.1, -41.3 / 38.1,-51.1

ROOF - INTERIOR ZONE / END ZONE / CORNER ZONE 15.5,-38.1 / 15.5,-64.0 / 15.5,-96.2

NOTES:

1. POSITIVE AND NEGATIVE NUMBERS INDICATE FORCES/PRESSURES ACTING TOWARD AND AWAY FROM THE

SURFACES RESPECTIVELY.

2. WIDTH OF END AND CORNER ZONES SHALL EXTEND FROM DEFINED BUILDING CORNERS A DISTANCE IS EQUAL TO 2

TIMES THE LESSER OF 10% OF THE LEAST HORIZONTAL DIMENSION OR 0.4 x MEAN ROOF HEIGHT, BUT SHALL NOT BE

LESS TAKEN THAN THE LESSER OF 4% OF THE LEAST HORIZONTAL DIMENSION OR 3 FEET.

3. DELEGATED DESIGN ELEMENTS - FOR EFFECTIVE AREAS GREATER THAN 10 SQ. FT., THE DELEGATED-DESIGN

ENGINEER SHALL CONSULT ASCE 7-10 TO DETERMINE DESIGN WIND PRESSURES BASED ON THE WIND LOAD DESIGN

CRITERIA PROVIDED. FOR EFFECTIVE AREAS 10 SQ. FT. OR LESS USE THE APPROPRIATE DESIGN WIND PRESSURE

INDICATED.

SEISMIC LOAD

SEISMIC IMPORTANCE FACTOR, IE 1.50

SITE SOIL CLASSIFICATION "ASSUMED" D

MAPPED SHORT PERIOD SPECTRAL ACCELERATION, SS 0.209 g

MAPPED ONE-SECOND PERIOD SPECTRAL ACCELERATION, S1 0.060 g

SHORT PERIOD SPECTRAL DESIGN ACCELERATION, SDS 0.223 g

ONE-SECOND PERIOD SPECTRAL DESIGN ACCELERATION, SD1 0.096 g

SEISMIC DESIGN CATEGORY C

BASIC SEISMIC-FORCE-RESISTING SYSTEM (ASCE 7-10 T12.2-1) TYPE A.9

RESPONSE MODIFICATION COEFFICIENT, R 2.0

DEFLECTION AMPLIFICATION FACTOR, Cd 1.75

SEISMIC RESPONSE COEFFICIENT, CS 0.167

DESIGN BASE SHEAR, V 9.1 KIPS

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

SYSTEMS AND COMPONENTS REQUIRING SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE (2015 IBC, CHAPTER 17)

NOT REQUIRED

SYSTEMS AND COMPONENTS REQUIRING STRUCTURAL TESTING FOR SEISMIC RESISTANCE (2015 IBC, CHAPTER 17)

1. ANCHORAGE OF ELECTRICAL EQUIPMENT FOR EMERGENCY AND/OR STANDBY POWER SYSTEMS.

2. INSTALLATION AND ANCHORAGE OF VIBRATION ISOLATION SYSTEMS.

3. ANY OTHER MECHANICAL, ELECTRICAL, OR PLUMBING SYSTEM ASSIGNED WITH A COMPONENT IMPORTANCE FACTOR, IP, OF 1.5.

ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING COMPONENTS REQUIRING SEISMIC BRACING (ASCE 7-10,

CHAPTER 13)

ARCHITECTURAL COMPONENTS

IMPORTANCE FACTOR, IP = 1.0 REQUIRED


M/E/P COMPONENTS

IMPORTANCE FACTOR, IP = 1.0 EXEMPT


FOUNDATIONS

F1 FOUNDATION DESIGN AND SEISMIC LOADING CRITERIA, INDICATED ON THE DRAWING, IS BASED ON AN ASSUMED SITE CLASS DESIGNATION OF "D" INACCORDANCE WITH THE BUILDING CODE OF NEW YORK STATE, SECTION 1615.5.2.

F2 EXTERIOR CONSTRUCTION SHALL BE CARRIED DOWN TO SUBGRADE NOT LESS THAN FOUR FEET BELOW FINISHED EXTERIOR GRADE.

F3 FOOTINGS MUST BE CARRIED DOWN TO UNDISTURBED NATURAL SUBGRADE MATERIAL HAVING A MINIMUM ASSUMED NET ALLOWABLE BEARING CAPACITYOF 1.5 KIPS PER SQUARE FOOT. BEARING ELEVATIONS GIVEN ARE ESTIMATED DEPTHS. EXACT BEARING ELEVATIONS AND SOIL BEARING CAPACITIESSHALL BE FIELD DETERMINED BY THE TESTING AGENCY'S NEW YORK STATE LICENSED PROFESSIONAL GEOTECHNICAL ENGINEER.

F4 NO FOUNDATION OR SOIL-SUPPORTED SLABS SHALL BE PLACED IN WATER OR ON OR AGAINST FROZEN GROUND.

F5 THE EXPOSED SUBGRADE IS READILY DISTURBED AND DEGRADED BY GROUND OR SURFACE WATER. WATER MUST NOT BE ALLOWED TO POND ON ANYSUBGRADE SURFACE. PROTECT EXPOSED SUBGRADES FROM CONSTRUCTION TRAFFIC. GROUND WATER SHALL BE CONTROLLED BY PROPER SITEGRADING AND DEWATERING TECHNIQUES SUCH AS SUMP AND PUMP OR WELLPOINT METHODS OF DEWATERING. ALL DEWATERING MEANS ANDMETHODS SHALL BE THE COMPLETE RESPONSIBILITY OF THE CONTRACTOR.

F6 FOUNDATION SUBGRADES SHALL BE HAND TRIMMED.

F7 FINISHED EXCAVATIONS AND BEARING GRADES SHALL BE INSPECTED AND APPROVED BY THE TESTING AGENCY'S GEOTECHNICAL ENGINEERIMMEDIATELY BEFORE ANY CONCRETE IS PLACED.

F8 THE ARCHITECT ASSUMES NO RESPONSIBILITY FOR THE VALIDITY OF THE SUBSURFACE CONDITIONS DESCRIBED ON THE DRAWINGS, TEST BORINGS ORTEST PITS. THESE DATA DESCRIBE CONDITIONS ONLY AT THE SPECIFIC LOCATIONS AND PARTICULAR TIMES SUCH SUBSURFACE EXPLORATIONS WEREPERFORMED.

F9 CONCRETE FOR EACH INDIVIDUAL FOOTING SHALL BE PLACED IN A SINGLE CONTINUOUS POUR.

F10 BRACE FOUNDATION WALLS AND GRADE BEAMS DURING BACKFILLING AND COMPACTION PROCEDURES. DO NOT REMOVE TEMPORARY BRACING UNTILPERMANENT SUPPORTS ARE INSTALLED.

F11 PROTECT ADJACENT STRUCTURES FROM CONSTRUCTION ACTIVITIES AND LOADS.

CONCRETE

C1 CONCRETE MATERIALS AND CONSTRUCTION SHALL CONFORM TO ACI-318 AND ACI-301, LATEST EDITIONS.

C2 CONCRETE SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS:

ELEMENTS STRENGTH UNIT WEIGHTFOUNDATIONS, WALLS 4,500 PSI 145 PCFFOUNDATION FOOTINGS 4,000 PSI 145 PCFINTERIOR SLAB-ON-GRADE 4,000 PSI 145 PCFEXTERIOR SLAB-ON-GRADE 4,500 PSI 145 PCFSIDEWALKS AND CURBS 4,500 PSI 145 PCFEQUIPMENT/HOUSEKEEPING PADS 3,000 PSI 145 PCFALL OTHER CONCRETE 4,000 PSI 145 PCF

C3 PROVIDE CONSTRUCTION JOINTS WHERE SHOWN. SUBMIT DRAWINGS SHOWING ALL PROPOSED CONSTRUCTION JOINT LOCATIONS FOR APPROVALPRIOR TO PREPARATION OF AFFECTED REINFORCEMENT SHOP DRAWINGS.

C4 SIZES OF CONCRETE PLACEMENT SHALL NOT EXCEED THE FOLLOWING:

WALLS: PLACE IN SECTIONS, 24 FOOT MINIMUM LENGTH, AND 90 FOOT MAXIMUM LENGTH.SLAB-ON-GRADE: AS SHOWN ON PLAN.

C5 CONCRETE SLABS SHALL BE CAST SO THAT THE SLAB THICKNESS IS AT NO POINT LESS THAN THAT INDICATED ON THE DRAWINGS. FOR STEEL AND METALDECK FRAMED FLOORS, ALLOW AT LEAST 1/2” AVERAGE ADDITIONAL CONCRETE OVER FRAMED AREAS TO ACCOUNT FOR BEAM AND SLAB DEFLECTIONS.

C7 MINIMUM ELAPSED TIME BETWEEN ADJACENT CONCRETE PLACEMENTS SHALL BE 48 HOURS.

C8 INTERIOR SLABS SHALL BE PLACED AFTER ROOF DECK INSTALLATION HAS BEEN COMPLETED.

C9 NOTE SPECIFICATION REQUIREMENTS FOR SPECIAL INSPECTION OF CONCRETE CONSTRUCTION.

REINFORCEMENT

R1 BAR REINFORCEMENT SHALL CONFORM TO ASTM 615 GRADE 60.

R2 REINFORCEMENT SHALL BE CONTINUOUS THROUGH ALL CONSTRUCTION JOINTS UNLESS OTHERWISE INDICATED ON THE DRAWINGS.

R3 WHERE REINFORCEMENT IS NOT SHOWN ON THE DRAWINGS, PROVIDE REINFORCEMENT IN ACCORDANCE WITH APPLICABLE TYPICAL DETAILS OR SIMILARTO THAT SHOWN FOR MOST NEARLY SIMILAR SITUATIONS AS DETERMINED BY THE ARCHITECT. IN NO CASE SHALL REINFORCEMENT BE LESS THANMINIMUM REINFORCEMENT PERMITTED BY THE AMERICAN CONCRETE INSTITUTE (ACI) BUILDING CODE.

R4 REINFORCEMENT SHALL BE INSPECTED AND APPROVED BY THE TESTING AGENCY BEFORE CONCRETE IS PLACED.

R5 WELDED WIRE FABRIC SHALL BE LAPPED TWO FULL MESH PANELS OR 1'-0 MINIMUM.

R6 REINFORCEMENT SHALL BE LAPPED AS PER SPLICE SCHEDULE.

R7 SLABS AND WALLS SHALL NOT BE SLEEVED OR BOXED OUT OR HAVE THEIR REINFORCEMENT INTERRUPTED EXCEPT AS SPECIFICALLY NOTED ON THEDRAWINGS. PROVIDE ADDITIONAL REINFORCEMENT AROUND OPENINGS AS SHOWN IN THE DETAILS.

R8 NOTE SPECIFICATION REQUIREMENTS FOR SPECIAL INSPECTION OF REINFORCEMENT.

MASONRY

CM1 CONCRETE MASONRY UNITS SHALL HAVE THE FOLLOWING MINIMUM STRENGTHS:

COMPRESSIVE STRENGTH (NET AREA): 2000 PSIF'm OF PRISM: 2000 PSI

CM2 WORK SHALL CONFORM TO THE “BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES” (ACI 530) AND SPECIFICATIONS (ACI 530.1), LATESTEDITIONS.

CM3 TEMPORARY SHORING SHALL BE PROVIDED TO SUPPORT ALL SLABS AND PORTIONS OF WALLS REMAINING ABOVE NEW OPENINGS UNTIL PERMANENTSUPPORT SYSTEMS ARE INSTALLED AND HAVE REACHED 28-DAY STRENGTH.

CM4 USE FLUID GROUT, NOT MASONRY MORTAR, FOR FILLING ALL VERTICAL AND HORIZONTAL CELLS CONTAINING REINFORCING BARS AND/OR ANCHORBOLTS. PLACE GROUT USING THE LOW LIFT GROUTING METHOD IN MAXIMUM 4'-0” LIFTS AND CONSOLIDATE GROUT IN PLACE BY VIBRATION TO ENSURECOMPLETE FILLING OF CELLS. PROVIDE GROUT CONFORMING TO ASTM C 476, WITH A MINIMUM 28-DAY STRENGTH OF 2000 PSI.

CM5 REINFORCEMENT BARS IN MASONRY SHALL BE LAPPED 48 BAR DIAMETERS MINIMUM.

CM6 MASONRY UNITS SHALL BE PLACED IN RUNNING BOND. TOOL EXPOSED JOINTS CONCAVE UNLESS OTHERWISE INDICATED.

CM7 MORTAR SHALL CONFORM TO THE REQUIREMENTS OF ASTM C270 AS FOLLOWS:

REINFORCED MASONRY: TYPE S

CM8 COMPLETELY COVER ALL WALLS EACH DAY TO PREVENT WATER FROM ENTERING TOP OF WALL.

CM9 WIRE REINFORCEMENT AND WALL ANCHORS AT EXTERIOR WALLS SHALL BE HOT DIP GALVANIZED.

CM10 PROVIDE HOT AND COLD WEATHER PROTECTION PER SPECIFICATIONS.

CM11 NOTE SPECIFICATION REQUIREMENTS FOR SPECIAL INSPECTION OF MASONRY CONSTRUCTION.

STRUCTURAL STEEL

S1 STRUCTURAL STEEL SHALL BE NEW STEEL CONFORMING TO THE FOLLOWING REQUIREMENTS:

W-SHAPES: ASTM A992/ASTM A572 GRADE 50CHANNELS: ASTM A36/ASTM A572 GRADE 50ANGLES: ASTM A36MISC. SHAPES, PLATES, & BARS: ASTM A36

S2 HIGH STRENGTH BOLTS, NUTS AND WASHERS SHALL CONFORM TO THE REQUIREMENT OF ASTM A325 OR A490 (3/4” MINIMUM DIAMETER).

S3 ALL WELD MATERIAL SHALL BE 70 KSI.

S4 WELDING WORK SHALL BE PERFORMED BY CERTIFIED WELDERS, SUBMIT DOCUMENTATION.

S5 WHERE NO CAMBER IS INDICATED, FABRICATE BEAMS WITH NATURAL CAMBER UPWARD.

S6 BEAM-TO-BEAM AND BEAM-TO-COLUMN CONNECTIONS SHALL BE SIMPLE SHEAR CONNECTIONS CAPABLE OF END ROTATIONS PER AISC “SPECIFICATIONFOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL BUILDINGS” SECTION J1.2 - SIMPLE CONNECTIONS UNLESS NOTEDOTHERWISE. CONNECTIONS SHALL UTILIZE HIGH STRENGTH BOLTS IN “SNUG-TIGHT” BEARING CONNECTIONS UNLESS OTHERWISE NOTED, WITH THETHREADS EXCLUDED FROM THE SHEAR PLANE. DESIGN ALL CONNECTIONS FOR THE FOLLOWING MINIMUM REACTIONS, UNLESS NOTED OTHERWISE:

W27 - 95 KIPS W18 - 60 KIPS W12 - 30 KIPSW24 - 85 KIPS W16 - 45 KIPS W10 - 15 KIPSW21 - 75 KIPS W14 - 45 KIPS W8 - 12 KIPS

S7 THE MINIMUM SIZE OF FILLET WELDS SHALL BE AS REQUIRED BY THE AISC SPECIFICATION SECTION J2 - WELDS, BUT SHALL NOT BE LESS THAN ¼” UNLESSSPECIFICALLY NOTED ON THE DRAWINGS.

S8 CONNECTION TO THE EXISTING STRUCTURE SHALL BE AS DETAILED ON THE DRAWINGS OR AS APPROVED BY THE ARCHITECT. THE CONTRACTOR SHALLMAKE ALL NECESSARY FIELD MEASUREMENTS OF, COORDINATE DETAILS WITH AND FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO THE PREPARATIONOF SHOP DRAWINGS.

S9 THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL WITHOUT PRIOR REVIEW AND ACCEPTANCE BY THE ARCHITECT.

S10 TEMPORARY ERECTION BRACING SHALL BE PROVIDED AS REQUIRED TO HOLD STRUCTURAL STEEL SECURELY IN POSITION. IT SHALL NOT BE REMOVEDUNTIL PERMANENT BRACING HAS BEEN INSTALLED. THE BUILDING SHALL BE TRUE AND PLUMB BEFORE CONNECTIONS MAY BE FINALLY BOLTED ORWELDED.

S11 NOTE SPECIFICATION REQUIREMENTS FOR SPECIAL INSPECTION OF STRUCTURAL STEEL.

STEEL DECK

SD1 STEEL DECK SHALL BE DESIGNED, FURNISHED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE FOLLOWING STANDARDS: AISI “SPECIFICATIONSFOR THE DESIGN OF LIGHT GAGE, COLD-FORMED STRUCTURAL STEEL MEMBERS,” AND STEEL DECK INSTITUTE SPECIFICATIONS, DESIGN OF LIGHTGAGE, COLD-FORMED STRUCTURAL STEEL MEMBERS.”

SD2 STEEL DECK SHALL BE FABRICATED FROM SHEET STEEL MEETING THE REQUIREMENTS OF ASTM A653, STRUCTURAL STEEL, GRADE 33, HAVING A MINIMUMG60 GALVANIZED COATING, UNLESS NOTED OTHERWISE.

SD3 PROVIDE STEEL DECK OF THE DEPTH, PROFILE, AND THICKNESS AS INDICATED.

SD4 PROVIDE PREMOLDED RUBBER CLOSURE AND FINISH STRIPS AT PERIMETER OF ROOF DECK AND OPENINGS, ATTACHED DIRECTLY TO THE STEEL DECK TOPROVIDE A FINISHED SURFACE FOR THE APPLICATION OF INSULATION AND ROOFING.

SD5 INSTALL DECK PANELS AND ACCESSORIES ACCORDING TO APPLICABLE SPECIFICATIONS AND COMMENTARY IN SDI PUBLICATION NO. 30,MANUFACTURER'S WRITTEN INSTRUCTIONS AND REQUIREMENTS OF THE SPECIFICATIONS.

SD6 INSTALL DECK ENDS OVER SUPPORTING FRAMING WITH A MINMUM END BEARING OF 1-1/2”. END JOINTS MAY BE BUTTED OR LAPPED 2” MINIMUM AT THECONTRACTOR'S OPTION. STAGGER ADJACENT STEEL DECK END JOINTS.

SD7 INSTALL STEEL DECK OVER A MINIMUM OF 3-SPANS IN THE DIRECTION INDICATED. SINGLE SPAN CONDITIONS ARE NOT PERMITTED UNLESS SPECIFICALLYINDICATED. WHERE INDICATED, SINGLE SPAN DECK SHALL BE ADEQUATELY SHORED DURING CONSTRUCTION.

SD8 FASTEN STEEL DECK PANELS TO SUPPORTING FRAMING WITH ARC SPOT (PUDDLE) WELDS INDICATED BELOW, FASTENED THROUGH THREESHEET-THICKNESSES MINIMUM:

ROOF DECK: 5/8” DIA. - 36 / 4 PATTERN

SD9 FASTEN STEEL DECK SIDE LAPS AS FOLLOWS:

ROOF DECK: #10 TEK SCREWS AT 12” O.C. MAXIMUM

SD10 WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS USING PRE-QUALIFIED METHODS, SUBMIT DOCUMENTATION. MECHANICAL FASTENERS MAY BESUBSTITUTED FOR WELDS IF INFORMATION IS PROVIDED TO THE ARCHITECT DEMONSTRATING EQUIVALENT DIAPHRAGM STRENGTH AND STIFFNESS.

SD11 LOADS SUSPENDED FROM STEEL ROOF DECK SHALL NOT EXCEED 50 POUNDS. LOADS SUSPENDED FROM COMPOSITE STEEL DECK SHALL NOT EXCEED400 POUNDS IN ANY 40 SQUARE-FOOT AREA.

SD12 SUPPORT ALL DUCTWORK, PIPING, CONDUIT SUPPLEMENTAL FRAMING, AND TOEHR LARGE LOADS DIRECTLY FROM STRUCTURAL STEEL FRAMING.

SD13 NOTE SPECIFICATION REQUIREMENTS FOR SPECIAL INSPECTION OF STEEL DECK.

MISCELLANEOUS

M1 CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON THE JOB. REPORT DISCREPANCIES TO THE ARCHITECT IMMEDIATELY. VERIFICATIONOF EXISTING DIMENSIONS AND CONDITIONS SHALL BE DONE PRIOR TO THE PREPARATION OF SHOP DRAWINGS.

M2 REFER TO THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR VERIFICATION OF LOCATIONS AND DIMENSIONS OF CHASES, INSERTS,OPENINGS, SLEEVES, WASHES, REVEALS, DEPRESSIONS AND OTHER PROJECT REQUIREMENTS.

M3 TYPICAL DETAILS SHALL APPLY TO ALL DRAWINGS AND SHALL BE USED EXCEPT WHERE OTHERWISE SHOWN OR NOTED.

M4 WORK SHALL CONFORM TO THE LATEST EDITIONS OF THE BUILDING CODE OF NEW YORK STATE, THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION(AISC) STANDARD SPECIFICATION, THE AMERICAN CONCRETE INSTITUTE (ACI) BUILDING CODE, THE AMERICAN WELDING SOCIETY (AWS) CODE AND ALLAPPLICABLE ASTM STANDARDS. IN CASES OF CONFLICT, THE MOST STRINGENT SHALL GOVERN.

M5 REPRODUCTION OF ARCHITECT'S DRAWINGS SHALL NOT BE USED AS SHOP DRAWINGS OR ERECTION DRAWINGS.

M6 THIS PROJECT REQURIES STRUCTURAL TESTS AND SPECIAL INSPECTIONS AS DEFINED IN CHAPTER 17 OF THE 2010 BUILDING CODE OF NEW YORK STATE.IT IS THE CONTRACTOR'S RESPONSIBILITY TO BECOME FAMILIAR WITH THE STATEMENT OF SPECIAL INSPECTIONS, SUBMIT ALL REQUIREDDOCUMENTATION, AND ALLOW THE OWNER'S TESTING AND INSPECTION AGENCY ACCESS TO PERFORM ALL REQUIRED TESTS AND INSPECTIONS. AS PARTOF THIS PROGRAM, THE CONTRACTOR SHALL ALSO SUBMIT A COPY OF THEIR QUALITY CONTROL PROCEDURES AND CONTACT INFORMATION FOR ALLPERSONNEL RESPONSIBLE FOR EXECUTION OF SAME.

M7 REFER TO DRAWING G-001 FOR ADDITIONAL NOTES AND PROJECT REQUIREMENTS.

GENERAL STRUCTURAL NOTES STRUCTURAL DESIGN LOADS & PARAMETERSBCNY SECTION 1603: CONSTRUCTION DOCUMENTS ELECTRICAL ROOM ADDITION

MINIMUM SPLICE LENGTH

41"

33"

49'

81"

71"

TOP BARS

113"

102"

91"

SIZE

5

4

6

8

7

BAR

11

10

9

31"

37"

62"

70"

54"

25"

f'c = 4,000 PSI F'y = 60,000 PSI

BOTTOM BARS

87"

78"

REINF. LAP SPLICE SCHEDULES

MINIMUM SPLICE LENGTH

38"

31"

46"

76"

67"

TOP BARS

107"

96"

86"

SIZE

5

4

6

8

7

BAR

11

10

9

30"

35"

59"

66"

51"

24"

f'c = 4,500 PSI F'y = 60,000 PSI

BOTTOM BARS

82"

74"

TYP. WALL JOINTSN.T.S.

N.T.S.

ADD # 5 x 4'-0 EACH

FACE, AT EACH CORNER

OF OPENING (TYP.)

ADD 1/2 THE NUMBER OF BARS

INTERRUPTED BY THE OPENING

PLUS ONE ADDITIONAL BAR, EACH

SIDE OF OPENING AT 3" O.C.

NOTE: ROUND OPENING SIMILAR

TENSION DEVELOPMENT

LENGTH (TYP)

OPENING IN SLAB OR WALLN.T.S.

TYPICAL UNFRAMED

OPEN

LAP PER

SPLICE

SCHEDULE

2" M

IN.

CO

VE

R (

TY

P. )

CORNER BARS TO MATCH SIZE

AND SPACING OF HORIZONTAL

REINFORCING OR BEND

HORIZONTAL REINFORCING

HORIZONTAL WALL

REINFORCING

LAP PER

SPLICE

SCHEDULE

LAP

PE

R

SP

LIC

E

SC

HE

DU

LE

LAP PER

SPLICE SCHEDULE

OR CONTINUOUS

3/8" TAPERED JOINT

WITH SEALANT

T / 6

WA

LL "

T"

T /

3T

/ 3

CONSTRUCTION JOINT

( EXTERIOR )

T /

3

CONTROL JOINT

1'-0" 1'-0"

6"

1" (TYP.)1"

EQ. EQ.

1" MIN.

1/4

GROUT C.M.U.

SOLID

TYP. BEAM BEARING ON MASONRY WALLN.T.S.

TYP. BEARING PL 3/4"x 8"x 5"

(UNLESS NOTED ON PLAN)

(2) 34" DIA. x 6" LONG

HEADED STUDS

FLANGE WIDTHGROUT

SOLID

L4 x 4 x 3/8 x 4"

EACH SIDE OF

BEAM WEB

2'-0

"

3/4" MIN. NON-SHRINK GROUT

TYP. INTERIOR CONC. PADN.T.S.

VARIES

4" ±

NOTES:

1. REFER TO ARCHITECTURAL, MECHANICAL, AND ELECTRICAL

DRAWINGS FOR HOUSEKEEPING PAD SIZE AND LAYOUT.

2. WHERE PAD ABUTTS WALL, ELIMINATE CHAMFER AND

PROVIDE FULL DEPTH 12" ISOLATION JOINT.

ROUGHEN CONCRETE

SURFACE BETWEEN

CONCRETE PLACEMENTS

# 4 WITH STD. HOOK

@ 16" O.C. ALONG PERIMETER

DRILL & EPOXY GROUT INTO SLAB

TYPICAL SLAB ON GRADE

CONSTRUCTION (SEE S100)

4" MIN.

1 LAYER 6 x 6 - 2.9 x 2.9 WWF

CENTERED

TYP. SLAB-ON-GRADE JOINTSN.T.S.

1/8"

T /

5

T

REINFORCING TO BE

CONTINUOUS

SAW CUT WITH SEALANT

SAW-CUT CONTROL JOINT ( S.J. )

GROUT SOLID

( MORTAR NOT

PERMITTED )

EXTEND VERTICAL REINF.

THRU BOND BEAM

INTEGRATION OF MAX. 2"

DIA. VERTICAL ELECTRICAL

CONDUITS PERMITTED

UNLESS OTHERWISE

NOTED

CONTINUOUS HORIZ.

REINFORCING

PER PLANS - 12" SPLICE

TO BE LOCATED AT

CONTROL JOINTS

CONTINUOUS VERTICAL

REINFORCEMENT PER PLAN40 DIA. LAP

(TYP.)

40 D

IA. L

AP

(TY

P.)

REINFORCEMENT PER PLAN

PLAN (INTERSECTIONS) PLAN (CORNERS)

NOTE:

REFER TO PLAN & TYPICAL

DETAILS FOR CONTROL JOINTS

FULL HEIGHT SOLID

GROUTED CELLS AT ALL

VERT. REINF. (TYP.)

CMU PER PLAN

SECTION

BOND BEAM REINFORCINGN.T.S.

TYPICAL MASONRY

1" CHAMFER AT

EXPOSED EDGES

(TYP.)

CONTROL JOINTN.T.S.

PLAN VIEW

BACKER ROD AND SEALANT

STOP HORIZONTAL WALL

REINFORCING AT CONTROL JOINT

PREFORMED TEE

SASH BLOCK

TYPICAL CMU

COMPRESSIBLE

JOINT FILLER

12" CONTROL JOINT (CJ)

STOP HORIZONTAL WALL

REINFORCEMENT AT

CONTROL JOINT (TYP.)

1. REFER TO PLAN FOR CMU CONTROL JOINT LOCATIONS.

2. LOCATE 24 FT. ON CENTER MAXIMUM SPACING AT ALL

INTERIOR AND EXTERIOR WALLS UNLESS INDICATED

OTHERWISE ON PLANS AND DETAILS.

3. EXACT LOCATIONS SHALL BE APPROVED BY ARCHITECT.

AT CONTROL JOINTN.T.S.

TYP. CMU BOND BEAM

1. RAKE OUT CONTROL JOINT TO INSURE THERE IS NO CONTAMINATION

FROM MORTAR OR DEBRIS.

2. REFER TO PLAN FOR CMU CONTROL JOINT LOCATIONS.

PLAN VIEW

(1) #5 VERTICAL AT EACH

SIDE OF CONTROL JOINTFULLY GROUTED

CMU BOND BEAM

(2) #5 SLEEVED DOWELS

THROUGH CONTROL JOINT

(LAP 24" MIN.)

PREFORMED TEE &

COMPRESSIBLE JOINT FILLER BACKER ROD AND SEALANT

REINFORCEMENT

PER PLAN (TYP.)

LINTEL

W8 x 15 + CONT. PL 12" x 712"

W12 PER PLAN

BEARING PL 1" x 6" x 4"

4"

1/4

1/4

1/4

LINTEL L1 SECTION 1" = 1'-0"

T/ STEEL - SEE PLAN

℄LINTEL & WALL

NOTE:

PROVIDE BEARING PLATES, 1/2" X 6" X 6" WITH (2) 3/4" DIA. x 6" LONG

HEADED STUDS, TYPICAL EACH END OF LINTEL.

20'-0

"

20'-0"6"

FACE OF EXIST.

FND. WALL

EXIST. CONC. FND.

WALL & FOOTING

8" WALL

2'-0" FTG.

ISOLATION JOINT

TYP.@ PERIMETER

SAWCUT CONTROL

JOINT (TYP.)

EXIST.

STAIRS

EXTERIOR FACE

OF WALL ABOVE2"±

1'-0"± EXIST. CONC.

FOUNDATION WALL

8"±

22'-1

1"±

FN

D.

1'-3"± EXIST.

FND. WALL

2'-2

"±

2"±

APPROX. LOCATION OF

EXIST. ELEC. EQUIPMENT -

REFER TO DEMO PLANS

1"±

6" SLAB ON GRADE

F.F.E. 0'-0"

-4'-6" V.I.F.

T/ WALL EL. +0'-3"

TYPICAL U.N.O.

T/ WALL EL. -0'-8"

5

A302

3

A302

1

A302

2

A302

1

A302

MATCH EXIST. BOT. OF FTG.

DO NOT UNDERMINE

11'-1034"±

10'-0

"± (

V.I.

F.)

EXTERIOR FACE

OF WALL ABOVE

S.J.

S.J

.

3'-0"± EXIST.

CONC. FOOTING

W12

x16

W12

x16

W12

x16

W12

x16

W12

x16

4"

4" 20'-0"

4" (4) EQ. SP @ 4'-6" = 18'-0"

20'-0

"

OUTSIDE FACE

OF EXIST. WALL

23'-0

"±

2'-4

"±8"

OUTSIDE FACE

OF EXIST. WALL

R

OUTSIDE FACE OF

WALL - SEE ARCH.

8" CMU (TYP.)

5

A3024

A302

1

A302

1

A302

T/ WALL EL.

+10'-11" (TYP.)

10 TYP.

S101

3/4" BRG. PL

(TYP. U.N.O.)

C.J. C.J.

C.J. C.J.

C.J.C.J.

C.J. C.J.

6'-4" M.O. 7'-0"

L1

11

S101

1/2" BRG. PL

(TYP. EA END)

1" BRG. PL

ATOP LINTEL

Consultants:

Signature & Seal:


Project Number:

Sheet Title:

Sheet Number:

Date:

Project Status:

Drawing History:

Client:

Project:

Project Address:

# Date Description

P:\B

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For

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Aut

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023

Will

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& E

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\Str

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03/25/2019

18023

ISSUED FOR TENDER



WILLSON

BUILDING

ELECTRCAL ROOM

FOUNDATION, FRAMING

PLAN & DETAILS

FOUNDATION PLAN - ELECTRICAL ROOM 1/4" = 1'-0"

ROOF FRAMING PLAN - ELECTRICAL ROOM 1/4" = 1'-0"

FOUNDATION PLAN NOTES:

1. TOP OF SLAB ON GRADE 0'-0" TO MATCH EXISTING BUILDING FINISH FLOOR ELEVATION (FIELD VERIFY).

2. BOTTOM OF FOOTING TO BE ELEV. -4'-6"± FROM FINISH FLOOR ELEVATION 0'-0". MATCH NEW AND

EXISTING BOTTOM OF FOOTING ELEVATIONS - DO NOT UNDERMINE EXISTING BUILDING FOOTINGS.

3. TOP FOUNDATION WALL TO BE ELEV. +0'-3" FROM FIN. FLR. ELEV. 0'-0" UNLESS NOTED OTHERWISE.

4. FLOOR SLAB TO BE 6" THICK 4,000 PSI CONCRETE WITH #4 BARS AT 18" O.C. EACH WAY OVER VAPOR

RETARDER, 8" COMPACTED SUBBASE AND COMPACTED EXISTING SUBGRADE.

11. PROVIDE DOWELS FOR ALL VERTICAL REINFORCING. MATCH SIZE, QUANTITY, AND LOCATION.

12. FOR UNDERGROUND UTILITY LOCATIONS, SLEEVE LOCATIONS AND INVERTS, REFER TO CIVIL,

ARCHITECTURAL AND ELECTRICAL DRAWINGS.

13. SEE DRAWING S100 FOR GENERAL STRUCTURAL NOTES,, TYPICAL DETAILS, LOADS AND SCHEDULES.

14. DRAWING SYMBOLS:

BOTTOM OF FOOTING ELEVATION BELOW FINISH FLOOR.

DOOR DEPRESSION.

SLAB ON GRADE CONTROL JOINT.S.J.

0.000'

S101

1,2

FRAMING NOTES:

1. TYPICAL TOP OF STEEL TO BE ELEVATION +10'-1" FROM FINISH FLOOR ELEVATION 0'-0".

2. WALLS TO BE REINFORCED 8" CMU WITH #5 VERTICALS AT 48" O.C. AND (2) #5 HORIZONTAL IN SOLID GROUTED BOND BEAMS AT 48" O.C.

MAXIMUM. PROVIDE (1) ADDITIONAL VERTICAL BAR AT CORNERS, WITHIN 4" OF EACH SIDE OF OPENINGS AND WITHIN 8" OF WALL ENDS.

3. SEE DRAWING S100 FOR GENERAL STRUCTURAL NOTES, LOADS AND SCHEDULES.

4. REFER TO ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION.

5. DRAWINGS SYMBOLS:

INDICATES SPAN OF 1 12" X 20 GAUGE TYPE B STEEL ROOF DECK.

INDICATES MASONRY CONTROL JOINT. SEE DETAIL 7 & 8/ S101.

R

C.J.

MECHANICAL UNIT SUPPORTN.T.S. TYPICAL ON EXISTING STEEL ROOF DECK

EXISTING JOIST OR BEAM SPACING

( MAXIMUM 6'-0 )

1/4TYP.

1/4TYP.

NEW UNIT - REFER TO

MECHANICAL

ROOF UNIT CURB

EXISTING ROOF DECK

L 6 x 4 x 3/8 x 0'-4" ( LLV ) FIT

BETWEEN FLUTES OF

EXISTING ROOF DECK ( TYP. )

EXISTING ROOF JOIST OR

STEEL BEAM

CLIP L 3 x 3 x 5/16 x 0'-6"

( TYP. )

L 5 x 3 1/2 x 5/16 ( LLV ) WELDED

ANGLE FRAME ( TYP. )

PROVIDE L 5 x 3 1/2 x 5/16 AT

UNIT PERIMETER AND EACHSIDE OF ROOF

PENETRATIONS, COORDINATE

EXACT FRAME

REQUIREMENTS WITH UNIT

MANUFACTURER.

FLEX

CONNECTION

NEW ROOF

PENETRATION

NOTES:

1. REFER TO MECHANICAL DRAWINGS FOR

UNIT SIZE & LOCATIONS2. SUBMIT SHOP DRAWINGS TO ARCHITECT

FOR REVIEW PRIOR TO FABRICATION.

1/4TYP.

OPENING IN METAL ROOF DECKN.T.S.

TYP. REINFORCEMENT AT

6'-0

MA

X.

6'-0 MAX.

EXIST. STEEL ROOFBEAM OR ROOF JOIST

CLIP L5 x 3 1/2 x 5/16 x 0'-6" LONG

(LLV) TYP.

ANGLE FRAME - TYPICAL ON FOUR SIDES

UNLESS INDICATED OTHERWISE ON PLANL 5 x 3 1/2 x 5/16 ( LLV ) U.N.O.

NOTE: COORDINATE EXACT SIZE ANDLOCATION OF ALL OPENINGS WITH

MECHANICAL AND ARCHITECTURAL

DRAWINGS AND ACTUAL EQUIPMENT TO

BE USED

SPAN OF ROOF DECK

1/4TYP.

1'-11" OPENING MAX

EXIST. CONCRETE DECK OPENINGN.T.S.

EXIST CONCRETE

DECK VIF.

1/4" STEEL PLATE WITH MIN.

6" BEARING ALL SIDES. VIF

OPENING SIZE. PROVIDE14"Ø S.S. CONCRETESCREWS AT EA. CORNER,TYP.

EXIST. STEEL DECK OPENINGN.T.S.

EXIST MIN. L4 x 4 x 14 PERIMETERANGLE TO REMAIN (TYP.). **NOTIFY

ARCHITECT IF ANGLE IS LESS THAN

SHOWN.

EXIST STEEL DECK, VIF.

NEW 112" x 20 GAUGE TYPE B G60 GALV.

STEEL DECK (SPAN DECK IN SHORTDIRECTION) FASTEN TO ANGLE W/

HILTI X-ENP-19 POWDER ACTUATED

FASTNERS @ 12" O.C. (MIN. (2) PER

EDGE) ; FASTEN SIDE - LAPS W/ #10

SELF DRILLING SCREWS @ 18" OCMAX.

1'-11" TO 4'-0"

OPENING

1'-0"

OVERLAP

TYP. INFILL @

TYP. INFILL @

#10 SELF DRILLING

SCREWS @ 12" OC MAX.

EXIST MIN. L4 x 4 x 14 PERIMETERANGLE TO REMAIN (TYP.). **NOTIFY

ARCHITECT IF ANGLE IS LESS THAN

SHOWN.

NOTES:

1. FOR OPENINGS SMALLER THAN 2'-0" PROVIDE DETAIL SIM. 5/S102.

AT OPENING IN CONCRETE ROOF DECKN.T.S.

TYP. REINFORCEMENT

6'-0

MA

X.

EXIST. STEEL ROOFBEAM

ANGLE FRAME - TYPICAL ON

FOUR SIDES UNLESS

INDICATED OTHERWISE ON

PLAN L 5 x 3 1/2 x 5/16 ( LLV )U.N.O.

NOTE: COORDINATE EXACT SIZE AND

LOCATION OF ALL OPENINGS WITHMECHANICAL AND ARCHITECTURAL

DRAWINGS AND ACTUAL EQUIPMENT TO BE

USED

SPAN OF ROOF DECK

3/16TYP.

EXIST. STEEL

ROOF BEAM ANGLE FRAME - TYPICAL ON FOUR SIDESUNLESS INDICATED OTHERWISE ON PLAN

L 5 x 3 1/2 x 5/16 ( LLV ) U.N.O.

VERTICAL L 5 x 3 1/2 x 5/16

3/16TYP.

1/4TYP.

6

8 9

10

11 12

B

C

F

G

I

7

EX

IST

. W

12x1

4

16'-9"± 16'-734"± 10'-01

4"± 18'-1134"± 7'-01

4"±1'-01

4"±

(TYP.)

16'-9"± 6'-714"± 10'-11

4"±

712"±

9'-1112"± 15'-01

2"± 10'-1112"±

6 107

1'-014"±

6'-1

01 2"±91

4"±

5'-3"±

A

D

E

H

J

11'-1

1"±

11'-4

3 4"±

3'-3

"±6'

-111 2"

±9'

-2"±

2'-4

1 2"±

3'-0

"±5'

-1"±

13'-1

1"±

16'-0

"±

10'-2"±10'-512"±11'-31

2"±

2'-134"±

10'-512"±

21'-714"±

54321

29'-1114"±

2 54

5'-0"*

3'-1

01 2"±

14'-0

"*3'

-101 2"

±

5'-6"±

*RTU-1

3653 LBS

EXIST. W14x22

EXIST. W14x22

EX

IST

. W

12x1

4APPROX.OUTLINE

OF RTU (TYP.)

UNIT SUPPORT

SEE 2/S102 (SIM.)

EX

IST

. W

12x1

4

EXIST. W8x10

OUTRIGGER

BEAM (TYP.)

(+8'-7 34"±)

EX

IST

. W

12x1

9

EX

IST

. W

12x1

4

EX

IST

. W

12x1

9

EX

IST

. W

12x1

9

EX

IST

. W

12x1

9

EX

IST

. W

12x1

9

EX

IST

. W

12x1

4

EX

IST

. W

12x1

9

EX

IST

. W

12x1

4

EX

IST

. W

12x1

4

EX

IST

. W

12x1

6

EX

IST

. W

12x1

6

EX

IST

. W

12x1

6

EX

IST

. W

12x1

6

EX

IST

. W

12x1

6

EX

IST

. W

12x1

6

EX

IST

. W

12x1

6

EX

IST

. W

12x1

6

EXIST. W14x22

EXIST. W14x22

L 4"

x 3

" x

1 4" L

LV.

EXIST.

W8x10

EXIST.

W8x10

L 5"

x 3

1 2" x

5 16"

LLV

. CO

NT

.EXIST. W14x30

EX

IST

. W

12x1

4

EX

IST

. W

12x1

4

EX

IST

. W

12x1

4

EX

IST

. W

12x1

4

EX

IST

. W

12x1

6

EX

IST

. W

10x1

2

EX

IST

. W

10x1

2

EX

IST

. W

10x1

2

EX

IST

. W

10x1

2

EX

IST

. W

10x1

2

EX

IST

. W

10x1

2

EXIST. W12x16

EXIST. W14x53 (+8'-5 34"± LEVEL)

EX

IST

. 10

B15

EX

IST

. 10

B15

EXIST. 14WF34

EX

IST

. 10

B17

L 5"

x 3

1 2" x

5 16"

LLV

. CO

NT

.

EX

IST

. 10

B17

EX

IST

. 12

WF

31

EX

IST

. 10

B15

EXIST.

14WF34

EXIST.

10B15

EXIST.

12W

F27

EXIST.

12W

F27

EXIST.

12W

F27

EXIST.

12W

F27

EXIST.

12W

F27

EXIST.

12W

F27

EXIST.

12W

F27

EXIST.

12W

F27

EXIST.

12W

F27

EXIST.

12W

F27

EXIST.

10W

F21

EXIST.

10W

F21

EXIST.

8BL1

5

EXIST.

8BL1

5

EXIST.

8BL1

3

EXIST.

8BL1

3

EXIST.

8BL1

3

EX

IST

. 10

B15

HIGH ROOF

LOW ROOF

EDGE OF

HIGH ROOF

EXISTING 58" DIA. SAGRODS (DO NOT

DISTURB)

SEE TYP. REINFORCING FOR

OPENING IN CONCRETE DECK(TYP.) DETAIL 3/S102

EXIST. 1 12"METAL ROOFDECK

EXIST. 2"

CONCRETE

PLANK ROOFDECK

(+8'-7 34"±) LEVEL

(+8'-5 34"±)

4 BMS

L 4"

x 3

" x

1 4" L

LV.

EX

IST

. W

12x1

4 (+8'

-7 3 4"

±)

L 5" x 3 12" x 516" ANGLE

SUPPORT AT 4'-0" O.C.

(MAX).

EXIST.

8BL1

3

EXIST. C6x8.2

EXIST. C6x8.2

(+8'-7 34"±) LEVEL (+8'-7 34"±) LEVEL

(+8'-7 34"±) LEVEL

(+8'-7 34"±) LEVEL

(+8'

-7 3 4"

±)

(+8'

-7 3 4"

±)

(+8'-5 34"±)

4 BMS

(+8'-5 34"±)

4 BMS

(+8'

-7 3 4"

±)

(+8'

-7 3 4"

±)

(+8'

-7 3 4"

±)

10'-5

1 2"±

21'-9

"±22

'-0"±

13'-2

1 2"±

23'-3

3 4"±

EXIST. 10B15

SEE TYP. REINFORCING FOR

OPENING IN METAL DECK (TYP.)DETAIL 4/S102

EF-1

Consultants:

Signature & Seal:


Project Number:

Sheet Title:

Sheet Number:

Date:

Project Status:

Drawing History:

Client:

Project:

Project Address:

# Date Description

P:\B

flo &

For

t Erie

Pbl

c B

ridge

Aut

h\18

023

Will

son

Bld

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ech

& E

lec

Upg

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s\D

raw

ings

\Str

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8023

_S10

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05, 2

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- 10

:11

AM


03/25/2019

18023

ISSUED FOR TENDER



WILLSON

BUILDING

ROOF MECH. UNIT

FRAMING PLAN AND

DETAILS

PARTIAL ROOF FRAMING PLAN1/8" = 1'-0"

S102

1

STRUCTURAL DESIGN LOADS & PARAMETERSBCNYS SECTION 1603: CONSTRUCTION DOCUMENTS

GOVERNING BUILDING CODES 2015 INTERNATIONAL BUILDING CODE

2017 NEW YORK STATE UNIFORM CODE SUPPLEMENT

BUILDING RISK CATEGORY IV

DESIGN SOIL BEARING CAPACITY "ASSUMED" 1500 PSF

FLOOR LIVE LOADS

OFFICE 50 PSF

CORRIDORS 100 PSF

BOILER ROOM 100 PSF

CHILLER ROOM 85 PSF

ROOF LIVE LOAD

ROOF CONSTRUCTION LOAD 20 PSF

COLLATERAL LOADS

MECHANICAL, ELECTRICAL, PLUMBING ALLOWANCE 5 PSF

SUSPENDED CEILINGS 3 PSF

SNOW LOAD

GROUND SNOW LOAD, Pg 50 PSF

SNOW LOAD IMPORTANCE FACTOR, Is 1.2

SNOW EXPOSURE FACTOR, Ce 0.9

THERMAL FACTOR, Ct 1.0

FLAT ROOF SNOW LOAD, Pf 37.8 PSF

SNOW DRIFT SURCHARGE, Pd 103 PSF

SNOW DRIFT WIDTH, W 20 FT

WIND LOAD

ULTIMATE DESIGN WIND SPEED, VULT 120 MPH

NOMINAL DESIGN WIND SPEED, VASD 93 MPH

WIND EXPOSURE D

INTERNAL PRESSURE COEFFICIENT, GCpi

+/- 0.55

COMPONENTS AND CLADDING

MAXIMUM WIND PRESSURE - PSF (BASED ON AN EFFECTIVE AREA OF 10 SQ. FT.)

WALLS - INTERIOR ZONE / END ZONE 54.4, -57.9 / 54.4, -68.4

ROOF - INTERIOR ZONE / END ZONE / CORNER ZONE 29.8, -57.9 / 29.8, -75.5 / 29.8, -110.5

ROOF OVERHANG - INTERIOR ZONE / END ZONE / CORNER ZONE -79.0 / -79.0 / -117.6

NOTES:

1. POSITIVE AND NEGATIVE NUMBERS INDICATE FORCES/PRESSURES ACTING TOWARD AND AWAY FROM THE SURFACES RESPECTIVELY.

2. WIDTH OF END AND CORNER ZONES SHALL EXTEND FROM DEFINED BUILDING CORNERS A DISTANCE IS EQUAL TO 2 TIMES THE LESSER OF

10% OF THE LEAST HORIZONTAL DIMENSION OR 0.4 x MEAN ROOF HEIGHT, BUT SHALL NOT BE LESS TAKEN THAN THE LESSER OF 4% OF THE

LEAST HORIZONTAL DIMENSION OR 3 FEET.

3. DELEGATED DESIGN ELEMENTS - FOR EFFECTIVE AREAS GREATER THAN 10 SQ. FT., THE DELEGATED-DESIGN ENGINEER SHALL CONSULT

ASCE 7-10 TO DETERMINE DESIGN WIND PRESSURES BASED ON THE WIND LOAD DESIGN CRITERIA PROVIDED. FOR EFFECTIVE AREAS 10 SQ.

FT. OR LESS USE THE APPROPRIATE DESIGN WIND PRESSURE INDICATED.

SEISMIC LOAD

SEISMIC IMPORTANCE FACTOR, IE 1.25

SITE SOIL CLASSIFICATION D (ASSUMED)

MAPPED SHORT PERIOD SPECTRAL ACCELERATION, SS 0.209 g

MAPPED ONE SECOND PERIOD SPECTRAL ACCELERATION, S1 0.060 g

SHORT PERIOD SPECTRAL DESIGN ACCELERATION, SDS 0.223 g

ONE SECOND PERIOD SPECTRAL DESIGN ACCELERATION, SD1 0.096 g

SEISMIC DESIGN CATEGORY C

SYSTEMS AND COMPONENTS REQUIRING SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE (2015 IBC, CHAPTER 17)



SYSTEMS AND COMPONENTS REQUIRING STRUCTURAL TESTING FOR SEISMIC RESISTANCE (2015 IBC, CHAPTER 17)



3. ANY OTHER MECHANICAL, ELECTRICAL, OR PLUMBING SYSTEM ASSIGNED WITH A COMPONENT IMPORTANCE FACTOR, IP, OF 1.5.

ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING COMPONENTS REQUIRING SEISMIC BRACING (ASCE 7-10, CHAPTER 13)

ARCHITECTURAL COMPONENTS



M/E/P COMPONENTS

IMPORTANCE FACTOR, IP = 1.0 EXEMPT


ROOF FRAMING NOTES:

1. EXISTING STEEL ELEVATION +14'-11 34" (V.I.F.) IS TYPICAL TOP OF STEEL/ JOIST BEARING ABOVE EXISTING FINISHFIRST FLOOR ELEVATION 0'-0" UNLESS NOTED OTHERWISE AS (+/-) FROM TYPICAL TOP OF STEEL ELEVATION.

2. SEE DRAWING S100 FOR GENERAL STRUCTURAL NOTES, LOADS AND SCHEDULES.

3. SEE MECHANICAL AND ARCHITECTURAL DRAWINGS FOR LOCATIONS OF ALL ROOF OPENINGS & ADDITIONALINFORMATION.

* NOTES:

1) FIELD VERIFY EXISTING DIMENSIONS.

COORDINATE EXACT SIZE AND LOCATION OF

FRAMING WITH ARCHITECTURAL DRAWINGS,

MECHANICAL DRAWINGS, AND ACTUAL

EQUIPMENT TO BE INSTALLED.

2) ACTUAL RTU EQUIPMENT & CURB INSTALLED

SHALL NOT EXCEED THE WEIGHTS OR DIFFER

IN DIMENSION BY MORE THAN 6 INCHES AS

INDICATED ON PLAN. COORDINATE WITH

ARCHITECT/ENGINEER IF EITHER OF THESE

ARE NOT MET & SUPPLY THE ACTUAL

EQUIPMENT INFORMATION FOR REVIEW.

DIFFERING FROM INFORMATION ON

STRUCTURAL DRAWINGS MAY RESULT IN A

STRUCTURAL REDESIGN AND/OR ADDITIONAL

STRUCTURAL REINFORCING.

I !i'l BUFFALO & FORT ERIE -...

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