structural design criteria general notes abbreviations · 2020. 6. 5. · pl plate rect....

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D1250 N. PONTIAC TRAIL,WALLED LAKE,MI 48390WESTHEIMER,HOUSTON,TX 770429400 N. BROADWAY,OKLAHOMA CITY,OK 73114622 EMERSON ROAD,ST. LOUIS,MO 6314160 PLATO BOULEVARD E,ST. PAUL,MN 55107ONE WEST THIRD STREET,TULSA,OK 74103

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STRUCTURAL DESIGN CRITERIAUNIFIED FACILITIES CRITERIA(UFC)

UFC 1-200-01 DESIGN: GENERAL BUILDING REQUIREMENTS (8 OCTOBER 2019)

UFC 3-301-01 STRUCTURAL ENGINEERING (1 OCTOBER 2019)

UFC 4-010-01 DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS (12 DECEMBER2018)

INTERNATIONAL CODECOUNCIL (ICC)

INTERNATIONAL BUILDING CODE 2018

AMERICAN CONCRETEINSTITUTE (ACI)

ACI 318-14

ACI 117-10 STANDARD SPECIFICATION FOR TOLERANCES FOR CONCRETECONSTRUCTION AND MATERIALS

ACI 302.1R-04 GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION

ACI 315-99 DETAILS AND DETAILING OF CONCRETE REINFORCEMENT

ACI 360R-10 GUIDE TO DESIGN OF SLAB-ON-GRADE

ACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

ACI 530-11/530.1-11 BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRYSTRUCTURES

AMERICAN WELDING SOCIETY

AWS D.1.1/D1.1M:2015 STRUCTURAL WELDING CODE - STEEL (2015)

AWS D.1.3/D1.3M:2018 STRUCTURAL WELDING CODE - SHEET STEEL (2018)

AMERICAN INSTITUTE OFSTEEL CONSTRUCTION (AISC)

AISC 325-11 STEEL CONSTRUCTION MANUAL, 15TH EDITION

AISC 360-10 SPECIFICATION AND CODES FOR STRUCTURAL STEEL BUILDINGS

AMERICAN IRON AND STEELINSTITUTE (AISI)

AISI S100-16w/S1-18 NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD FORMEDSTEEL STRUCTURAL MEMBERS 2016 EDITION WITH SUPPLEMENT 1

AMERICAN SOCIETY OF CIVILENGINEERS (ASCE/SEI)

ASCE/SEI 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

STEEL JOIST INSTITUTE (SJI)

44th EDITION 44TH EDITION STANDARD SPECIFICATIONS LOAD TABLES AND WEIGHTTABLES FOR STEEL JOISTS AND JOIST GIRDERS

STEEL DECK INSTITUTE (SDI)

SDI DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS AND ROOFDECKS (PUBLICATION No 31)

SDI DIAPHRAGM DESIGN MANUAL (3rd EDITION) STRUCTURAL LOADS

STRUCTURAL LOADS

DEAD LOADS

SELF WEIGHT OF ALL STEEL ELEMENTS INCORPORATED INTO ROOFCONSTRUCTION (DECK, PURLINS, JOIST, BEAMS, TRUSSES, ETC).

UNIFORMLY DISTRIBUTED PHOTOVOLTAIC SYSTEM (40 LBS PER PANEL) +LIGHT FIXTURES

3psf

LIVE LOADS

ROOF LIVE LOAD UNIFORM (REDUCIBLE PER BUILDING CODE) 20psf

ROOF LIVE LOAD CONCENTRATED 300lbs

GROUND FLOOR LIVE LOAD 250psf

SNOW LOADING

GROUND SNOW 0psf

SNOW IMPORTANCE FACTOR (Is) FOR RISK CATEGORY II (UFC 3-301-01 TABLE2-2)

1.0

THERMAL FACTOR Ct 1.0

EXPOSURE FACTOR Ce 0.9

WIND LOADING

WIND IMPORTANCE FACTOR 1.0

EXPOSURE D

BASIC WIND SPEED (UFC 3-301-01 TABLE E-1) FOR RISK CATEGORY II 130 mph

BUILDING ENCLOSURE: CANOPY: OPEN STRUCTURE

SEISMIC LOADING

RISK CATEGORY II

SEISMIC IMPORTANCE FACTOR (le) FOR RISK CATEGORY II (UFC 3-301-01TABLE 2-2)

1.0

SITE CLASS (ASSUMED) D

SPECTRAL RESPONSE ACCELERATION, SHORT PERIOD (Ss) (FROM UFC3-301-01)

0.59

SPECTRAL RESPONSE ACCELERATION, 1 SECOND PERIOD (S1) (FROM UFC3-301-01)

0.17

SEISMIC DESIGN CATEGORY D

SEISMIC RESISTING SYSTEM STEEL SPECIAL CANTILEVER COLUMN SYSTEMSR=

2.5

GENERAL NOTES

1 VERIFY ALL DIMENSIONS BEFORE STARTING WORK. THE A/E ANDCONTRACTING OFFICER OR DESIGNATED REPRESENTATIVE SHALL BENOTIFIED IMMEDIATELY OF ANY DISCREPANCIES FOUND.

2 SPECIFIC DETAILS AND NOTES TAKE PRECEDENCE OVER STANDARDDETAILS AND NOTES. WHERE CONFLICTS EXIST BETWEEN THE DRAWINGS,THE SPECIFICATIONS AND THE GENERAL STRUCTURAL NOTES, SPECIFICDETAILS SHALL GOVERN.

3 VERIFY THE COORDINATION OF ALL TRADES AND REPORT ANY CONFLICTSIMMEDIATELY TO THE A/E AND THE CONTRACTING OFFICER OR DESIGNATEDREPRESENTATIVE.

4 OPENINGS FOR CONDUIT, PIPE BANKS, ETC., NOT SHOWN ON STRUCTURALDRAWINGS SHALL BE APPROVED BY THE A/E PRIOR TO INSTALLATION.ADDITIONAL STRUCTURAL REINFORCEMENT AND CLOSURES FOR FLOORAND WALL SHALL BE PROVIDED AT NO ADDITIONAL COST TO THEGOVERNMENT.

5 DETAILS ENTITLED OR NOTED AS TYPICAL SHALL APPLY NOT ONLY WHERESPECIFICALLY INDICATED OR REFERENCED, BUT WHERE THE NATURE OFTHE CONSTRUCTION REQUIRES THEIR USE.

6 INFORM THE A/E AND THE CONTRACTING OFFICER OR DESIGNATEDREPRESENTATIVE IN WRITING OF ANY DEVIATION FROM THE CONTRACTDOCUMENTS. THE CONTRACTOR SHALL NOT BE RELIEVED OF THERESPONSIBILITY OF SUCH DEVIATION BY THE A/E's REVIEW OF SHOPDRAWINGS, PRODUCT DATA, ETC., UNLESS THE CONTRACTOR HASSPECIFICALLY INFORMED THE A/E AND THE CONTRACTING OFFICER ORDESIGNATED REPRESENTATIVE OF SUCH DEVIATION AT THE TIME OFSUBMISSION, AND THE A/E HAS GIVEN WRITTEN APPROVAL TO THE SPECIFICDEVIATION.

7 DO NOT SCALE THESE DRAWINGS, USE DIMENSIONS.

8 NO OPENING SHALL BE MADE IN ANY STRUCTURAL MEMBERS WITHOUTWRITTEN APPROVAL OF THE E.O.R.

9 NO CHANGE IN SIZE OR DIMENSION OF STRUCTURAL MEMBERS SHALL BEMADE WITHOUT THE WRITTEN APPROVAL OF THE A/E.

10 OPENINGS LESS THAN 10 INCHES ARE GENERALLY NOT SHOWN ON THESTRUCTURAL DRAWINGS. REFER TO MECHANICAL, ELECTRICAL, PLUMBINGAND FIRE PROTECTION DRAWINGS FOR SUCH OPENINGS.

11 THE STRUCTURE, INCLUDING, BUT NOT LIMITED TO, STEEL MOMENT FRAMES,CAST-IN-PLACE CONCRETE SLABS, AND STEEL ROOF DECK DIAPHRAGM, ISDESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. ALL TEMPORARYBRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THECONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES SHALL BEDESIGNED AND FURNISHED BY CONTRACTOR.

FOUNDATION EXCAVATION ANDBACKFILL

1 THE FOUNDATION HAS BEEN DESIGNED IN ACCORDANCE WITH THERECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL ENGINEERINGREPORT PREPARED FOR THIS PROJECT BY AMEL TECHNOLOGIES, INC.DATED JUNE 2015

2 ALLOWBLE SOIL BEARING PRESSURE FOR SHALLOW FOUNDATIONS EQUALS3000 PSF.

4 REMOVE FILL MATERIALS WITHIN BUILDING FOOTPRINT AND TO 10 FEETOUTSIDE THE BUILDING FOOTPRINT. BACKFILL WITH STRUCTURAL FILL PERSOIL REPORT RECOMMENDATIONS. SLAB-ON-GRADE SHALL BE OVER 6"MINIMUM THICK DRAINAGE LAYER (AASHTO SP-57 STONE)

5. IN AREAS WHERE BEDROCK IS ENCOUNTERED AT THE PROPOSEDFOUNDATION BEARING ELEVATION. THE AREA SHALL BE UNDERCUT 12INCHES. THE 12 INCHES UNDERCUT SHALL BE REPLACED WITH AASHTO #57STONE UP TO THE PROPOSED FOUNDATION BOTTOM ELEVATION.

6 PROVIDE SOILS SPECIAL INSPECTION PER IBC. SEE SPECIAL INSPECTIONNOTES THIS SHEET. ANY UNSUITABLE MATERIAL SHALL BE REMOVED ANDREPLACED WITH ENGINEERED FILL.

7 CONTRACTOR SHALL PROVIDE MEANS TO ADEQUATELY DRAIN ALLEXTRANEOUS WATER FROM THE SITE TO ENSURE A DRY FOUNDATION BASE.

ABBREVIATIONSL.P. LOW POINT

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

MAX. MAXIMUM

MIN. MINIMUM

O.C. ON CENTER

OPP. OPPOSITE

P.A.F. POWDER ACTUATEDFASTENERS

PL PLATE

RECT. RECTANGULAR

REQ'D REQUIRED

SIM SIMILAR

SJ SAWED JOINT

SP. SPACES

SYMM. SYMMETRICAL

T TOP

T.O. OR T/ TOP OF

T.O.L.R.S. TOP OF LOW ROOF STEEL

T.O.S. TOP OF STEEL

THRU THROUGH

TYP TYPICAL

U.N.O. UNLESS NOTED OTHERWISE

VERT. VERTICAL

VIF VERIFY IN FIELD

W.P. WORK POINT

W/ WITH

W/O WITH OUT

Ø DIAMETER

ABBREVIATIONS@ AT

A/E ARCHITECT AND ENGINEER OFRECORD

ABI ALTERNATE BID ITEM

ANEXT.O.S.M

ANEX TOP OF STEEL MIDDLE(COL AB)

ARCH. ARCHITECT OR ARCHITECTURALDRAWINGS

ASD ALLOWABLE STRENGTH DESIGN

B BOTTOM

B.O.S. BOTTOM OF STEEL

C CENTER LINE

CJ CONSTRUCTION JOINT

CL CENTER LINE

CLR. CLEAR

COL. COLUMN

CONT. CONTINUOUS

COORD. COORDINATE

DIA. DIAMETER

DWGS DRAWINGS

E.O.R. ENGINEER OF RECORD

ELEV. ELEVATION

EQ. EQUAL

EXP. EXPANSION

EXT. EXTERIOR

FND. FOUNDATION

GA GAGE

GALV. GALVANIZED

H, HI HIGH

H.P. HIGH POINT

HORIZ. HORIZONTAL

HSS HOLLOW STRUCTURAL SECTION

JB JOIST BEARING

L, LO LOW

SPECIAL INSPECTION

SPECIALLY INSPECTED WORK WHICH IS INSTALLED OR COVERED WITHOUT THE APPROVALOF THE CONTRACTING OFFICER OR DESIGNATED REPRESENTATIVE IS SUBJECT TOREMOVAL.

CONTRACTOR SHALL RETAIN THE SERVICES OF A LICENSED GEOTECHNICAL ENGINEER TOPERFORM SOIL SPECIAL INSPECTION.

THE SPECIAL INSPECTORS MUST BE CERTIFIED BY THE GENERAL CONTRACTOR TO PERFORMTHE TYPES OF INSPECTION SPECIFIED.

IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE SPECIAL INSPECTOR ORINSPECTION AGENCY, AND THE GENERAL CONTRACTOR DESIGNATED REPRESENTATIVE ATLEAST TWO (2) WORKING DAYS PRIOR TO PERFORMING ANY WORK THAT REQUIRES SPECIALINSPECTION. ANY WORK PERFORMED WITHOUT REQUIRED SPECIAL INSPECTION IS SUBJECTTO REMOVAL.

PROVIDE SPECIAL INSPECTION FOR ALL POST-INSTALLED ANCHORS. PERIODICALLY INSPECTTHE FOLLOWING:7.1. GENERAL COMPLIANCE WITH MANUFACTURER'S INSTRUCTION7.2. PRODUCT NAME AND DESCRIPTION7.3. ADHESIVE EXPIRATION DATE FOR ADHESIVE ANCHORS7.4. HOLE DIAMETER, DEPTH, LOCATION AND EDGE DISTANCE7.5. CLEANLINESS OF HOLE AND ANCHOR7.6. ANCHOR DIAMETER, LENGTH AND STEEL GRADE7.7. ANCHOR EMBEDMENT AND SPACING7.8. TORQUE REQUIREMENT PER MANUFACTURER'S INSTRUCTION

THE SPECIAL INSPECTORS MUST BE CERTIFIED BY THE GENERAL CONTRACTOR TO PERFORMTHE TYPES OF INSPECTION SPECIFIED.

SPECIAL INSPECTIONS OF STRUCTURAL STEEL IN THE SEISMIC FORCE-RESISTING SYSTEMSIN BUILDINGS AND STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY B, C, D, E OR FSHALL BE PERFORMED IN ACCORDANCE WITH THE QUALITY ASSURANCE REQUIREMENTS OFAISC 341.

SPECIAL INSPECTIONS OF STRUCTURAL STEEL ELEMENTS IN THE SEISMIC FORCE-RESISTINGSYSTEMS OF BUILDINGS AND STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY B, C, D,E OR F, INCLUDING STRUTS, COLLECTORS AND FOUNDATION ELEMENTS, SHALL BEPERFORMED IN ACCORDANCE WITH THE QUALITY ASSURANCE REQUIREMENTS OF AISC 341.

NONDESTRUCTIVE TESTING OF STRUCTURAL STEEL IN THE SEISMIC FORCE-RESISTINGSYSTEMS IN BUILDINGS AND STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY B, C, D,E OR F SHALL BE PERFORMED IN ACCORDANCE WITH THE QUALITY ASSURANCEREQUIREMENTS OF AISC 341.

NONDESTRUCTIVE TESTING OF STRUCTURAL STEEL ELEMENTS IN THE SEISMICFORCE-RESISTING SYSTEMS OF BUILDINGS AND STRUCTURES ASSIGNED TO SEISMIC DESIGNCATEGORY B, C, D, E OR F, INCLUDING STRUTS, COLLECTORS, CHORDS AND FOUNDATIONELEMENTS, SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE REQUIREMENTS OFAISC 341.

ELEMENTS OF THE SEISMIC FORCE-RESISTING SYSTEM INCLUDE:

A. SPREAD FOOTING FOUNDATIONS

B. STEEL COLUMNS

C. STEEL BEAMS

SPECIAL INSPECTION

PER UFC 1-200-01 (2-17.1), THE CONTRACTOR "SHALL RETAIN THIRD PARTY QUALITYASSURANCES AGENCIES TO CONDUCT THE SPECIAL INSPECTIONS REQUIRED BY THE IBC.THE INSPECTING AGENCY SHALL PROVIDE REPORTS OF THE SPECIAL INSPECTIONSDIRECTLY TO THE GOVERNMENT." THE INSPECTING AGENCY SHALL ALSO SUBMIT COPIES OFTHESE REPORTS TO THE GENERAL CONTRACTOR (WITHIN TWO DAYS FOLLOWINGINSPECTION) AND THE CONTRACTING OFFICER OR DESIGNATED REPRESENTATIVE.

THE FOLLOWING STRUCTURAL ELEMENTS OF CONSTRUCTION SHALL REQUIRE SPECIALINSPECTION PER IBC SECTION 1705:

TYPE OF CONSTRUCTION IBC SECTIONIBC

TABLEMATERIALSTANDARD

MAT'L STANDARDSECTION

STEEL FABRICATION 1704.2 - AISC 360 N3

STEEL CONSTRUCTION 1705.2 - AISC 360 N5

CONCRETE 1705.3 1705.3 - -

SOILS 1705.6 1705.6 - -

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CONCRETE

1 ALL CONCRETE SHALL HAVE A MINIMUM DENSITY OF 145 PCF AND A MINIMUM COMPRESSIVESTRENGTH OF 4000 PSI AT 28 DAYS.

2 BEFORE PLACING CONCRETE, COORDINATE WITH MECHANICAL, PLUMBING AND ELECTRICALCONTRACTOR FOR BLOCKOUTS AND EMBEDDED ITEMS NOT SHOWN ON STRUCTURALDRAWINGS.

3 EXPOSED EDGES OF CONCRETE ABOVE GRADE SHALL HAVE 3/4" X 45 DEGREE CHAMFERS,UNLESS NOTED OTHERWISE (U.N.O.)

4 PROVIDE STANDARD HOOKS ON BARS TERMINATING AT A CONCRETE FACE UNLESS NOTED(E.G.: EDGES OF OPENINGS, SLAB EDGES, EXPANSION JOINTS, ENDS OF BEAMS, AND AT TOP,BOTTOM, AND ENDS OF WALLS, ETC.).

5 THE CONTRACTOR SHALL FURNISH TO THE CONTRACTING OFFICER OR DESIGNATEDREPRESENTATIVE, COMPLETE LEGIBLE COPIES OF ALL CONCRETE POUR TICKETS WITHIN FOUR(4) HOURS OF THE PLACEMENT OF THE CONCRETE THAT WAS RECEIVED. THE POUR TICKETSSHALL CLEARLY IDENTIFY THE CONCRETE SUPPLIER, THE BATCHING DATA, THE TIME OF THELOADING/DEPARTURE AND THE ACCURATE TIME OF DELIVERY, AND ANY ADDITIONS OF WATERENROUTE TO OR AT THE JOB SITE. CLEARLY LOCATE ON A PLAN SHEET THE LOCATIONS OF THECONCRETE WHERE ADDITIONAL WATER HAD BEEN ADDED.

6 ALL FOUNDATIONS ARE DESIGNED WITH FORMED SIDES. IF THE CONTRACTOR ELECTS TO USEEARTH FORMED SIDES, 1 1/2" INCHES OF ADDITIONAL CONCRETE THICKNESS SHALL BE ADDEDTO EACH EARTH FORMED FACE TO PROVIDE ADEQUATE COVER OVER THE REINFORCING. TOPPORTIONS OF EXTERIOR FOUNDATIONS EXPOSED TO FINAL GRADE SHALL BE FORMED ATLEAST 6" BELOW FINAL GRADE AT NO ADDITIONAL COST TO THE GOVERNMENT. ANY RELATEDADDITIONAL COSTS SHALL BE THE CONTRACTOR'S RESPONSIBILITY.

7 THE WATER CEMENT RATIO FOR ANY STRENGTH CONCRETE SHALL NOT BE MORE THAN 0.45,EXCEPT THAT THE WATER CEMENT RATIO FOR ENTRAINED CONCRETE SHALL NOT BE MORETHAN 0.4.

MISCELLANEOUS1 THE CONTRACTOR SHALL INCLUDE AND PROVIDE THE FOLLOWING SERVICES -

A VERIFICATION OF ALL DIMENSIONS, ELEVATIONS, OPENING SIZES, ANDMECHANICAL EQUIPMENT WEIGHTS PRIOR TO STARTING WORK ANDINCORPORATE THIS INFORMATION INTO THE PROJECT SHOP AND ERECTIONDRAWINGS.

B VERIFICATION OF ALL DIMENSIONS AND MEMBER SIZES RELATING TO ANYEXISTING CONSTRUCTION.

C COORDINATE WITH THE OWNER AND REMOVE ALL ABANDONED FOUNDATIONS,UTILITIES, PIPELINES, ETC. THAT MAY INTERFERE WITH THE NEW CONSTRUCTION.

D THE GENERAL CONTRACTOR SHALL REVIEW AND APPROVE ALL SHOP DRAWINGSPRIOR TO SUBMITTAL NOTING CHANGES MADE WHICH DO NOT COMPLY WITHDESIGN DRAWINGS. PRIOR WRITTEN APPROVAL FROM THE CONTRACTINGOFFICER, STRUCTURAL ENGINEER OF RECORD, AND ARCHITECT SHALL BEREQUIRED FOR ALL DEVIATIONS FROM THE DESIGN DOCUMENTS MADE BY THECONTRACTOR. REQUEST FOR INFORMATION SHALL NOT BE USED TO INTRODUCESUBSTITUTIONS, DEVIATIONS, OR CHANGES FROM THE REQUIREMENTSINDICATED BY THE CONSTRUCTION DOCUMENTS.

E PROVIDE TEMPORARY BRACING AND SHORING AS REQUIRED FOR STABILITYDURING CONSTRUCTION.

2 PLANS, SECTIONS, AND DETAILS ARE NOT TO BE SCALED FOR DETERMINATION OFQUANTITIES, LENGTHS, OR FIT OF MATERIALS.

3 SHOP DRAWINGS SHALL BE ORIGINAL DRAWINGS, PREPARED BY CONTRACTOR,SUBCONTRACTOR, SUPPLIER OR DISTRIBUTOR. REPRODUCTION OF STRUCTURALCONTRACT DOCUMENTS AS ERECTION PLANS OR DETAILS WILL NOT BEPERMITTED AND WILL BE REJECTED WITHOUT REVIEW.

4 CONSTRUCTION DOCUMENTS CONSIST OF THESE DRAWINGS AND A SEPARATEBOOK OF SPECIFICATIONS. THE DRAWINGS AND SPECIFICATIONS ARECOMPLEMENTARY, NEITHER IS MEANT TO STAND ALONE FOR ANY PORTION OFTHE WORK DESCRIBED HEREIN. ANY CONFLICT BETWEEN DRAWINGS ANDSPECIFICATIONS SHALL BE REPORTED IMMEDIATELY TO THEARCHITECT/ENGINEER.

5 THE DESIGN DOCUMENTS REFLECT THE FINAL COMPLETED STATE OF THESTRUCTURAL SYSTEMS AND ELEMENTS. THE CONTRACTOR IS RESPONSIBLE FORALL CONSTRUCTION RELATED ENGINEERING TO INCLUDE BUT NOT BE LIMITED TOCONSTRUCTION MEANS AND METHODS, TEMPORARY SUPPORTS AND BRACING,TEMPORARY USE OF STRUCTURES, PARTIALLY CONSTRUCTED STRUCTURES ANDINCOMPLETE STRUCTURES. ALL CONSTRUCTION AND RELATED ENGINEERINGSHALL BE IN ACCORDANCE WITH ASCE 37-02 DESIGN LOADS ON STRUCTURESDURING CONSTRUCTION”.

6 THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE SURVEY ANDSUBSURFACE INVESTIGATION REPORT BEFORE BEGINNING CONSTRUCTION

7 EACH SUBCONTRACTOR IS RESPONSIBLE FOR INSTRUCTIONS DIRECTED TO THE"CONTRACTOR", WHERE APPLICABLE, UNLESS SPECIFICALLY RELIVED OFRESPONSIBILITY BY THE GENERAL CONTRACTOR.

8 THE CONTRACTOR SHALL DESIGN AND PROVIDE ALL ITEMS FOR ATTACHINGPLUMBING, ELECTRICAL, AND PROCESS EQUIPMENT AND ELEMENTS TO THEBUILDING STRUCTURE TO RESIST ALL LOADS INCLUDING SEISMIC LOADS.ATTACHMENT SHALL BE MADE SO AS NOT TO OVERSTRESS THE STRUCTURALMEMBERS. THE CONTRACTOR SHALL COORDINATE THE ATTACHMENTS ANDLOCATIONS OF THE EQUIPMENT AND ELEMENTS AND INCORPORATE THEIRREQUIREMENTS INTO THE STRUCTURAL STEEL SHOP DRAWINGS. THE SHOPDRAWING SUBMITTAL SHALL INCLUDE ATTACHMENT CALCULATIONS AND SHALLBE SEALED AND SIGNED BY A PROFESSI0NAL ENGINEER REGISTERED IN THESTATE WHERE THE PROJECT IS LOCATED. REFER TO THE PLUMBING ANDELECTRICAL DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.

REINFORCEMENT

1 REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A-615, GR 60, ANDDEFORMED WELDED WIRE FABRIC CONFORMING TO ASTM A496 OR A497 AS INDICATED ONDRAWINGS. WELDED WIRE FABRIC SHALL BE SUPPLIED IN MATS NOT ROLLS.

2 ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS, INSERTS, ETC. SHALL BE WELL SECURED INPLACE AND INSPECTED BY THE CONTRACTING OFFICER OR DESIGNATED REPRESENTATIVE PRIORTO PLACING CONCRETE

3 ALL REINFORCING SHALL BE DETAILED, FABRICATED AND PLACED, IN ACCORDANCE WITH ACIDETAILING MANUAL AND ALL APPLICABLE CODES.

4 ALL REINFORCING SHALL BE SUPPORTED IN FORMS, SPACED WITH NECESSARY ACCESSORIES ANDSHALL BE SECURELY WIRED TOGETHER, IN ACCORDANCE WITH ACI 318.

5 MINIMUM CONCRETE COVER FOR THE REINFORCEMENT SHALL BE AS DETAILED ON THE DRAWINGS.WHERE THE COVER IS NOT DIMENSIONED, USE THE SAME FOR SIMILAR ITEMS. WHERE NO SIMILARITEMS INDICATE THE AMOUNT OF COVER, USE THE FOLLOWING IN CONJUNCTION WITH ACI 318:

A. CONCRETE DEPOSITED AGAINST THE EARTH . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .3"B. CONCRETE DEPOSITED AGAINST FORMS AND EXPOSED TO EARTH OR WEATHER . . . . . . . . . 2"C. CONCRETE NOT EXPOSED TO EARTH OR WEATHER

SLABS AND WALLS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3/4"

BEAMS AND COLUMNS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11/2"

6 DEVELOPMENT OF REINFORCEMENT AND LAP SPLICES SHALL BE IN ACCORDANCE WITH ACI 318UNLESS NOTED OTHERWISE.

7 MECHANICAL SPLICES SHALL BE IN ACCORDANCE WITH ACI 318 AND DEVELOP AT LEAST 125PERCENT OF THE SPECIFIED YIELD STRESS OF THE BAR.

STRUCTURAL STEEL

1 STEEL SHALL CONFORM TO THE FOLLOWING GRADES: A. ALL W SHAPES A992 (Fy=50 KSI) B. ALL ANGLE, CHANNEL A36 (Fy=36 KSI) C. ALL BASE PLATES, CONN. PLATES A36 (Fy=36 KSI) D. STRUCTURAL PIPE A53 GR. B (Fy=35 KSI) E. STRUCTURAL HSS A500 GR. B (Fy=46 KSI)

2 ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED INACCORDANCE WITH AISC "CODE OF STANDARD PRACTICE", FOURTEENTH EDITION.

3 UNLESS NOTED OTHERWISE, THE MINIMUM PLATE THICKNESS SHALL BE 3/8"; BOLTDIAMETER SHALL BE 3/4"; MINIMUM WELD SHALL BE 3/16".

4 BOLTED CONNECTIONS SHALL BE BEARING TYPE USING A325N BOLTS, UNLESSNOTED OTHERWISE. OVERSIZED HOLES AND LONG-SLOTTED HOLES ARE NOTALLOWED, UNLESS SHOWN ON THE DRAWINGS.

5 WELDED CONNECTIONS SHALL BE IN ACCORDANCE WITH AWS D1.1 "STRUCTURALWELDING CODE." ALL WELDS SHALL DEVELOP FULL STRENGTH OF THE WEAKERMEMBER, UNLESS SPECIFICALLY DETAILED OR LOADS ARE INDICATED ONDRAWINGS. WELDING ELECTRODES SHALL BE E70XX.A. COLUMN-TO-BASE PLATE CONNECTION WELD IS CONSIDERED DEMAND CRITICALAND SHALL BE MADE WITH FILLER MATERIAL THAT MEETS THE REQUIREMENTS OFAWS D1.8/D1.8M CLAUSE 6.3 FOR SEISMIC MAIN FORCE RESISTING SYSTEMS.B. DEMAND CRITICAL WELD FILLER MATERIAL SHALL ALSO RECEIVE HEAT INPUTENVELOPE TESTING THAT ACHIEVE MECHANICAL PROPERTIES IN THE WELD METALGIVEN IN AWS D1.8/D1.8M.

6 SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON DRAWINGS, IS PROHIBITED.

7 NO CHANGE IN SIZE OR POSITION OF THE STRUCTURAL ELEMENTS SHALL BE MADEAND HOLES, SLOTS, CUTS, ETC. ARE NOT PERMITTED THROUGH ANY MEMBERUNLESS THEY ARE DETAILED ON THE APPROVED SHOP DRAWINGS, AND THEY CANBE HANDLED PRIOR TO THE SHOP DRAWING PROCESS AS PER PROCEDURES NOTEDIN DIVISION 1 IN SPECIFICATION FOR GENERAL REQUIREMENTS.

8 NO FINAL BOLTING OR WELDING SHALL BE MADE UNTIL THE STRUCTURE HAS BEENPROPERLY ALIGNED.

9 FABRICATE ALL BEAMS WITH THE MILL CAMBER UP.

10 NO BEAM CONNECTION SHALL HAVE LESS THAN TWO (2) BOLTS OR AN EQUIVALENTWELD.

11 CORROSION PROTECTION: PAINTING OF STRUCTURAL STEEL (OR GALVANIZINGWHERE APPLICABLE) IS REQUIRED FOR ANY EXPOSED STEEL, SEE SPECIFICATIONS.

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LEVEL ONE100' - 0"

3' -

0"

3' -

0"

10' - 6" x 10' - 6" SQUARE

3' - 10" 2' - 10" 3' - 10"

A

STEEL COLUMN SEE PLAN

2" NON-SHRINK GROUT

BASE PLATE 1-3/4"x2'-2"x2'-2" WITH (8) 1-1/2"Ø ANCHOR RODS

#4 TIES @ 6" O.C., FIRST 3 TIES @ 2" O.C.

#8 VERTICAL BARS WITH STD. HOOK

11-#8 CONT.EACH WAY TOP & BOTTOM

2' -

0"

PARKING SLAB, SEE CIVIL DWGS

3"

CLE

AR

BOLLARD, SEE CIVIL DRAWINGS

CONCRETE ENCASEMENT, SEE CIVIL DRAWINGS

2"

2"

2' -

8"

PROTECTED ZONE - NO ATTACHMENTS ARE PERMITTED IN THIS REGION, EACH FACE OF COLUMN

1' -

3"

PROVIDE 1/2"x3"x3" SQUARE WASHERS WITH NUTS ON EACH SIDE, TYP.

20"

EM

BE

D.

2' -

10"

2' - 10"


1-3/4" BASE PLATE

1/4

4"

2' -

2"

4"

4" 2' - 2" 4"

2 1

/2"

10 1

/2"

10 1

/2"

2 1

/2"

2 1/2" 10 1/2" 10 1/2" 2 1/2"

(8)-1 1/2"Ø ANCHOR RODS WITH 20" EMBEDMENT(GALVANIZED) SEE SECTION

1/4

PL. WASHERTO BASE PL.TYP.

SH

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K G

RO

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SE

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AS

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LA

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DE

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1/4

WHEREINDICATED

1/4TYP

TOP OF CONCRETE

UPSET THREADTO PREVENT BACKOFF

PLATE WASHER & NUT

LEVELING NUT & WASHER

BASE PLATE, SEE BASEPLATE DETAIL

ANCHOR ROD, SEE BASEPLATE DETAIL FOR SIZE

PLATE WASHER & NUT

PR

OJE

CT

ION

2 1

/2"

BO

LT

2' -

10"

2' - 10"

#4 TIES

12-#8 VERTICAL BARS

CONCRETE PEDESTAL

2"

CLE

AR

LEVEL ONE100' - 0"

A

3' - 10" 2' - 10" 3' - 10"

10' - 6" x 10' - 6" SQUARE

3' -

0"

4' -

0"

3"

CLE

AR

3' -

0"

2"

2"


2" NON-SHRINK GROUT

BASE PLATE 1-3/4"x2'-2"x2'-2" WITH (8) 1-1/2"Ø ANCHOR RODS

#4 TIES @ 6" O.C., FIRST 3 TIES @ 2" O.C.

#8 VERTICAL BARS WITH STD. HOOK

11-#8 CONT.EACH WAY TOP & BOTTOM


BOLLARD, SEE CIVIL DRAWINGS

CONCRETE ENCASEMENT, SEE CIVIL DRAWINGS

2' -

8"


1' -

3"

PROVIDE 1/2"x3"x3" SQUARE WASHERS WITH NUTS ON EACH SIDE, TYP.

20"

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SUBMITTAL PHASE:

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STATE JOB NO.

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3/4" = 1'-0"1

SECTION0

Scale = 3/4" = 1'-0"

1'-4" 2'-8"8"

3/4" = 1'-0"3

DETAIL0

Scale = 3/4" = 1'-0"

1'-4" 2'-8"8" 1 1/2" = 1'-0"5

TYPICAL ANCHOR ROD DETAIL0

Scale = 1'-1/2" = 1'-0"

9" 1'-6"4 1/2"3/4" = 1'-0"4

DETAIL - PILASTERREINFORCING

0

Scale = 3/4" = 1'-0"

1'-4" 2'-8"8"

COLUMN BASE PLATE & ANCHOR ROD NOTES

1 COLUMN BASE PLATE ARE ASTM A36. (Fy = 36 KSI, TYP. U.N.O.).

2 ANCHOR RODS ARE ASTM F1554 GRADE 36 Fy = 36 KSI (TYP. U.N.O.) (GALVANIZED).

3 FOR 3/4" DIAMETER ANCHOR RODS, PROVIDE 1-1/4" DIAMETER OVERSIZE HOLES IN BASE PLATE ONLY ANDUSE 1/4"X2"X2" PLATE WASHERS ABOVE AND BELOW THE BASE PLATE.

4 FOR 1" DIAMETER ANCHOR RODS, PROVIDE 1-3/4" DIAMETER OVERSIZE HOLES IN BASE PLATE ONLY AND USE3/8"X3"X3" PLATE WASHERS ABOVE AND BELOW THE BASE PLATE.

5 FOR 1-1/2" DIAMETER ANCHOR RODS, PROVIDE 2" DIAMETER OVERSIZE HOLES IN BASE PLATE ONLY AND USE1/2"X3"X3" PLATE WASHERS ABOVE AND BELOW THE BASE PLATE.

6 SEE THE BASE PLATE DETAILS FOR REFERENCED INFORMATION.

7 PROVIDE VENT HOLES AS REQUIRED FOR FABRICATION AND GROUT PLACEMENT.

3/4" = 1'-0"2

SECTION0

Scale = 3/4" = 1'-0"

1'-4" 2'-8"8"

DESCRIPTION OF DEDUCTIVE BID ITEMS (DBI'S):

DBI #1 - IN LIEU OF THE SUPERSTRUCTURE DETAILED WITHIN THESE CONSTRUCTION DOCUMENTS,CONTRACTOR SHALL PROVIDE A CONTRACTOR-DESIGNED AND ENGINEERED SOLUTIONINCLUDING STRUCTURAL CANOPY, COLUMNS, FOOTINGS, ETC, AS REQUIRED FOR A COMPLETESTRUCTURAL SYSTEM TO SUPPORT THE PHOTOVOLTAIC PANELS AND ALL COMPONENTS.CONTRACTOR SHALL UTILIZE THE DESIGN CRITERIA INDICATED ON DRAWING S.001 AS HISMINIMUM DESIGN PARAMETERS. IN LIEU OF THE SUPERSTRUCTURE DETAILED WITHIN THESECONSTRUCTION DOCUMENTS, CONTRACTOR SHALL PROVIDE A CONTRACTOR-DESIGNED ANDENGINEERED SOLUTION INCLUDING STRUCTURAL CANOPY, COLUMNS, FOOTINGS, ETC, ASREQUIRED FOR A COMPLETE STRUCTURAL SYSTEM TO SUPPORT THE PHOTOVOLTAIC PANELSAND ALL COMPONENTS. CONTRACTOR SHALL UTILIZE THE DESIGN CRITERIA INDICATED ONDRAWING S.001 AS HIS MINIMUM DESIGN PARAMETERS.

DBI #2 - DELETE 50% OF THE PHOTOVOLTAIC SYSTEM AND APPROXIMATELY 50% OF THESUPERSTRUCTURE AS INDICATED.

DBI #2A - DELETE 50% OF THE PHOTOVOLTAIC SYSTEM AND APPROXIMATELY 50% OF THESUPERSTRUCTURE AS INDICATED. IN LIEU OF THE SUPERSTRUCTURE DETAILED WITHIN THESECONSTRUCTION DOCUMENTS, PROVIDE A CONTRACTOR-DESIGNED AND ENGINEEREDSOLUTION INCLUDING STRUCTURAL CANOPY, COLUMNS, FOOTINGS, ETC, AS REQUIRED FOR ACOMPLETE STRUCTURAL SYSTEM TO SUPPORT THE REDUCED QUANTITY OF PHOTOVOLTAICPANELS AND ALL COMPONENTS. CONTRACTOR SHALL UTILIZE THE DESIGN CRITERIAINDICATED ON DRAWING S.001 AS HIS MINIMUM DESIGN PARAMETERS.

DBI #3 - DELETE THE REMAINING 50% OF THE PHOTOVOLTAIC (PV) SYSTEM AND THE REMAININGSUPERSTRUCTURE COMPONENTS FOR A COMPLETE DELETION OF THE PV SYSTEM ANDASSOCIATED STRUCTURE.

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1

LEVEL ONE100' - 0"

A

115' - 0"

121' - 6"

9.2

30 °

9.2

30 °

2" / 1'-0"

STEEL BEAM SEE PLAN


STEEL BEAM SEE PLAN

15

' - 0

"

21

' - 6

"

18

' - 3

"

1' - 2

" MIN

.

40' - 0"

1' - 2

" MIN

.


PLAN EAST

PLAN WEST

2' -

8"


1

A

STEEL COLUMN, SEE PLAN

STEEL BEAM, SEE PLAN

3/8" STIFFENER PLATE

1/4TYP.

FULLPENETRATIONWELD

1/4

1/4TYP.

3'-6"x1'-8"x1 1/4" THICK PLATE W/ 12-1 1/4" BOLTS

5/16" PLATE8

S.501

P.V. SYSTEM,SEE SHEETS-601 FORLAYOUT

1/2" STIFFENER PLATE EACH SIDE OF COLUMN


121' - 6"

9.2

30 °

P.V. SYSTEM, SEESHEET S-601 FORLAYOUT


115' - 0"

9.2

30 °

P.V. SYSTEM, SEESHEET S-601 FORLAYOUT

STL BEAM, SEE PLAN

1 1

/2"

3"

1 1

/2"

6"x3"x1/4" BENT PLATE

(2)-3/4"Ø BOLTS

GA

GE

BM

3' - 6"

2" 7" 2' - 0" 7" 2"

3 1/2" 3 1/2" 3 1/2" 3 1/2"

STL BEAM, SEE PLAN

1 1/4" PLATE

(12) - 1 1/4"BOLTS

STL COLUMN BELOW, SEE PLAN

5/16" PLATE

1' -

8"

TYP.

6

STL BEAM, SEE PLAN

P.V. SYSTEM,SEE SHEET S-601FOR LAYOUT

1

STL BEAM, SEE PLAN

3 1/2"x1/4" SHEAR TAB W/ 2-3/4"Ø BOLTS

COPE END OF BEAM AS REQ'D

STL BEAM, SEE PLAN

P.V. SYSTEM, SEE SHEETS-601 FOR LAYOUT

6"

1 1

/2"

3"

1 1

/2"

10' - 1 1/2"

COL

1/2" GAP

1/4TYP.STL BEAM,

SEE PLAN

SOLAR PANEL MODULE ALUMINUM EXTRUSION RACKING BY SOLAR CONTRACTOR

STL BEAM, SEE PLAN

ALUMINUM L-FOOT RACKING MOUNT BY SOLAR CONTRACTOR

RAIL TO L-FOOT BOLT BY SOLAR CONTRACTOR

SELF DRILLING TEK SCREW BY SOLAR CONTRACTOR

DES: CHK:DRW:


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SUBMITTAL DATE:

SUBMITTAL PHASE:

SCALE:

STATE JOB NO.

FEDERAL PROJECT NO.

SHEET OF

CA-1512-C

2 3 4 51

STR

UC

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AL


T.M

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100% FINAL BID SET

1/4" = 1'-0"1

SECTION0 4'

Scale = 1/4" = 1'-0"

8'2' 3/4" = 1'-0"2

SECTION0

Scale = 3/4" = 1'-0"

1'-4" 2'-8"8"3/4" = 1'-0"

3SECTION

0

Scale = 3/4" = 1'-0"

1'-4" 2'-8"8"

3/4" = 1'-0"4

SECTION0

Scale = 3/4" = 1'-0"

1'-4" 2'-8"8"

1 1/2" = 1'-0"7

SECTION3/4" = 1'-0"

8SECTION

3/4" = 1'-0"6

SECTION

0

Scale = 1'-1/2" = 1'-0"

9" 1'-6"4 1/2" 0

Scale = 3/4" = 1'-0"

1'-4" 2'-8"8"

0

Scale = 3/4" = 1'-0"

1'-4" 2'-8"8"3/4" = 1'-0"5

SECTION0

Scale = 3/4" = 1'-0"

1'-4" 2'-8"8"

3/4" = 1'-0"9

TYPICAL INTERIOR BEAMCONNECTION

0

Scale = 3/4" = 1'-0"

1'-4" 2'-8"8" 1 1/2" = 1'-0"10

TYPICAL RACKING SYSTEMCONNECTION DETAIL

0

Scale = 1'-1/2" = 1'-0"

9" 1'-6"4 1/2"

DESCRIPTION OF DEDUCTIVE BID ITEMS (DBI'S):

DBI #1 - IN LIEU OF THE SUPERSTRUCTURE DETAILED WITHIN THESE CONSTRUCTION DOCUMENTS,CONTRACTOR SHALL PROVIDE A CONTRACTOR-DESIGNED AND ENGINEERED SOLUTIONINCLUDING STRUCTURAL CANOPY, COLUMNS, FOOTINGS, ETC, AS REQUIRED FOR A COMPLETESTRUCTURAL SYSTEM TO SUPPORT THE PHOTOVOLTAIC PANELS AND ALL COMPONENTS.CONTRACTOR SHALL UTILIZE THE DESIGN CRITERIA INDICATED ON DRAWING S.001 AS HISMINIMUM DESIGN PARAMETERS. IN LIEU OF THE SUPERSTRUCTURE DETAILED WITHIN THESECONSTRUCTION DOCUMENTS, CONTRACTOR SHALL PROVIDE A CONTRACTOR-DESIGNED ANDENGINEERED SOLUTION INCLUDING STRUCTURAL CANOPY, COLUMNS, FOOTINGS, ETC, ASREQUIRED FOR A COMPLETE STRUCTURAL SYSTEM TO SUPPORT THE PHOTOVOLTAIC PANELSAND ALL COMPONENTS. CONTRACTOR SHALL UTILIZE THE DESIGN CRITERIA INDICATED ONDRAWING S.001 AS HIS MINIMUM DESIGN PARAMETERS.

DBI #2 - DELETE 50% OF THE PHOTOVOLTAIC SYSTEM AND APPROXIMATELY 50% OF THESUPERSTRUCTURE AS INDICATED.

DBI #2A - DELETE 50% OF THE PHOTOVOLTAIC SYSTEM AND APPROXIMATELY 50% OF THESUPERSTRUCTURE AS INDICATED. IN LIEU OF THE SUPERSTRUCTURE DETAILED WITHIN THESECONSTRUCTION DOCUMENTS, PROVIDE A CONTRACTOR-DESIGNED AND ENGINEEREDSOLUTION INCLUDING STRUCTURAL CANOPY, COLUMNS, FOOTINGS, ETC, AS REQUIRED FOR ACOMPLETE STRUCTURAL SYSTEM TO SUPPORT THE REDUCED QUANTITY OF PHOTOVOLTAICPANELS AND ALL COMPONENTS. CONTRACTOR SHALL UTILIZE THE DESIGN CRITERIAINDICATED ON DRAWING S.001 AS HIS MINIMUM DESIGN PARAMETERS.

DBI #3 - DELETE THE REMAINING 50% OF THE PHOTOVOLTAIC (PV) SYSTEM AND THE REMAININGSUPERSTRUCTURE COMPONENTS FOR A COMPLETE DELETION OF THE PV SYSTEM ANDASSOCIATED STRUCTURE.

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1250 N. PONTIAC TRAIL,WALLED LAKE,MI 48390WESTHEIMER,HOUSTON,TX 770429400 N. BROADWAY,OKLAHOMA CITY,OK 73114622 EMERSON ROAD,ST. LOUIS,MO 6314160 PLATO BOULEVARD E,ST. PAUL,MN 55107ONE WEST THIRD STREET,TULSA,OK 74103

SEAL

T.M.

K. N

O.9-

1-01

3: 04

5

THIS WORK WAS PREPARED BY ME ORUNDER MY DIRECT SUPERVISIONEXPIRATION DATE OF LICENSE: 04/30/2022

1"=50'1 PHOTOVOLTAIC SYSTEM SITE PLAN

KEYED NOTES:SHEET NOTES:

0 50'

Scale: 1" = 50'

100'25'

1. PROVIDE PRECAST HANDHOLE FOR PV SYSTEM FEEDER. SEE DETAIL 3 BELOW.

2. EXTEND (3) 2” CONDUITS, FROM HANDHOLE TO ELECTRICAL ROOM AS FOLLOWS:

A. ROUTE TWO (2) CONDUITS TO MAIN SWITCHBOARD (MSB) AND STUB-UP INTO BOTTOM OF ONE CONDUIT SHALL BE USED FOR PV SYSTEM POWER WIRING AND ONE CONDUIT SHALL BE A SPARE.

B. ROUTE ONE (1) CONDUIT TO ELECTRICAL ROOM INTERIOR WALL AND EXTEND UPINTO CEILING SPACE FOR PV SYSTEM DATA WIRING. PROVIDE TWO (2) 2” CONDUIT SLEEVES ABOVE CEILING IN EXISTING FIRE RATED CORRIDOR WALLS TOFACILITATE DATA WIRING INSTALLATION FROM COMMUNICATIONS ROOM TO PVSYSTEM INVERTERS.

C. CONTRACTOR MAY UTILIZE DIRECTIONAL-BORE METHODS UNDER SIDEWALKS AND FLOOR SLABS OR OPEN CUT TRENCHING.

D. CONTRACTOR IS REQUIRED TO PATCH OR REPLACE SIDEWALKS AND FLOOR SLABS AS NEEDED TO MATCH EXISTING CONDITIONS.

E. CONTRACTOR MAY BE REQUIRED TO PENETRATE FOOTING AT EXTERIOR WALL AND INFILL PENETRATION WITH NON-SHRINK GROUT.

F. CONCRETE DUCTBANK IS NOT REQUIRED BELOW CONCRETE SLABS WITHIN BUILDING INTERIOR.

G. PROVIDE DATA CABLES FROM COMMUNICATIONS ROOM TO PV SYSTEM INVERTERS AS REQUIRED AND AS RECOMMENDED BY PV SYSTEM MANUFACTURER.

3. CONTRACTOR SHALL PUSH (3) 3" RMC CONDUIT SLEEVES APPROXIMATELY 28" BELOW SIDEWALKFOR ROUTING OF PV SYSTEM CONDUITS. CONTRACTOR SHALL TAKE EVERY PRECAUTION SO ASNOT TO DAMAGE FINISH OF SIDEWALK.

4. PV SYSTEM KILL SWITCH (RED MUSHROOM HEAD PUSH-BUTTON) LOCATED IN ELECTRICAL ROOM1090, ALONGSIDE GENERATOR KILL SWITCH. KILL SWITCH SHALL HAVE IDENTIFICATIONNAMEPLATE "PHOTOVOLTAIC KILL SWITCH", AND ACTIVATE SHUNT-TRIP DEVICE OF PV SYSTEMCIRCUIT BREAKER.

1. UNDERGROUND FACILITIES, STRUCTURES AND UTILITIES HAVE BEEN PLOTTED FROM AVAILABLESURVEYS AND RECORDS. THEREFORE, THEIR LOCATION MUST BE CONSIDERED APPROXIMATE ONLY. THERE MAY BE OTHERS, THE EXISTENCE OF WHICH IS NOT PRESENTLY KNOWN. BEFORE STARTINGANY WORK, LOCATE AND PROTECT ALL EXISTING BURIED UTILITY LINES, WHETHER OR NOT SHOWNON THESE DRAWINGS, DURING THE COURSE OF CONSTRUCTION.

2. COORDINATE CONSTRUCTION OF PHOTOVOLTAIC (PV) SYSTEM DUCTBANK WITH EXISTING UTILITIESAND IRRIGATION SYSTEM PIPING.

3. REFER TO ONE-LINE DIAGRAM, SHEET E.601 FOR FEEDER SIZES.

E.102

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24"

4"24" SQUARE4"

REINFORCED CONCRETEBOX RATED FOR H20WHEEL LOADING (AASHTO)

24" X 24" X 24" DEEP

SKID RESISTANT

SURFACE

LABEL CAST IRON, TRAFFICRATED COVER

STAINLESS STEEL HEXBOLT AND WASHER, 2PLACES

FINISHEDGRADE

COVER

CRUSHED STONE,12" DEEP

SECTIONAL BOXWHEN REQUIRED

HANDHOLE DETAIL3 NOT TO SCALE

DUCTBANK DETAIL2 NOT TO SCALE

7.5"MIN.

2'-0"

9"

12"

GRADEMARKER TAPE WITHMETAL TRACER

2" PVC CONDUIT(TYPICAL)

SPARERED INTEGRALLYSTAINED CONCRETE

4.5" 4.5"

2E-102

2E.102

2E.102

DELETE 50% OF THE PHOTOVOLTAIC (PV) SYSTEM, GENERALLY DESCRIBED AS FOLLOWS:

· REDUCE QUANTITY OF SOLAR PANELS FROM 288 TO 144 (6 ROWS OF 24).

· REDUCE QUANTITY OF 36kW STRING INVERTERS FROM TWO (2) TO ONE (1).

· REDUCE QUANTITY OF 100A FUSED DISCONNECTS WITH 80A FUSES FROM TWO (2) TO ONE (1).

· REDUCE SIZE OF PV SYSTEM SHUNT-TRIP CIRCUIT BREAKER FROM 150A TO 80A.

· REDUCE FEEDER SIZE FROM 4#3/0,1#6G,2"C TO 4#2,1#8G,2"C.

DELETE THE REMAINING 50% OF THE PHOTOVOLTAIC (PV) SYSTEM FOR A COMPLETE DELETION OFTHE PV SYSTEM.

DESCRIPTION OF DEDUCTIVE BID ITEMS (DBI's):DBI #2

DBI #3

DBI #2

7.5"

2" PVCFOR DATA

1

1

structural design criteria general notes abbreviations · 2020. 6. 5. · pl plate rect....

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