to the drawings and the project manual - · pdf fileto the drawings and the project manual ......

NO. 2

TO THE DRAWINGS AND THE PROJECT MANUAL

PROJECT NAME: Science Addition and Renovation

CLIENT NAME: White Oak ISD

LOCATION: White Oak, Texas

PROJECT NUMBER: 01739-01-01

PROPOSAL DATE: Thursday, November 30, 2017, 2:00 PM

ADDENDUM DATE: Tuesday, November 21, 2017

For additional information regarding this project, contact Lorin Scarborough, AIA at

800.687.1229.

THIS ADDENDUM INCLUDES:

Civil Items 0 Pages

Landscape Items 0 Pages

Structural Items 2 Pages

Architectural Items 4 Pages

Plumbing Items 2 Pages

Mechanical Items 0 Pages

Electrical Items 3 Pages

Technology Items 0 Pages

AND ALL ATTACHED REVISED DRAWING REFERENCES IN THE ADDENDUM

11/21/17

Project Name: Science Addition and Renovation

Client: White Oak ISD

White Oak, Texas

Project Number: 01739-01-01

Structural Items For

Addendum No. 2

Page 1 of 1

STRUCTURAL ITEMS FOR ADDENDUM NO. 2 NOTICE TO PROPOSERS:

A. This Addendum shall be considered part of the contract documents for the above-mentioned project as though it had

been issued at the same time and incorporated integrally therewith. Where provisions of the following supplementary

data differ from those of the original contract documents, this Addendum shall govern and take precedence.

B. Proposers are hereby notified that they shall make any necessary adjustments in their estimate on account of this

Addendum. It will be construed that each Proposer’s proposal is submitted with full knowledge of all modifications and

supplemental data specified therein. Acknowledge receipt of this addendum in the space provided on the proposal

form. Failure to do so may subject Proposer to disqualification.

REFERENCE IS MADE TO THE DRAWINGS AND THE PROJECT MANUAL AS NOTED:

DRAWINGS:

AD No 2, Struct Item 1: To the Drawings, Sheet S0.0, “GENERAL NOTES,”

1) Replace this sheet with the revised sheet S0.0, included herein as part of this addendum.

2) Under FOUNDATION AND SOIL PREPARATION NOTES, revised note 5. C.

3) Under FOUNDATION AND SOIL PREPARATION NOTES, revised note 5. D.

END OF STRUCTURAL ADDENDUM

THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDERTHE AUTHORITY OF JAMES ARNOLD, P.E.104888. IT IS NOT TO BE USED FORCONSTRUCTION PURPOSES

F-1252

Sheet No.Job No.

Drawn By:

Date:

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Copyright © 2017, Huckabee & Associates, Inc.

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ABBREVIATIONS

# = POUNDS, NUMBER& = ANDA/E = ARCHITECT AND ENGINEERAB = ANCHOR BOLTADDL = ADDITIONALADH = ADHESIVEADJ = ADJACENTAESS = ARCHITECTURAL EXPOSED

STRUCTURAL STEELALT = ALTERNATEAPPROX = APPROXIMATEARCH(L) = ARCHITECT (ARCHITECTURAL)B/ = BOTTOM OFBLDG = BUILDINGBLKG = BLOCKINGBM = BEAMBO = BOTTOM OFBOB = BOTTOM OF BEAMBOD = BOTTOM OF DECKBOL = BOTTOM OF LINTELBOS = BOTTOM OF STEELBOTT = BOTTOMBRG = BEARINGBTWN = BETWEENCANT = CANTILEVERCFMF = COLD FORM METAL FRAMINGCJ = CONSTRUCTION JOINT OR

CONTROL JOINTCJP = COMPLETE JOINT PENETRATIONCL = CENTER LINECLR = CLEAR, CLEARANCECMU = CONCRETE MASONRY UNITCOL = COLUMNCONC = CONCRETECONN = CONNECTIONCONT = CONTINUOUSCOORD = COORDINATECOV = COVERCTR = CENTERCTU = CONCRETE TILT-UPCWI = CERTIFIED WELDING INSPECTORdb = BAR DIAMETERDBA = DEFORMED BAR ANCHORDBL = DOUBLEDL = DEAD LOADDEG = DEGREEDET = DETAILDFE = DEEP FOUNDATION ELEMENTDIA = DIAMETERDIAG = DIAGONALDIM = DIMENSIONDN = DOWNDWG = DRAWINGDWL = DOWELEA = EACHEF = EACH FACEEJ = EXPANSION JOINTEL = ELEVATIONEMBED = EMBEDMENTENGR = ENGINEEREOS = EDGE OF SLABEQ = EQUALEQUIP = EQUIPMENTEW = EACH WAYEXIST = EXISTINGEXT = EXTERIORF.F.E. = FINISHED FLOOR ELEVATIONf'c = CONCRETE 28 DAY MINIMUM

COMPRESSIVE STRENGTHFD = FLOOR DRAINFIN = FINISH(ED)FLR = FLOORf'm = MASONRY MINIMUM COMPRESSIVE

STRENGTHFND = FOUNDATIONFOA = FACE OF ANGLEFOC = FACE OF CONCRETEFOM = FACE OF MASONRYFS = FAR SIDEFT = FEETFTG = FOOTINGFV = FIELD VERIFYFy = YIELD STRESSGA = GAGEGALV = GALVANIZEDGB = GRADE BEAMGEN = GENERALGLULAM = GLUED-LAMINATED BEAMGR = GRADEHI = HIGHHK = HOOKHORIZ = HORIZONTALHSA = HEADED STUD ANCHORHSS = HOLLOW STRUCTURAL SECTIONICF = INSULATED CONCRETE FORMINFO = INFORMATIONINT = INTERIORISF = INSIDE FACEJST = JOISTJT = JOINTK = KIPS (1000 LBS)L = ANGLE, ANGLE SHAPELBS = POUNDSLF = LINEAR FOOTLG = LENGTHLL = LIVE LOADLLH = LONG LEG HORIZONTALLLV = LONG LEG VERTICALLO = LOW LONG = LONGITUDINALLSH = LONG SIDE HORIZONTALLSV = LONG SIDE VERTICALLT WT = LIGHTWEIGHTMAS = MASONRYMAX = MAXIMUMMECH = MECHANICALMEZZ = MEZZANINEMFR = MANUFACTURERMID = MIDDLEMIN = MINIMUMMISC = MISCELLANEOUSMO = MASONRY OPENINGMSL = MEAN SEA LEVELMTL = METALNS = NEAR SIDENTS = NOT TO SCALEOC = ON CENTEROH = OPPOSITE HAND or OVERHANGOPH = OPPOSITE HANDOPNG = OPENINGOSF = OUTSIDE FACEOVH = OVERHANG, OVERHEADPAF = POWER ACTUATED FASTENERPCC = PRECAST CONCRETEPEMB = PRE-ENGINEERED METALBUILDINGPERP = PERPENDICULARPJP = PARTIAL JOINT PENETRATIONPL = PLATEPLF = POUNDS PER LINEAR FOOTPLYWD = PLYWOODPRELIM = PRELIMINARYPSF = POUNDS PER SQUARE FOOTPSI = POUNDS PER SQUARE INCHPT = POST TENSIONEDQTY = QUANTITYR = RADIUS, REACTIONREF = REFERENCEREINF = REINFORCEMENT(ING)REM = REMAINDERREQD = REQUIREDREV = REVISIONRTU = ROOF TOP UNITSCHED = SCHEDULESDS = SELF-DRILLING SCREWSECT = SECTIONSEOR = STRUCTURAL ENGINEER OFRECORDSF = SQUARE FEETSHT = SHEETSIM = SIMILARSOG = SLAB ON GRADESPA = SPACINGSPEC = SPECIFICATIONSSQ = SQUARESTD = STANDARDSTIFF = STIFFENERSTIRR = STIRRUP(S)STL = STEELSTRUCT = STRUCTURAL, STRUCTURESYM = SYMMETRICALTO = TOP OFTOVL = TOP OF VENEER LEDGETEMP = TEMPORARY, TEMPERATURETHD = THREADEDTOC = TOP OF CONCRETETOM = TOP OF MASONRYTOS = TOP OF STEEL, TOP OF SLABTOW = TOP OF WALL (CMU, ICF & CFMF)TWP = TILT-WALL PANELTYP = TYPICALUNO = UNLESS NOTED OTHERWISEVERT = VERTICALVL = VENEER LEDGEW/ = WITHW/O = WITHOUTWP = WORKING POINT

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STEEL JOIST AND ROOF DECK NOTES:

1. STEEL JOISTS SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL JOIST INSTITUTE STANDARD SPECIFICATIONS FOR OPEN

WEB JOISTS. MATERIAL SHALL BE DOMESTIC STEEL WITH ANGLES FOR BOTTOM CHORDS. BRIDGING SHALL BE PROVIDED FOR

ALL JOISTS IN ACCORDANCE WITH SJI REQUIREMENTS.

2. METAL ROOF DECK SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND AS INDICATED ON THE

PLANS. METAL ROOF DECK SHALL BE ATTACHED TO SUPPORTING MEMBERS PER THE PROJECT SPECIFICATIONS.

3. ALL JOISTS SHALL HAVE BOTTOM CHORD UPLIFT BRIDGING AT EACH END AND BE DESIGNED FOR 25 POUNDS PER SQUARE FOOT

NET UPLIFT.

4. PROVIDE L3X3X1/4 AROUND ALL ROOF PENETRATIONS NOT SHOWN OVER 8 INCHES FOR METAL DECK SUPPORT.

5. LOCATE CONCENTRATED LOADS ON JOISTS AND JOIST GIRDERS AT PANEL POINTS. PROVIDE ANGLE WEB MEMBERS TO CREATE

INTERMEDIATE PANEL POINTS AS REQUIRED. MANUFACTURER SHALL DIRECT INSTALLER AS TO METHOD OF INSTALLATION AND

MATERIAL REQUIRED. JOISTS AND JOIST GIRDERS SHALL BE SHOP REINFORCED FOR ALL LOADS PROVIDED ON DRAWINGS.

FIELD REINFORCING SHALL BE PROVIDED AS DETAILED ON THE DRAWINGS.

6. VERIFY SIZE, LOCATION, AND NUMBER OF ROOF OPENINGS WITH MECHANICAL AND ELECTRICAL PLANS AND CONTRACTORS.

7. PROVIDE BRIDGING ANCHORS FIRMLY ANCHORED TO MASONRY WALLS, BEAMS, AND COLUMNS AT EACH END OF EACH ROW OF

BRIDGING, TOP AND BOTTOM.

8. INSTALL JOISTS WITHIN A HORIZONTAL SWEEP TOLERANCE OF 1/4" IN 10 FEET.

9. METAL ROOF DECK IS DESIGNED FOR 3 SPAN CONDITIONS. IT IS THE RESPONSIBILITY OF THE DECK SUPPLIER TO ADJUST

THE THICKNESS (GAUGE) OF THE ROOF DECK AT SINGLE OR DOUBLE SPAN CONDITIONS AS REQUIRED BY THE STEEL DECK

INSTITUTE.

10. PROVIDE SUPPORT FOR EDGES OF DECK WHETHER SHOWN ON THE DRAWINGS OR NOT.

11. JOIST ENGINEER SHALL DESIGN AND PROVIDE JOIST SYSTEMS WITH CANTILEVERED “JOIST SUBSTITUTE” JOISTS FOR ALL

CONDITIONS SHOWN ON THE FRAMING PLANS, EVEN IF THE BACKSPAN LENGTHS ARE LESS THAN THE UNSUPPORTED

CANTILEVERED LENGTHS AND EVEN IF THERE IS A DEVIATION FROM SJI DEFAULT STANDARDS. THE CONTRACTOR SHALL

INCLUDE ALL COSTS ASSOCIATED WITH THIS REQUIREMENT IN THE PROPOSAL. THE JOIST ENGINEER SHALL DETERMINE THE

REACTIONS AT JOIST SUBSTITUTE JOISTS SUPPORT POINTS AND PROVIDE SUFFICIENT VERTICAL RESISTANCE (UP AND DOWN)

IN JOIST CONNECTIONS AND IN OTHER JOIST MEMBERS THAT SUPPORT JOIST SUBSTITUTE JOISTS.

12. ALL ROOF TOP CHORD EXTENSIONS OF STEEL JOIST SHALL BE DESIGNED BY THE JOIST ENGINEER FOR 45 PSF TOTAL/20 PSF

LIVE UNIFORM GRAVITY LOADING AND 60 PSF WIND UPLIFT (TYPICAL ALL TOP CHORD EXTENSIONS UNO). ALL FLOOR TOP

CHORD EXTENSIONS OF STEEL JOIST SHALL BE DESIGNED BY THE JOIST ENGINEER FOR 175 PSF TOTAL (ASSUMING 5” THICK

COMPOSITE FLOOR SYSTEM)/100 PSF LIVE.

CONCRETE MASONRY UNIT (CMU) WALL NOTES:

1. REFER TO THE ARCHITECTURAL DRAWINGS OR SPECIFICATIONS FOR TYPES OF MASONRY OTHER THAN CONCRETE MASONRY,

SUCH AS BRICK. THESE NOTES DO NOT APPLY TO 4" VENEER CMU.

2. MORTAR SHALL CONFORM TO TABLE 1 OF ASTM C270, TYPE N. THE MORTAR MIX DESIGN (BY VOLUME) SHALL BE SUBMITTED TO

THE ENGINEER BEFORE CONSTRUCTION BEGINS. HOLLOW CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90

LIGHTWEIGHT SPECIFICATIONS WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI. THE SPECIFIED COMPRESSIVE

STRENGTH, f'm, IS 1350 PSI.

3. COARSE CONCRETE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8” AND A SLUMP OF 8 TO

11 INCHES. GROUT MAY BE EITHER READY MIXED OR JOB MIXED, AND SHALL BE BASED ON A MIX DESIGN (BY VOLUME)

APPROVED BY THE ENGINEER. THE AMOUNT OF COARSE AGGREGATE SHALL NOT EXCEED THE AMOUNT OF FINE AGGREGATE.

EVIDENCE THAT THE MIX DESIGN SHOULD ACHIEVE A 28 DAY MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI SHALL BE

PROVIDED TO THE ENGINEER. HOWEVER, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPRESSIVE STRENGTH.

4. WHEN MIXING MORTAR AND GROUT, CONTAINERS OF KNOWN VOLUME SHALL BE USED. MEASUREMENT USING SHOVELS SHALL

NOT BE ALLOWED. IF MEASUREMENT BY SHOVELING IS DISCOVERED, THE ENGINEER MAY REQUIRE ALL WALLS BUILT SO FAR TO

BE TESTED PER ASTM C 1314 BY CUTTING 3 MASONRY PRISMS AND 3 GROUT CORES OUT OF THE WALL FOR EVERY 5,000

SQUARE FEET OF WALL, AND MAY REQUIRE ANY AREA OF WALL TESTING BELOW 1,500 PSI TO BE REPLACED AT NO COST TO THE

OWNER.

5. THREE GROUT PRISMS SHALL BE MADE DURING THE FIRST DAY OF MASONRY WORK AND FOR EVERY 5,000 SF OF WALL (OR

LESS) THEREAFTER, WITH ALL THREE PRISMS TESTED AT 28 DAYS. THE ENGINEER MAY REQUIRE ANY AREA OF WALL TESTING

BELOW 1,500 PSI TO BE REPLACED AT NO COST TO THE OWNER. EVERY TIME A SET OF GROUT PRISMS IS MADE, THE

LABORATORY SHALL VERIFY:

A. PROPORTIONS OF MORTAR AND GROUT MIXING

B. REBAR AND JOINT REINFORCEMENT SIZES AND LOCATIONS

C. PROPER GROUT PLACEMENT AT REBAR

D. HEADJOINTS ARE FULLY MORTARED

E. CONTROL JOINTS ARE REINFORCED AND FULLY MORTARED

F. PROPER COLD AND HOT WEATHER PROCEDURES USED

6. COLD WEATHER AND HOT WEATHER PROCEDURES SHALL BE USED IN ACCORDANCE WITH ACI 530.1/ASCE 6/TMS 602 ARTICLE

1.8C AND 1.8D.

7. REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL CONFORMING TO ASTM A-615 GRADE 60.

8. ALL LOAD BEARING CMU WALLS (IDENTIFIED ON THE ROOF PLAN) SHALL BE REINFORCED VERTICALLY AND HORIZONTALLY PER

THE TYPICAL MASONRY REINFORCEMENT DETAIL. VERTICAL REINFORCEMENT SHALL EXTEND TO THE TOP OF ALL PARAPETS.

PROVIDE REINFORCEMENT BARS ALL AROUND ALL OPENINGS, EXTENDING 2 FEET PAST EACH CORNER. REFER TO THE LINTEL

SCHEDULE FOR ADDITIONAL REINFORCEMENT. ALL TOP COURSES SHALL HAVE HORIZONTAL REINFORCEMENT. ALL

REINFORCEMENT BARS IN CMU WALLS SHALL BE PROVIDED WITH 1" CONCRETE GROUT COVER.

9. ALL NON-LOAD BEARING CMU WALLS SHALL BE REINFORCED VERTICAL AND HORIZONTALLY PER THE TYPICAL NON LOAD

BEARING WALL REINFORCEMENT DETAIL WITH STANDARD TRUSS TYPE DUR-O-WALL, AT 16 INCHES ON CENTER. HORIZONTAL

BOND BEAMS SHALL BE LOCATED AT THE TOP COURSE OF THE WALL AND ABOVE AND BELOW OPENINGS. PROVIDE 1 #4 BAR

VERTICAL REINFORCEMENT ON EACH SIDE OF AN OPENING. EXTEND REINFORCEMENT 2 FEET PAST EACH CORNER OF AN

OPENING. REFER TO THE LINTEL SCHEDULE FOR ADDITIONAL REINFORCEMENT. ALL REINFORCEMENT BARS IN CMU WALL SHALL

BE PROVIDED WITH 1" CONCRETE GROUT COVER.

10. ALL VERTICAL REINFORCEMENT DISPLACED BY OPENINGS IN CMU WALLS SHALL BE EQUALLY REDISTRIBUTED TO BOTH SIDES

OF THE OPENING. THE REDISTRIBUTED VERTICAL REINFORCEMENT SHALL EXTEND THE FULL HEIGHT OF MASONRY WALLS. THE

PORTIONS OF WALL ABOVE AND BELOW OPENINGS SHALL STILL BE REINFORCED AS INDICATED IN THE PLANS, DETAILS AND

SECTIONS.

11. THE MINIMUM SPLICE LENGTH FOR ALL VERTICAL AND HORIZONTAL REINFORCEMENT IN ALL MASONRY SHALL BE AS FOLLOWS:

#4 BARS - 2'-0" (MIN)

#5 BARS - 2'-7" (MIN)

#6 BARS - 4'-10" (MIN)

#7 BARS - 6'-7" (MIN)

12. PROVIDE VERTICAL CONTROL JOINTS AT LOCATIONS APPROVED BY THE ARCHITECT, WITH A MAXIMUM SPACING OF 20 FEET.

HORIZONTAL BOND BEAM REINFORCEMENT SHALL CONTINUE THROUGH ALL CONTROL JOINTS IN ALL WALLS (BOTH

LOAD-BEARING AND NON-LOAD BEARING WALLS). CONTROL JOINTS SHALL CONSIST OF A VERTICAL MASONRY JOINT, RAKED

BACK AND CAULKED.

13. AT ALL STEEL COLUMNS FLUSH AGAINST CMU, WIREBOND 1000 TYPE I ANCHORS OR EQUAL SHALL BE INSTALLED AT 16” OC

WITH TIES IN THE BED JOINTS.

14. DOVETAIL ANCHORS SHALL BE USED AT ALL VENEER TIES ANCHORED INTO CONCRETE.

DESIGN LOADS:

THE FOLLOWING DESIGN LOADS WERE USED FOR THIS BUILDING BASED ON THE 2009 INTERNATIONAL BUILDING CODE:

FLOOR LIVE LOADS: 100 PSF

LIGHT STORAGE AREAS: 125 PSF

MECHANICAL ROOMS: 150 PSF

ALL OTHER AREAS: 100 PSF

ROOF LIVE LOAD: 20 PSF

ROOF SNOW LOAD

GROUND SNOW LOAD = 5 PSF

FLAT-ROOF SNOW LOAD = 5 PSF

SNOW EXPOSURE FACTOR = 1.0

SNOW LOAD IMPORTANCE FACTOR, = 1.1

THERMAL FACTOR. = 1.0

WIND DESIGN DATA:

BASIC WIND SPEED (3 SECOND GUST): 90 MPH

WIND IMPORTANCE FACTOR: 1.15

WIND EXPOSURE CATEGORY: C

INTERNAL PRESSURE COEFFICIENTS: +/- 0.18

ALL NEW COMPONENTS AND CLADDING NOT DESIGNED BY THE ENGINEER SHALL BE DESIGNED FOR 25 PSF SERVICE LOAD

UNLESS OTHERWISE APPROVED BY THE ENGINEER.

EARTHQUAKE DESIGN DATA:

SEISMIC IMPORTANCE FACTOR, I: 1.25

MAPPED SPECTRAL RESPONSE ACCELERATIONS: SS=0.116 S1=0.063

SITE CLASS: D

SEISMIC DESIGN CATEGORY: B

BASIC SEISMIC-FORCE-RESISTING SYSTEM: ORDINARY PLAIN MASONRY SHEAR WALL

DESIGN BASE SHEAR: 73K

SEISMIC RESPONSE COEFFICIENT: Cs = 0.08

RESPONSE MODIFICATION FACTOR: R = 1.5

ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE METHOD

FLOOD HAZARD INFORMATION:

THIS BUILDING IS NOT DESIGNED FOR FLOOD LOADS.

CAST-IN-PLACE CONCRETE NOTES:

1. REFER TO THE PROJECT SPECIFICATIONS FOR CONCRETE MIX DESIGN REQUIREMENTS.

2. IF THE AIR TEMPERATURE IS GREATER THAN 90 DEGREES WITHIN 24 HOURS AFTER PLACEMENT, HOT WEATHER CONCRETE

PROCEDURES SHALL BE USED. THE CONTRACTOR SHALL SUBMIT A PROCEDURE TO THE ENGINEER FOR APPROVAL. THESE

PROCEDURES MAY INCLUDE THE FOLLOWING:

A. PLACING THE CONCRETE IN THE EARLY MORNING HOURS

B. THE USE OF EVAPORATION REDUCER (SEE BELOW)

C. THE USE OF MISTING AS A CURING METHOD

D. THE USE OF WET BLANKETS AS A CURING METHOD

3. CONCRETE CYLINDERS SHALL BE MADE IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS FOR EACH DAYS POUR. THE

CONCRETE SLUMP, TEMPERATURE, AND AIR CONTENT SHALL BE MEASURED EVERY TIME A SET OF FOUR CYLINDERS IS MADE.

4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF THE AMERICAN CONCRETE INSTITUTE

STANDARDS "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" (ACI 318) AND "SPECIFICATIONS FOR STRUCTURAL

CONCRETE FOR BUILDINGS" (ACI 301). SPLICES IN REINFORCEMENT SHALL MEET CLASS B TENSION LAP REQUIREMENTS UNLESS

NOTED OTHERWISE.

5. COVER FOR ALL REINFORCEMENT SHALL MEET THE COVERAGE REQUIREMENTS AS SHOWN IN THE LATEST ACI 318, AS NOTED

BELOW OR AS SHOWN ON THE DETAILS. COVER DIMENSIONS SHOWN ON THE DETAILS CONTROL OVER THE ACI 318 OR THOSE

NOTED BELOW:

A. AGAINST FORMED SURFACES: 1 1/2"

B. AGAINST EARTH: 3"

C. BETWEEN REBAR: 1 1/2"

D. TOP OF SLAB ON GRADE: 1 1/2"

6. ANY CONCRETE TO BE PLACED FURTHER THAN 16 FEET FROM THE END OF A CONCRETE TRUCK SHALL BE PUMPED WITH A

COMMERCIAL CONCRETE PUMPING TRUCK OR OTHER PLACEMENT METHOD APPROVED BY THE ENGINEER. THE CONCRETE

TRUCK SHALL NOT BE ALLOWED TO DRIVE OVER THE SUBGRADE OR THE SLAB REINFORCEMENT.

7. REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL CONFORMING TO ASTM A-615 GRADE 60.

REINFORCEMENT SMALLER THAN #4 BARS SHALL BE COLD BENT WHENEVER BENDING IS REQUIRED IN THE FIELD.

REINFORCEMENT GREATER THAN A #4 BAR MAY BE BENT IN THE FIELD WITH HEAT UNLESS NOTED ON THE PLANS OR DIRECTED

BY THE ENGINEER OTHERWISE.

8. PROVIDE CORNER BARS IN FOOTINGS, THE SAME SIZE AND NUMBER AS CONTINUOUS REINFORCEMENT UNLESS NOTED ON THE

PLANS OR TYPICAL DETAILS OTHERWISE.

9. WHERE REQUIRED, STEP NEW FOOTINGS UP OR DOWN IN RATIO OF TWO HORIZONTALS TO ONE VERTICAL TO JOIN EXISTING

FOOTINGS. CAST STEPPED FOOTINGS MONOLITHICALLY.

10. DOWEL CONCRETE AND CMU WALLS, PILASTERS AND PIERS INTO FOOTINGS WITH DOWELS THE SAME SIZE AND SPACING AS

VERTICAL REINFORCEMENT. EXTEND DOWELS TO WITHIN 3" OF BOTTOM OF FOOTING, TERMINATED WITH ACI STD. 90 DEGREE

HOOK, UNLESS SPECIFICALLY NOTED OTHERWISE.

11. PROVIDE A ROUGH CONCRETE SURFACE (1/4" MINIMUM AMPLITUDE) AT THE INTERSECTION OF CONCRETE WALLS, STEM WALLS,

AND PILASTERS WITH THE TOP OF FOOTINGS, DO NOT PROVIDE A KEYWAY UNLESS SHOWN OR NOTED ON THE DRAWINGS

12. PROVIDE 1" x 1" CHAMFER AT ALL EXPOSED CORNERS UNLESS NOTED OTHERWISE.

13. NO HOLES OR OPENINGS ARE PERMITTED THROUGH CONCRETE SLABS, BEAMS, OR WALLS EXCEPT AS FOLLOWS:

A. WHERE SHOWN AND AS DETAILED ON DRAWINGS.

B. MISCELLANEOUS HOLES THROUGH SLABS OR WALLS WHICH DO NOT DISPLACE MORE THAN ONE BAR. THESE DO NOT

REQUIRE ADDITIONAL REINFORCEMENT.

14. LOCATE ADDITIONAL CONSTRUCTION JOINTS REQUIRED TO FACILITATE CONSTRUCTION AS ACCEPTABLE TO ENGINEER. LOCATE

WALL CONSTRUCTION JOINTS AT MASONRY CONTROL JOINTS WHERE POSSIBLE. PLACE REINFORCEMENT CONTINUOUSLY

THROUGH JOINT. DETAIL JOINT AND SHOW ON SHOP DRAWINGS.

15. WHERE MASONRY VENEER IS LOCATED ADJACENT TO WALLS, STEM WALLS, COLUMNS AND GRADE BEAMS GREATER THAN 24

INCHES HIGH, PROVIDE FULL HEIGHT DOVETAIL SLOT INSERTS AT 2'-0” O.C. FOR MASONRY ANCHORS. PLACE ANCHORS AT 16"

O.C. VERTICALLY.

16. PLACE INTERMEDIATE HORIZONTAL BARS (#4 AT 12" MAXIMUM) ON EACH VERTICAL FACE OF ALL BEAMS GREATER THAN 36” IN

DEPTH UNLESS NOTED OTHERWISE.

17. CAST CONCRETE ON SLOPED SURFACES BEGINNING AT LOWEST ELEVATION AND CONTINUING MONOLITHICALLY TOWARD

HIGHER ELEVATIONS UNTIL INTENDED POUR IS COMPLETED.

18. REINFORCING BARS, BAR SUPPORTS, AND SPACERS SHALL BE DETAILED AND PROVIDED IN ACCORDANCE WITH THE LATEST ACI

DETAILING MANUAL. USE WIRE-BAR SUPPORTS COMPLYING WITH CRSI SPECIFICATIONS. SUPPORTS SHALL NOT BE PLACED

FURTHER THAN 4 FEET APART. DAYTON/RICHMOND PRODUCTS (800-745-3703) OR EQUAL UNLESS NOTED OTHERWISE IN THE

SPECIFICATIONS:

A. AT SLABS-ON-GRADE: (SLAB THICKNESS MINUS 1 1/2 INCHES) HIGH, TYPE R21, OR TYPE BBP USE SUPPORTS WITH SAND

PLATES OR HORIZONTAL RUNNERS WHERE BASE MATERIAL WILL NOT SUPPORT CHAIR LEGS. CONCRETE BLOCK OR CLAY

MASONRY MAY NOT BE USED.

B. AT FOOTINGS: 3 IN. HIGH, TYPE R21

C. FOR EXPOSED TO VIEW CONCRETE SURFACES WHERE LEGS OF SUPPORTS ARE IN CONTACT WITH THE FORMS, PROVIDE

SUPPORTS WITH LEGS THAT ARE PLASTIC PROTECTED (CRSI, CLASS 1) OR STAINLESS STEEL PROTECTED (CRSI, CLASS 2).

19. ALL GRADE BEAM STEEL SHALL BE CONTINUOUS WHERE POSSIBLE. TOP BARS SHALL BE SPLICED AT THE CENTER OF THE SPAN,

BOTTOM BARS OVER THE SUPPORTS, AND OTHER HORIZONTAL AND TEMPERATURE BARS AS REQUIRED. MINIMUM SPLICE

LENGTH SHALL BE 60 BAR DIAMETERS UNLESS NOTED OTHERWISE ON THE PLANS OR STANDARD DETAILS. REFER TO THE

DETAILS AND SCHEDULES FOR SPLICE LENGTHS.

20. SEE ARCHITECTURAL AND MECHANICAL/ELECTRICAL DRAWINGS FOR EXACT LOCATIONS AND DETAILS OF DEPRESSED SLABS,

FLOOR DRAIN LOCATIONS, PLATFORMS, CURBS, AND PADS.

21. ALL GRADE BEAMS MAY BE FORMED WITH TRENCHING AT THE CONTRACTOR'S OPTION.

22. SAW-CUTS IN CONCRETE SLABS SHALL BE MADE USING EARLY-ENTRY EQUIPMENT AS SOON AS THE CONCRETE IS OF

SUFFICIENT STRENGTH TO SAW WITHOUT RAVELING THE AGGREGATE. ANY TIME LAPSE GREATER THAN 4 HOURS AFTER

PLACING THE CONCRETE SHALL BE PERMITTED ONLY IF APPROVED BY THE ENGINEER.

23. EPOXY OR ADHESIVE ANCHORS AND DOWELS INTO CONCRETE WITH REBAR OR THREADED RODS, SHALL BE AS NOTED BELOW.

INSTALL ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS, WHICH INCLUDES CLEANING THE HOLE WITH AIR AND

USING A MANUFACTURER APPROVED DISPENSING TOOL WITH MIXING NOZZLE.

A. INTO CONCRETE: HILTI HIT-HY 200 OR EQUAL

B. UNLESS NOTED MORE STRINGENTLY OTHERWISE, THE MINIMUM EMBEDMENT DEPTH OF EPOXY OR ADHESIVE ANCHORS

AND DOWELS INTO CONCRETE SHALL BE AS FOLLOWS:

1) 3/8” DIA. THREADED ROD OR #3 REBAR: 4 ½”

2) 1/2” DIA. THREADED ROD OR #4 REBAR: 4 1/2”


4) 3/4” DIA. THREADED ROD OR #6 REBAR: 6 ¾”


6) 1” DIA. THREADED ROD OR #8 REBAR: 9”

24. NO PIPING OR CONDUITS SHALL BE INSTALLED IN ANY CONCRETE WITHOUT THE APPROVAL OF THE ENGINEER. IN GENERAL, IF

APPROVED BY THE ENGINEER, ANY PIPING OR CONDUITS MUST BE LOCATED IN THE MIDDLE OF THE SLAB AND NOT BE OVER

ONE INCH IN DIAMETER. REFER TO THE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR PENETRATIONS.

25. ALL DOWELS, ANCHOR BOLTS, EMBEDDED STEEL, ELECTRICAL CONDUITS, PIPE SLEEVES, PIPING, WATERSTOPS, INSERTS,

GROUNDS, AND ALL OTHER EMBEDDED ITEMS AND FORMED DETAILS SHALL BE IN PLACE BEFORE START OF CONCRETE

PLACEMENT. FOR EMBEDDED ITEMS AND REQUIRED DETAILS, SEE MECHANICAL, ELECTRICAL, AND ARCHITECTURAL DRAWINGS.

VERIFY SIZE AND LOCATION OF ALL OPENINGS.

26. ALL PIPING AND DUCT PENETRATIONS THROUGH NEW STRUCTURAL SLABS ARE TO BE SLEEVED OR CHASED. NO CORING OF

SLAB IS PERMITTED. ALL PIPING THROUGH EXISTING STRUCTURAL SLABS MAY BE CORED IF APPROVED BY ENGINEER.

27. THE CONTRACTOR SHALL VERIFY VAPOR BARRIER IS PROVIDED UNDER ALL SLAB AREAS WITH TILE, CARPET OR OTHER

MOISTURE SENSITIVE COVERINGS PER THE FLOOR FINISH SCHEDULE (AFTER ALL ADDENDA).

STEEL NOTES:

1. STRUCTURAL STEEL FABRICATION AND ERECTION SHALL CONFORM TO THE AISC MANUAL OF STEEL CONSTRUCTION.

2. WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY.

3. ANY CONNECTIONS WITHOUT WELD SYMBOLS SHALL BE AT A MINIMUM WELDED ALL AROUND WITH THE MINIMUM FILLET, FLARE

BEVEL OR BUTT WELD SIZE.

4. STRUCTURAL STEEL C SHAPES, ANGLES, PLATES, ETC. SHALL CONFORM TO ASTM A36 REQUIREMENTS (36 KSI). STRUCTURAL

STEEL W SHAPES SHALL CONFORM TO ASTM A992 (50 KSI). STRUCTURAL TUBING AND PIPES SHALL CONFORM TO THE ASTM

A500 GRADE B REQUIREMENTS (46 KSI).

5. DO NOT PLACE HOLES THROUGH STRUCTURAL STEEL MEMBERS EXCEPT AS SHOWN AND DETAILED ON STRUCTURAL

DRAWINGS.

6. CONNECTIONS:

A. ALL STEEL CONNECTIONS SHALL BE DESIGNED BY A CONNECTION ENGINEER TO BE HIRED BY THE CONTRACTOR. THE

CONTRACTOR'S CONNECTION ENGINEER RESPONSIBLE FOR THE CONNECTION DESIGN SHALL BE A PROFESSIONAL

ENGINEER FAMILIAR WITH THE DESIGN OF SUCH ELEMENTS AND SHALL BE LICENSED TO PRACTICE ENGINEERING IN THE

STATE OF TEXAS. CONNECTION DESIGNS AND DETAILS SHOWN ON THE DRAWINGS SHALL BE CONSIDERED MINIMUMS.

FINAL CONFIGURATION, PLATE AND ANGLE THICKNESSES, NUMBER OF BOLTS, BOLT DIAMETERS, AND WELD DESIGNS

SHALL BE DESIGNED BY THE CONTRACTOR'S CONNECTION ENGINEER. CONNECTION DESIGN WILL BE SUBJECT TO REVIEW

AND APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL

INFORMATION AND REQUIREMENTS.

B. ALL BOLTED CONNECTIONS ARE TO BE 3/4" MINIMUM DIAMETER A325 TYPE N OR SC BOLTS IN STANDARD HOLES UNLESS

NOTED OTHERWISE OR AS DETERMINED BY THE CONNECTION DESIGNER OR NOTED ON THE PLANS. DESIGN USING

STANDARD HOLES UNLESS OTHERWISE NOTED OR REQUIRED FOR ERECTION.

C. MINIMUM CAPACITY OF BEAM CONNECTIONS: FOR CONNECTIONS NOT DETAILED, PROVIDE CONNECTION CAPACITY OF AT

LEAST THAT REQUIRED BY PART 3 OF THE AISC MANUAL IN THE SECTION "MAXIMUM TOTAL UNIFORM LOAD TABLES" FOR

LRFD DESIGN OR "ALLOWABLE LOADS ON BEAMS" FOR ALLOWABLE STRESS DESIGN, FOR THE GIVEN MEMBER AND STEEL

SPECIFICATIONS. CONCENTRATED LOADS NEAR SUPPORTS MUST BE ADDED.

D. THE DESIGN SHEAR FOR EACH CONNECTION UNLESS NOTED ON THE DRAWINGS SHALL BE 110% OF THE REACTION FROM A

UNIFORM LOAD OVER THE SPAN WHICH CREATES THE MAXIMUM DESIGN MOMENT FOR ROOF BEAM CONNECTIONS AND

180% FOR COMPOSITE FLOOR CONNECTIONS. THE MINIMUM REACTION SHALL BE 14 KIPS.

E. INDICATOR BOLTS EQUAL TO TENSION FOR CONTROL BOLTS OF THE LeJEUNE COMPANY OF LAKEVILLE, MINNESOTA

(800-872-2658) SHALL BE USED.

F. USE MINIMUM OF TWO 3/4" DIAMETER A325 BOLTS PER CONNECTION.

7. FRAME ALL OPENINGS IN ROOF DECK 8" OR LARGER WITH A STRUCTURAL STEEL MEMBER ON ALL SIDES EXCEPT WHERE A SIDE

MAY BE WITHIN 1'-0” OF ANOTHER FRAMING MEMBER. FRAMING NOT REQUIRED FOR ROOF OPENINGS SMALLER THAN 8".

8. THE CONTRACTOR SHALL VERIFY THAT THE FLOW LINE OF ALL SCUPPERS, INCLUDING OVERFLOW SCUPPERS, IS NO HIGHER

THAN 4" ABOVE THE TOP OF THE ROOFING MATERIAL (DISCOUNTING ANY CANT STRIPS OR FLASHING).

9. PROVIDE 3/8" STIFFENER PLATES ON EACH SIDE OF THE WEB OF ALL BEAMS AT ALL SUPPORTS THAT ARE BELOW THE BEAM,

AND AT ALL COLUMNS THAT ARE ABOVE THE BEAM, OMITTING WHERE BEAMS INTERSECT.

10. FOR PROPOSAL PURPOSES, STEEL FABRICATORS WITH NON-AISC SHOPS SHALL ASSUME THAT THE SITA STAFF WILL REQUIRE

THE FULL SCOPE OF INSPECTION AND TESTING FOR ON-SITE STEEL CONSTRUCTION SHALL APPLY TO THE NON-AISC-CERTIFIED

SHOP CONSTRUCTION.

GENERAL NOTES:

1. REFER TO THE PROJECT MANUAL FOR GOVERNING JOB REQUIREMENTS AND MATERIAL SPECIFICATIONS. THE FOLLOWING

NOTES ARE SUPPLEMENTAL TO THE ABOVE REQUIREMENTS.

2. ALL DIMENSIONS TO, OF, AND IN EXISTING STRUCTURES SHALL BE VERIFIED IN FIELD BY CONTRACTOR WITH ALL

DISCREPANCIES REPORTED TO THE ENGINEER.

3. DO NOT CHANGE THE SIZE NOR SPACING OF STRUCTURAL ELEMENTS WITHOUT THE APPROVAL OF THE ENGINEER.

4. DETAILS SHOWN AS TYPICAL APPLY TO SIMILAR CONDITIONS UNLESS NOTED OTHERWISE.

5. THESE DRAWINGS DO NOT INCLUDE NECESSARY COMPONENTS FOR CONSTRUCTION SAFETY.

6. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE

METHODS OF CONSTRUCTION UNLESS SPECIFICALLY STATED OR NOTED. THE CONTRACTOR SHALL PROVIDE ALL MEASURES

NECESSARY TO PROTECT THE WORKMEN AND OTHER PERSONS DURING CONSTRUCTION. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR ALL REQUIRED BRACING OF THE BUILDING AND OTHER STRUCTURES REQUIRED FOR CONSTRUCTION AND

WIND LOADS UNTIL ALL STRUCTURAL ELEMENTS NEEDED FOR STABILITY ARE INSTALLED.

7. THE DESIGN IS BASED ON 2009 INTERNATIONAL BUILDING CODE.

8. CONTRACTOR SHALL DETERMINE EXACT LOCATION OF EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE

FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE AND

PRESERVE UNDERGROUND UTILITIES.

9. INCORRECTLY FABRICATED, DAMAGED, OR OTHERWISE MISFITTING OR NONCONFORMING MATERIALS OR CONDITIONS SHALL

BE REPORTED TO THE OWNER PRIOR TO REMEDIAL OR CORRECTIVE ACTION. ANY SUCH ACTION SHALL REQUIRE ENGINEER'S

APPROVAL.

10. EACH CONTRACTOR SHALL COOPERATE WITH THE OWNER'S REPRESENTATIVE AND COORDINATE HIS WORK WITH THE WORK

OF OTHERS.

11. PRINCIPAL OPENINGS ARE INDICATED ON THE STRUCTURAL DRAWINGS. REFER TO ARCHITECTURAL, MECHANICAL AND

ELECTRICAL DRAWINGS FOR SLEEVES, BLOCKOUTS, INSERTS, CURBS, OPENINGS AND SLAB DEPRESSIONS THAT ARE REQUIRED

BUT NOT SHOWN ON THE STRUCTURAL DRAWINGS. VERIFY SIZE AND LOCATION OF OPENINGS PRIOR TO BEGINNING WORK. FOR

DIMENSIONS NOT SHOWN, SEE MECHANICAL, ELECTRICAL, CIVIL AND ARCHITECTURAL DRAWINGS.

12. VERIFY SIZE AND LOCATION OF EQUIPMENT PADS WITH MECHANICAL AND/OR ELECTRICAL CONTRACTOR AND EQUIPMENT

MANUFACTURER.

13. THE STRUCTURAL DRAWINGS SHALL NOT BE SCALED FOR DETERMINATION OF QUANTITY, LENGTH OR FIT OF MATERIALS.

14. CONTRACTOR SHALL COMPARE STRUCTURAL AND ARCHITECTURAL DRAWINGS AND REPORT ANY DISCREPANCY TO THE

ARCHITECT PRIOR TO FABRICATION OR INSTALLATION OF STRUCTURAL MEMBERS.

15. CONTRACTOR SHALL ENSURE THAT CONSTRUCTION MATERIALS WHOSE WEIGHT EXCEEDS THE DESIGN LIVE LOADS INDICATED

ON THE STRUCTURAL DRAWINGS ARE NOT STORED ON STRUCTURALLY SUPPORTED FLOOR OR ROOF FRAMING.

16. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF ANY CONDITION WHICH, IN HIS OR HER OPINION, MIGHT

ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS IN THE STRUCTURE.

17. CMU FIREWALLS HAVE BEEN DESIGNED FOR THE STANDARD LOADS REQUIRED BY THE BUILDING CODE WITH THE WALLS

BRACED AT ROOF AND FLOOR LOCATIONS, AS WELL AS IN A CANTILEVER UP FROM THE GROUND WITH A HORIZONTAL LIVE LOAD

OF 7 PSF. IT IS OUR INTERPRETATION OF THE BUILDING CODE THAT IN ORDER FOR THE WALL TO STAND FOR TWO HOURS IN THE

EVENT OF A FIRE, THE WALL WOULD NEED TO MEET THE MINIMUM LIVE LOADING AS WELL AS THE PROBABLE WIND LOAD OVER

THAT SAME TIME PERIOD. THIS 7 PSF LIVE LOAD EXCEEDS THE MINIMUM 5 PSF LIVE LOAD REQUIRED BY THE BUILDING CODE AS

WELL AS EXCEEDING THE PROBABLE WIND LOAD OVER A 2 HOUR PERIOD.

18. REFER TO SECTION 014533 OF THE PROJECT SPECIFICATIONS FOR QUALITY ASSURANCE PLAN AND SPECIAL INSPECTION

REQUIREMENTS.

IMPORTANT NOTE REGARDING STABILITY DURING CONSTRUCTION:

1. THE EXTERIOR REINFORCED CONCRETE MASONRY WALLS ARE SHEAR WALLS PROVIDING PERMANENT STABILITY TO THE

BUILDING. UNTIL THESE WALLS ARE CONSTRUCTED AND CAN PROVIDE STABILITY TO THE STRUCTURE, THE GENERAL

CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT A PROPER MEANS OF TEMPORARY STABILITY IS PROVIDED TO THE

CONSTRUCTION.

2. TOP OF BEAMS ELEVATIONS ARE DELIBERATELY NOT PROVIDED ON THE FRAMING PLANS BECAUSE THE TOP OF BEAM

ELEVATION SHALL BE ESTABLISHED BY THE STEEL DETAILER BASED ON THE GEOMETRIC ROOF REQUIREMENTS DEFINED BY

THE CONSTRUCTION DRAWINGS AND BOTTOM OF DECK ELEVATIONS. THE TOP OF BEAM ELEVATIONS SHALL ACCOUNT FOR THE

ACTUAL JOIST SEAT DEPTHS, AS ESTABLISHED ON THE STEEL JOIST SHOP DRAWINGS.

IMPORTANT REMODEL NOTES:

1. THE PLANS AND SECTIONS DO NOT NECESSARILY SHOW ALL LOCATIONS WHERE TYPICAL DETAILS APPLY. IN ADDITION,

TYPICAL DETAILS PROVIDED ON DRAWING SHEETS FOR ANY PORTION OF THE OVERALL CONSTRUCTION CONTRACT (E.G.

DIFFERENT VOLUMES, CONSTRUCTION PHASES, BUILDING AREAS TO BE REMODELED, ETC<) SHALL APPLY TO ALL WORK IN THE

CONSTRUCTION CONTRACT EVEN IF THEY ARE NOT EXPLICITLY SHOWN ON THE DRAWINGS FOR THIS SPECIFIC PORTION OF THE

OVERALL CONSTRUCTION CONTRACT. REFER TO THE ARCHITECTURAL DRAWINGS FOR THE FINISHED SCOPE AND REFER TO

THE STRUCTURAL DRAWINGS AND NOTES FOR DIRECTION ON HOW TO ACHIEVE THAT FINISHED SCOPE UNDER THE EXISTING

CONDITIONS. EXAMPLES OF THIS INCLUDE AREAS WHERE THE EXISTING SLAB ON GRADE FOUNDATIONS WILL BE REQUIRED TO

BE REMOVED AND REPLACED TO FACILITATE INSTALLATION OF NEW PLUMBING. THE CONTRACTOR SHALL DETERMINED THE

LOCATIONS WHERE EXISTING SLABS WILL HAVE TO BE REMOVED AND REPLACED, AND WHERE THE TYPICAL EXISTING SLAB ON

GRADE REPAIR DETAIL SHALL APPLY.

2. WHERE NEW FOUNDATIONS ARE ADJACENT TO EXISTING FOUNDATIONS, EXISTING FOUNDATIONS EXTENDING BEYOND THE

EXISTING BUILDING LINES SHALL BE CHIPPED BACK AS REQUIRED TO FACILITATE INSTALLATION OF THE NEW FOUNDATIONS

WITH A MINIMUM 1" CLEAR BETWEEN THE EXISTING FOUNDATION AND THE PROPOSED FOUNDATIONS. PROPOSERS SHALL

ASSUME FOR PROPOSAL PURPOSES THE EXISTING FOUNDATIONS WILL BE REQUIRED TO BE CHIPPED BACK 6" INCHES TO

FACILITATE INSTALLATION OF THE NEW FOUNDATIONS. THE ACTUAL OF CHIPPING REQUIRED SHALL BE DETERMINED BY THE

CONTRACTOR.

3. AT NEW OPENINGS IN EXISTING WALLS AND WHERE EXISTING WALLS ARE DEMOLISHED, UNLESS OTHERWISE INDICATED ON

THE STRUCTURAL PLANS AND/OR SECTIONS/DETAILS, THE CONTRACTOR SHORE UP THE EXISTING STRUCTURE. THE

CONTRACTOR SHALL BE RESPONSIBLE FOR SAFETY OF PERSONNEL AND ANY DAMAGE TO PROPERTY CAUSED BY DEMOLITION

OPERATIONS. ADDITIONAL MEANS OF SHORING THE WALLS DURING DEMOLITION SHOULD BE PROVIDED IF THE CONTRACTOR

BELIEVES APPROPRIATE. AT LOCATIONS SHOWN ON THE ARCHITECTURAL PLANS AND SECTIONS WHERE THE ARCHITECTURAL

DRAWINGS INDICATE NEW OPENINGS IN EXISTING MASONRY WALLS OR WHERE EXISTING LOAD-BEARING MASONRY WALLS ARE

TO BE DEMOLISHED, DEMOLISH THE EXISTING MASONRY AND INSTALL NEW REINFORCED CONCRETE MASONRY LINTELS AND

JAMBS PER THE NOTES/SPECIFICATIONS/DETAILS/SCHEDULES FOR NEW MASONRY TO CREATE THE LINTEL AND JAMBS,

TOOTHING TOGETHER NEW MASONRY INTO EXISTING MASONRY EVERY OTHER COURSE. WHERE THE NEW MASONRY LINTELS

ARE TO BE LOCATED ABOVE CEILINGS BECAUSE LINTELS ARE NOT SHOWN ON THE THER REFLECTED CEILING PLAN, THE

CONTRACTOR SHALL HAVE THE OPTION TO INSTALL A NEW CHANNEL LINTEL ASSEMBLY PER THE SCHEDULE ON THE TYPICAL

DETAIL. ANY NEW HEADERS AND JAMBS REQUIRED FOR NEW OPENINGS IN EXISTING CFMF WALLS SHALL BE DESIGNED BY THE

CONTRACTOR'S CFMF ENGINEER.

4. AT INTERIOR WALLS TO BE DEMOLISHED, WHERE DEMOLITION ENDS AT AN EXISTING INTERIOR CFMF OR EXISTING INTERIOR

MASONRY WALL, INSTALL NEW INTERIOR WALL BRACING PER TYPICAL DETAILS FOR NEW CONSTRUCTION.

FOUNDATION AND SOIL PREPARATION NOTES:

1. THE FOUNDATION DESIGN IS BASED ON RECOMMENDATIONS IN THE GEOTECHNICAL REPORT NO. G4863-175 BY ETTL

ENGINEERS AND CONSULTANTS INC. AND DATED OCTOBER 10, 2017. MAT SLAB DESIGN IS BASED ON AN ALLOWABLE BEARING

PRESSURE OF 1,000 POUNDS PER SQUARE FOOT. GRADE BEAMS SHALL BEAR A MINIMUM OF 2 FEET BELOW THE FINISHED SLAB

SUBGRADE OR ADJACENT EXTERIOR FINAL GRADE WHICH EVER IS DEEPER. BEARING STRATUM FOR FOOTINGS SHALL BE

VERIFIED IN FIELD BY THE GEOTECHNICAL ENGINEER BEFORE PLACING CONCRETE FOOTINGS. PIER DESIGN IS BASED ON AN

ALLOWABLE VERTICAL LOAD CHART IN GEOTECHNICAL REPORT FOR END BEARING AND SKIN FRICTION.

2. THE CONTRACTOR AND DRILLER SHALL REVIEW THE REPORT AND BORING LOGS DURING THE BIDDING PHASE OF THE PROJECT.

IF THE CONTRACTOR BELIEVES DISCREPANCIES EXIST BETWEEN THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT AND

THESE DOCUMENTS, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF SUCH DISCREPANCIES PRIOR TO

BIDDING. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INCLUDE THE DIFFERENCE BETWEEN FINAL AND EXISTING GRADES

IN THEIR BID. ADDITIONAL COST WILL NOT BE ALLOWED FOR FAILURE TO ACCOUNT FOR THE DIFFERENCE BETWEEN FINAL AND

EXISTING GRADES. REFER TO THE EXISTING SITE GRADING PLAN FOR FINAL AND EXISTING GRADES.

3. PROVIDE POSITIVE DRAINAGE FOR ALL TRENCHES DURING CONSTRUCTION. DO NOT ALLOW ANY PONDING OF WATER DURING

CONSTRUCTION.

4. BEAR ALL FOOTINGS ON UNDISTURBED NATIVE SOIL OR PROPERLY COMPACTED SELECT STRUCTURAL FILL AS APPROVED BY

THE GEOTECHNICAL ENGINEER. SOIL BEARING SURFACES, PREVIOUSLY ACCEPTED BY OWNER'S REPRESENTATIVE, WHICH ARE

ALLOWED TO BECOME SATURATED, FROZEN OR DISTURBED SHALL BE REWORKED TO SATISFACTION OF OWNER'S

REPRESENTATIVE.

5. THE SOIL BENEATH THE BUILDING AND 5 FEET AROUND THE PERIMETER SHALL BE TREATED AS FOLLOWS:

A. STRIP THE AREA OF ALL VEGETATION, REMOVE ALL ORGANICS, AND PAVEMENT.

B. REMOVE THE EXISTING SOIL TO AN ELEVATION WHICH IS 6'-0” BELOW FINAL GRADE.

C. THE NEXT 8 INCHES SHALL BE THOROUGHLY SCARIFIED, WITH WATER ADDED TO RAISE THE MOISTURE CONTENT TO AT

LEAST 3 PERCENTAGE POINTS ABOVE OPTIMUM, AND RE-COMPACTED TO A DENSITY IN THE RANGE OF 95% TO

100% OF STANDARD PROCTOR. THE FIRST LIFT OF FILL SHALL BE PLACED ON THE COMPACTED SUBGRADE WITHIN EIGHT

HOURS OF COMPLETING THE COMPACTION.

D. THE FILL REQUIRED TO RAISE THE BUILDING TO BENEATH THE FLOOR SLAB SHALL BE SELECT FILL. THE SELECT FILL SHALL

HAVE A PLASTICITY INDEX AND A PERCENT PASSING THE NO. 200 SIEVE OF 30 OR LESS. PLACE THE FILL IN

9-INCH LOOSE LIFTS AND COMPACT TO AT LEAST 100% OF THE STANDARD PROCTOR DESIGN AT A MOISTURE

CONTENT WITHIN - AND + PERCENTAGE POINTS OF OPTIMUM.

E. EACH LIFT SHALL BE TESTED FOR MOISTURE CONTENT AND IN PLACE DENSITY AT A RATE OF ONE TEST PER 3,000 SQUARE

FEET (MIN OF TWO PER LIFT).

F. REFER TO THE SPECIFICATIONS FOR ADDITIONAL SOIL PREPARATION NOTES.

DRILLED SHAFT (PIER) NOTES:

1. THE BOTTOM OF THE SHAFT SHALL BE CLEAN AND FREE OF LOOSE SOIL PRIOR TO PLACING CONCRETE.

2. SONOTUBE FORMING OF THE UPPER 2'-0” OF ALL PIERS SHALL BE USED TO PREVENT MUSHROOMING.

3. DRILLED SHAFT STEEL SHALL BE DELIVERED TO THE JOB SITE IN 40 OR 60 FEET LENGTHS AND THE PIER CAGE BUILT IN THOSE

LENGTHS. AFTER EACH PIER IS DRILLED, THE STEEL FOR THAT SHAFT SHALL BE CUT TO EXACT LENGTH FROM THE CAGE. NO

SPLICING OF THE STEEL SHALL BE ALLOWED.

4. DRILLED SHAFT REINFORCEMENT SHALL HAVE 3 CENTRALIGNER SLEDS BY PIERESEARCH (800-342-2409) OR 3 EZ-LOK SPACE

WHEELS BY EZ-LOK (800-531-3355) AROUND THE PIER AT 10 FEET ON CENTER, AND 2 HIJACKER BOLSTERS BY PIERESEARCH.

EZ-LOK SPACE WHEELS SHALL BE MODEL PLW-300/4-HD AND 3/4" THICK AT THE PERIMETER. PROVIDE 1-1/2 EXTRA TURNS TOP

AND BOTTOM FOR DRILLED SHAFT SPIRALS.

5. THE DRILLER SHALL USE A ROCK BIT WITH CARBIDE OR DIAMOND TIPPED TEETH IF ROCK IS ENCOUNTERED DURING THE

DRILLING OPERATION. THE CONTRACTOR SHALL PROVIDE A DRILLING RIG CAPABLE OF DRILLING THE HOLES BASED ON THE

BORING LOGS WHICH ARE AVAILABLE IF REQUESTED.

6. NOTE TO BUILDING OFFICIAL: OUR INTERPRETATION OF CODE REQUIREMENTS IS THAT ACI 318 PROVISIONS FOR

REINFORCEMENT OF COLUMNS DO NOT APPLY TO THE DEEP FOUNDATION ELEMENTS (E.G. DRILLED PIERS) BECAUSE THEY ARE

LATERALLY BRACED BY THE SOIL WHICH WITH WHICH THEY ARE CAST IN, EVEN THOUGH SOME SHRINKAGE OF THE SOIL OVER

THE ACTIVE DEPTH OF EXPENSIVE SOIL AT THE TOP DOES NOT LATERALLY BRACE THE DEEP FOUNDATION ELEMENTS, BECAUSE

OF THE VERY LIMITED LENGTHS RELATIVE TO THE COLUMN CROSS-SECTIONS. PLEASE NOTIFY THE ENGINEER BEFORE ISSUING

A BUILDING PERMIT IF THIS INTERPRETATION IS NOT ACCEPTABLE.

7. TOP OF DFE ELEVATION SHALL EQUAL BOTTOM OF GRADE BEAM, PILASTER, OR SLAB ELEVATIONS AS REQUIRED. TOP OF DFE

ELEVATIONS ARE DELIBERATELY NOT PROVIDED ON THE FOUNDATION PLANS. TOP OF DFE ELEVATIONS SHALL BE ESTABLISHED

BY THE CONTRACTOR BASED ON THE GEOMETRIC GRADE BEAM REQUIREMENTS DEFINED BY THE GRADE BEAM SCHEDULE ON

THE CONSTRUCTION DRAWINGS TAKING TOP OF SLAB ELEVATIONS DEFINED ON THE STRUCTURAL AND CIVIL DRAWINGS AND

FINAL GRADE ELEVATIONS INTO CONSIDERATION. THE TOP OF DFE ELEVATIONS SHALL ALLOW FOR THE BOTTOM OF ALL GRADE

BEAMS TO EXTEND A MINIMUM OF 12" BELOW ALL EXTERIOR FINAL GRADE. CONTRACTOR TO COORDINATE GRADE BEAM

DEPTHS (AFTER ALL ADDENDUM) AND INCREASE THE DEPTH OF THE GRADE BEAMS AS REQUIRED TO MEET THIS REQUIREMENT.

1

1



White Oak, Texas


Architectural Items For

Addendum No. 2

Page 1 of 2

ARCHITECTURAL ITEMS FOR ADDENDUM NO. 2 NOTICE TO PROPOSERS:









PROJECT MANUAL:

AD No 1, Arch. Item 1: To the Project Manual, Sections as listed below, Part 2 – Products;

Products listed herein are considered acceptable for conformance with the design concept of the project and general

compliance with the information given in the contract documents. The manufacturer, supplier and installer are responsible for

submitting the substitution request form in the Project Manual prior to consideration for acceptance. The manufacturer,

supplier and installer are responsible for meeting all requirements given in the contract documents unless specifically noted

in the written approval as listed here in the addendum.

AD No 1, Arch. Item 2: To the Project Manual, Section 00 2116, “INSTRUCTIONS TO PROPOSERS,”

Refer to attached Pre-Bid Sign-In sheet for attendees at the Pre-Proposal Meeting held at 4:00 p.m. in the High School

Parking Lot, Thursday, November 16, 2017.

AD No 1, Arch. Item 3: To the Project Manual, Section 01 2100, “ALLOWANCES,”

To paragraph 1.04.B, add the following “The graphic shall consist of the White Oak ‘WO’ Oil Derrick Logo cut from ¼” sheet

aluminum set off of the brick wall and backlit with LED lighting. The ‘Branding’ artwork shall be provided by the District.”

AD No 1, Arch. Item 4: To the Project Manual, Section 01 6210, “Schedule of Materials and Colors,”

For clarification to paragraph 4.02 LEGEND, “DIVISION 3 - CONCRETE” and “Concrete, Stained,” is in reference to

specification Section 03 3543, “BONDED ABRASIVE POLISHED CONCRETE FLOORS.”

AD No 1, Arch. Item 5: To the Project Manual, Section 32 1216, “ASPHALT PAVING”

For clarification, specification section is included in the Project Manual to cover patch and repair items as well as transitions

and tie-ins of new work to existing work.

DRAWINGS:

AD No 1, Arch. Item 6: To the Drawings, Sheet AS1.1, “ARCHITECTURAL SITE PLAN,”

1) For clarification, coordinate the location of the new transformer with the local utility.

2) For clarification, refer to Civil Sheets C5.0, “SITE PLAN,” C6.0 GRADING PLAN,” and Specification Section 32 9200,

“TURF AND GRASSES,” for designated grass areas and requirements.

11/21/17



White Oak, Texas


Architectural Items For

Addendum No. 2

Page 2 of 2

AD No 1, Arch. Item 7: To the Drawings, Sheet A5.2, “EXTERIOR ELEVATIONS - MIDDLE SCHOOL,”

For clarification, cast stone sills are required to replace the existing deteriorated stone sills for the window replacement at the

Middle School Lab Renovation as shown on EXTERIOR NORTH ELEVATION 2/A5.2 and in Detail 1/A3.3.

AD No 1, Arch. Item 8: To the Drawings, Sheets A7.3, A7.4 & A7.5, “TYPICAL ROOF DETAILS,”

For clarification, the existing High School and Middle School roofs are built-up roofs and the tie-ins for the modifications to

those buildings were detailed as such in this set of documents. Please refer to the “High School Roof Replacement” and

“Middle School Roof Replacement” packages to coordinate with the new roof types planned for the areas impacted by the

“High School Science Addition and Middle School Science Renovation.”

END OF ARCHITECTURAL ADDENDUM

Project Name: Science Labs Additions and Renovations


White Oak, Texas


Plumbing Items For

Addendum No. 2

Page 1 of 1

PLUMBING ITEMS FOR ADDENDUM NO. 2 NOTICE TO PROPOSERS:








DRAWINGS:

AD No 2, Plumb. Item 1: To the Drawings, Sheet PL1.1 , “PLUMBING FLOOR PLAN LEVEL 1 SECTION 1,”

1) See sheet PL1.1 “HS SCIENCE LAB” Gas piping has been added in the slab routed to the teachers desks.

END OF PLUMBING ADDENDUM

Z:\Huckabee\WHITE OAK\1 061 1200 002 BOND PROJECT 2017\01 ADMIN 1 061 1200 002\ADDENDA 1 061 1200 002\SCIENCE addenda 2\Addendum 2 - Plumbing 1739-01-

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1/2" HW

3/4" HW 1

/2"

HW

1/2" HW

1"

HW

1 1

/4"

CW 1

" H

W

1/2" CW 1/2" HW

R3

3/4" HW

1/2" HW 3/4

" H

W 1/2" CW

1/2" HW

1"

CW

1"

HW

1 1

/4"

CW

1"

HW

H2

H1

H1

1"

HW

1"

CW

P2

P2

P2

P2

P2

2 1/2" CW

3"

CW

2 1

/2"

CW

1"

CW

1/2

" C

W

1/2

" H

W

1 1/2" HW 1 1/2" HW

2" CW

1"

CW

1"

HW

1/2

" H

W 3

/4"

CW

1"

CW

1"

HW

4"

SS

4"

SS

4" SS

4"

SS

1

2

1/2" CW

3

4

5 63 5

1/2" HW

1/2" CW

4

3

3

4

6

5

7

8

3

4

3

6

4

3

8

7

6

5

84

3

87

8

7

5

6

433

4

5

6

3

35

6

4

3

8

4

3

6

5

4

3

1"

CW

65

D2

2" SS

62

1 1/2" CW

D2

D2

D2

D2

D2

D2

99

9

9

9

9

9

10

6D1

D1

5 11

P1

P2

P2

9

P4

P4

12

12

12

P4

3

M1

3

1/2" HW

4

D2

D2

13

14

3

13

P2

4

3

11

5

P3

P4

P4

P4

P5

P5

P5

P6

15

16

1/2" COND

13

3/4

" G

3/4

" G

3/4

" G

3/4

" G

3/4

" G

17

17

17

17

17

8

H2

H2

3

3

3

8

PL7.1

ALL UNDER SLAB GAS PIPING TO EACH TABLE MUST BE SLEEVED

6" FP REFER TO PS1.1FOR CONTINUATION

6" FDC FEED LINETO FEED REMOTE FDC

17

18

19

20

17

2

TEACHERS DESK TOHAVE HW/CW/GAS/SVPIPING, SIMILAR TOSTUDENT'S DESKS

2

TEACHERS DESK TOHAVE HW/CW/GAS/SVPIPING, SIMILAR TOSTUDENT'S DESKS

EMA Engineering and ConsultingTyler ▪ Austin ▪ HoustonPhone: 1-800-933-0538TBPE Firm Registration No. F-893www.estesmcclure.com

NEW WORK REQUIRED FOR INSTALLATION OF A COMPLETE AND WORKINGSYSTEM.

SUBMISSION OF BID WILL BE CONSIDERED ACKNOWLEDGMENT THAT THECONTRACTOR HAS VISITED THE SITE AND HAS VERIFIED ALL EXISTING JOBCONDITIONS AND INCLUDED ANY NECESSARY MODIFICATION TO EXISTING AND

Sheet No.Job No.

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PL1.1

PLUMBING FLOOR PLAN -HS -SECTION 1

10/25/2017

1739-01-01

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1/8" = 1'-0"1 PLUMBING FLOOR PLAN - LEVEL 1 - SECTION 1

1

2

KEY PLAN - 1ST FLOORN.T.S. N

TRUE

N

PLAN

PLUMBING GENERAL NOTES:

1. PLUMBING CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR A.D.A. PLUMBING FIXTURE AND STANDARD MOUNTING HEIGHTS.

2. PLUMBING CONTRACTOR TO COORDINATE ALL PIPE ROUTING ABOVE WITH MECHANICAL AND ELECTRICAL CONTRACTORS BEFORE INSTALLATION.

3. ALL VALVES SHALL BE INSTALLED NO HIGHER THAN 2'-0" ABOVE THE CEILING ACCESS DOORS TO BE INSTALLED AT ALL HARD CEILING LOCATIONS.

4. ALL PIPING PENETRATIONS SHALL BE SLEEVED. COMPLETELY GROUT AROUND THE OUTSIDE OF SLEEVE AND FILL VOIDS AROUND PIPE WITH FIBER FRAX FYRE-PUTTY.

5. AT ALL DISSIMILAR METAL CONNECTIONS, PROVIDE AND INSTALL DIELECTRIC UNIONS IMMEDIATELY TO MINIMIZE USE OF GALVANIZED PIPE MATERIAL.

6. PLUMBING CONTRACTOR SHALL COORDINATE WITH THE MECHANICAL CONTRACTOR MOUNTING HEIGHTS OF ALL AIR HANDLERS TO GUARANTEE POSITIVE DRAINAGE OF ALL CONDENSATE DRAINS (1/8" PER. FOOT SLOPE. MIN.).

7. MECHANICAL CONTRACTOR TO PROVIDE TO THE PLUMBING CONTRACTOR THE RECOMMENDED A.C. MANUFACTURES DATA FOR CONDENSATE TRAPS PER EACH TYPE OF UNIT.

8. PLUMBING CONTRACTOR TO PROVIDE TRAP PRIMERS TO ALL FLOOR DRAINS, SHOWER DRAINS, OPEN OPEN SITE DRAINS AND FLOOR SINKS.

9. DO NOT INSTALL PLUMBING VENTS WITHIN 10'-0" OF ANY ROOFTOP UNITS OR FRESH AIR UNITS/INTAKES. COORDINATE WITH MECHANICAL CONTRACTOR.

10. MOUNT A.D.A. FLUSH CONTROLS TO WIDE SIDE OF STALL.

11. PLUMBING CONTRACTOR TO PROVIDE AND INSTALL ALL BACKFLOW PREVENTER TO KITCHEN EQUIPMENT AS REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION.

PLUMBING PLAN NOTES_"____"____1 4" SANITARY SEWER TWO-WAY CLEANOUT

2 4" SANITARY SEWER WALL CLEANOUT

3 1/2" COLD WATER DOWN IN WALL/CHASE

4 1/2" HOT WATER DOWN IN WALL/CHASE

5 3/4" HOT WATER DOWN IN WALL/CHASE

6 3/4" COLD WATER DOWN IN WALL/CHASE

7 1 1/4" COLD WATER DOWN IN WALL/CHASE

8 1" HOT WATER DOWN IN WALL/CHASE

9 4" ACID WASTE ONE-WAY CLEAN OUT.

10 4" ACID WASTE TWO-WAY CLEANOUT.

11 3/4" HOT WATER UP IN WALL CHASE

12 3/4" CONDENSATE DOWN TO FLOOR SINK

13 PLUMBING CONTRACTOR TO CONNECT 1/2" HOT WATER LINETO DISHWASHER



16 1/2" CONDENSATE DOWN TO FLOOR SINK

17 1/2" GAS DOWN IN WALL/CHASE(TYP.)

18 1" LOW PRESSURE GAS PIPING DOWN THROUGH HOODEDROOF PENETRATION.

19 LOW PRESSURE GAS PIPING TO BE CAPPED

20 EXISTING LOW PRESSURE GAS PIPING. FIELD VERIFY EXACTLOCATION.

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White Oak, Texas


Electrical Items For

Addendum No. 2

Page 1 of 1

ELECTRICAL ITEMS FOR ADDENDUM NO. 2 NOTICE TO PROPOSERS:









DRAWINGS:

AD No 2, Elec. Item 1: To the Drawings, Sheet EP1.1, “Section 1,”

1) Refer to attached drawing EP1.1 for revised drawing.

AD No 2, Elec. Item 2: To the Drawings, Sheet EP8.1 “Riser Diagram,”

1) On the High School:

(a) All 4-ton AH units receive a 60 amp disconnect with 40-amp fuses.

(b) All 4-ton AC units receive a 30 amp disconnect with 30-amp fuses.

(c) All 5-ton AH units receive a 100 amp disconnect with 60-amp fuses.

(d) All 5-ton Ac units receive a 60 amp disconnect with 35-amp fuses.

AD No 2, Elec. Item 3: To the Drawings, Sheet EP8.2, “Panelboards,”

1) Refer to attached drawing EP8.1 for revised panelboards.

END OF ELECTRICAL ADDENDUM

Z:\Huckabee\WHITE OAK\1 061 1200 002 BOND PROJECT 2017\01 ADMIN 1 061 1200 002\ADDENDA 1 061 1200 002\SCIENCE addenda 2\Addendum 2 - Electrical 1739-01-

01.docx

PS

PS

EF

EF

EF

EF

EF

JJ

J

J

JJ

J J J

J J

J

J J

J J

J J J J

JJJ

EF

EF

J

J J

J J

J

JJ

JJ

J J

G/W

POWER

G/W

POWER

G/W

POWER

G/W

POWER

G/W

POWER

G/W

POWER

G/W

POWER

G/W

POWER

EF

EF

EF

EF

EF

P5' AF D

OUBLE-S

IDED A

DA

5' AF D

OUBLE-S

IDED A

DA

DW BY

OTHERS

5' AF D

OUBLE-S

IDED A

DA

ADA DW

BY

OTHERS

REFRIG

BY

OTHERS

REFRIG

BY

OTHERS

IM BY

OTHERS

DW BY

OTHERS

REFRIG

BY

OTHERS

BY

OTHERS

1

MATCHLINE

MATCHLIN

E

SCIENCE LAB/LECTURE

1.10

SCIENCE LAB/LECTURE

1.21

PREP ROOM

1.07

CHEM STORAGE

1.08

PREP ROOM

1.20

CHEM STORAGE

1.19

SCIENCE LAB/LECTURE

1.06

SCIENCE LAB/LECTURE

1.17

RESOURCE

1.02

GIRLS

1.05

CUST

1.04

BOYS

1.03

SCIENCE LAB

1.16

MECH/ELEC

1.14

CORRIDOR

1.01

CORRIDOR

1.12 VEST.

1.11

PREP ROOM

1.15

MECH

1.18

MECH

1.09

A

K

M

N

T4

P

E

1212

121212

12 1212

12

12 12

12

K

P

T4

3

4

4

4

4

4

RISER ROOM

1.13

12

12 12

12 12

12

K

P

T4

M

N

M

NAC

12

12 12

12 12

12 12 12 12

121212

T4

K

T4A

K

BA

A

NL- 1

NL- 9NL- 7

NL- 5

NL- 3

NL- 11

NL- 12

NL- 17

NL- 23

NL- 15

NL- 21NL- 19

NL- 13

NL- 25

NL- 27

NL- 2

NL- 14

NL- 20 NL- 22

NL- 16 NL- 18

NL- 24

NL- 26

NL- 28

NL- 10 NL- 8

NL- 4

NL- 6

NL2- 9NL2- 7

NL2- 1

NL2- 3

NL2- 5

NL2- 11

NL2- 19

NL2- 13 NL2- 15

NL2- 21 NL2- 23

NL2- 17

NL2- 25

NL2- 27

NL2- 12

NL2- 14 NL2- 16 NL2- 18

NL2- 24NL2- 22NL2- 20

NL2- 26

NL2- 8NL2- 10

NL2- 6

NL2- 4

NL2- 2

NL2- 28

NL3- 1

NL3- 3NL3- 5

NL3- 9

NL3- 21

NL3- 17

NL3- 11

NL3- 23NL3- 19

NL3- 15

NL3- 7

NL3- 13

NL3- 2

NL3- 27

NL3- 25

NL3- 6

NL3- 8

NL3- 10

NL3- 4NL3- 4

NL3- 16

NL3- 18

NL3- 12

NL3- 14

NL3- 12

NL3- 24

NL3- 26

NL3- 22

NL3- 20

NL3- 28

NL3- 28

NL3- 28

B

A

AH #1.16

AH #1.02

B

C

D

C

D

C

D

C

D

C

D

C

D

C

D

C

D

BB

N N

5

NL- 29NL- 29NL- 29

NL- 29

NL- 29

NL- 29

5

NL- 30

NL- 30

NL- 30

NL- 30NL- 30

NL3- 12

NL3- 4

AH #1.21 AH #1.17

AH #1.06AH #1.10

NAC- 1,3,5

NAC- 7,9,11

NAC- 19,21,23

NAC- 13,15,17

NAC- 31,33,35

NAC- 25,27,29

AC #1.21 AC #1.17

AC #1.10

AC #1.06 AC #1.16 AC #1.02

R1 R1

NAC- 2,4,6NAC- 8,10,12 NAC- 14,16,18

NAC- 20,22,24 NAC- 32,34,36

NC

NC- 1

NC- 1

NC- 3

NC- 3

NC- 5

NC- 5

NC- 2

NC- 2

NC- 4

NC- 4

T4

NC- 6

NC- 6

NH

NL

NL2NL3

NDP

TX NL

TX NAC

TXNC

NL3- 30 NL- 28

VEST.

1.01A

3

NL2- 29

NL2- 30NL2- 29NL2- 30

EF #1.16

EF #1.17

EF #1.20

EF #1.19EF #1.21

EF #1.15

EF #1.07

EF #1.08

EF #1.06EF #1.10

EF #1.03

EF #1.04

NL3- 31

NL3- 31

NL3- 32

NL3- 32

NL2- 31

NL2- 31

NL3- 33

NL3- 33

NL3- 29 NL3- 29

AH #1.14

AC #1.14

NL2- 33

NL2- 35,37

NL2-35

NL2- 39,41

NL2- 32

NL2- 34 NL2- 34

NL2- 36

F

P

P

F

FF

F

F

R R R

R

R

RR

RR

R

R

RR R R R R

R

R

R R

R

R

R R R

R

R

R

R

RR

R

R

RR R

E

E

NL-28

NL2-36

NL3-29

NAC- 26,28,30

2

2

2

2

2

2

2

2

NH- 11UH #1.13

2




Sheet No.Job No.

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EP1.1

ELECTRICAL FLOOR PLAN -

SECTION 1

10/25/2017

1739-01-01

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SEE SHEET EP0.1 FOR GENERAL NOTES AND PLAN NOTES APPLICABLE TO THE ENTIREDRAWING SET.

CIRCUIT ALL FIRE ALARM SAFETY FUNCTION DEVICES IN THIS AREA TO NL2-38. SEEGENERAL NOTES ON NOTES SHEET FOR MORE INFORMATION ON THESE DEVICES.

ELECTRICAL GENERAL NOTES(SOME NOTES MAY NOT BE USED)

1.

2.

1/8" = 1'-0"1 ELECTRICAL FLOOR PLAN - LEVEL 1 - SECTION 1

1

2

KEY PLAN - 1ST FLOORN.T.S. N

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Sheet No.Job No.

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EP8.2

PANELBOARD SCHEDULES

10/25/2017

1739-01-01

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Legend:

41 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 42

39 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 40

37 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 38

35 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 36

33 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 34

31 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 32

29 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 30

27 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 28

25 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 26

23 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 24

21 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 22

19 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 20

17 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 18

15 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 16

13 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 14

11 Unit Heater - 5kw, RISER ROOM-1 1.13-1 1 25 A #12 18 A / 0 A -- -- -- SPACE 12

9 LIGHTING - EXTERIOR WALL PACKS THRU CONTACTOR1 1 20 A #12 1 A / 0 A -- -- -- SPACE 10

7 Room 1.16-2, 502, 501, 1.15-2 1 20 A #12 8 A / 0 A -- 0 A 1 SPARE 8

5 Room 1.02-2, 1.12-2, 1.04-2, 1.05 1 20 A #12 6 A / 0 A -- 0 A 1 SPARE 6

3 Room 1.21-2, 1.20-2, 1.19-2, 1.17-2, 1.18-2 1 20 A #12 16 A / 0 A -- 0 A 1 SPARE 4

1 Room 1.09-2, 1.10-2, 1.06-2, 1.07-2, 1.08-2 1 20 A #12 16 A / 0 A -- 0 A 1 SPARE 2

# Load Ph Trip Wire A B C Wire Trip Ph Load #

Notes:, See Riser Diagram for feeder info. Load: A- 6633 VA (25 A), B- 4654 VA(17 A), C- 6543 VA(25 A)

Fed From - NDP Service - 480/277 3ph 4w Branch AIC - 50,000

Mount - Surface / NEMA 1Panel - NH Bus - 100 A / MLOIn Room - MECH/ELEC-1 1.14-1

Legend:

41 SPARE 1 20 A -- 0 A / 0 A -- -- -- SPACE 42

39 SPARE 1 20 A -- 0 A / 0 A -- -- -- SPACE 40

37 SPARE 1 20 A -- 0 A / 0 A -- -- -- SPACE 38

35 -- -- -- --32 A / 28

A-- -- -- -- 36

33 -- -- -- --32 A / 28

A-- -- -- -- 34

31 AH 4 Ton, 1.06 3 40 A #832 A / 28

A#8 35 A 3 AC 5 TON, 1.02 32

29 -- -- -- --32 A / 24

A-- -- -- -- 30

27 -- -- -- --32 A / 24

A-- -- -- -- 28

25 AH 4 Ton, 1.10 3 40 A #832 A / 24

A#10 30 A 3 AC 4 TON, 1.16 26

23 -- -- -- --32 A / 24

A-- -- -- -- 24

21 -- -- -- --32 A / 24

A-- -- -- -- 22

19 AH 4 Ton, 1.17 3 40 A #832 A / 24

A#10 30 A 3 AC 4 TON, 1.06 20

17 -- -- -- --47 A / 24

A-- -- -- -- 18

15 -- -- -- --47 A / 24

A-- -- -- -- 16

13 AH 5 Ton, 1.21 3 60 A #447 A / 24

A#10 30 A 3 AC 4 TON, 1.10 14

11 -- -- -- --47 A / 24

A-- -- -- -- 12

9 -- -- -- --47 A / 24

A-- -- -- -- 10

7 AH 5 Ton, 1,02 3 60 A #447 A / 24

A#10 30 A 3 AC 4 TON, 1.17 8

5 -- -- -- --32 A / 28

A-- -- -- -- 6

3 -- -- -- --32 A / 28

A-- -- -- -- 4

1 AH 4 Ton, 1.16 3 40 A #8 32 A / 28 A #8 35 A 3 AC 5 TON, 1.21 2



Fed From - TX NAC Service - 120/208 3ph 4w Branch AIC - 18,000

Mount - Surface / NEMA 1Panel - NAC Bus - 400 A / MCB 400AIn Room - MECH/ELEC-1 1.14-1

Legend:

41 -- -- -- --124 A /63 A

-- -- -- -- 42

39 -- -- -- --66 A / 53

A-- -- -- -- 40

37 Panel NL2 3 225 A 4/084 A / 71

A4/0 225 A 3 Panel NL3 38

35 SPARE 1 20 A -- 0 A / 0 A -- 20 A 1 SPARE 36

33 SPARE 1 20 A -- 0 A / 0 A -- 20 A 1 SPARE 34

31 SPARE 1 20 A -- 0 A / 0 A -- 20 A 1 SPARE 32

29GFCI Outlets, GP Outlets, CORRIDOR-1 1.12-1, MECH-1 1.09-1,MECH-1 1.18-1

1 20 A #12 9 A / 8 A #12 20 A 1 GP Outlets, CORRIDOR 1.01, CORRIDOR-1 1.12-1 30

27Goggle Cabinet, GP Outlet - thru Contactor, SCIENCELAB/LECTURE-1 1.21-1

1 20 A #12 5 A / 5 A #12 20 A 1Goggle Cabinet, GP Outlet - thru Contactor, SCIENCELAB/LECTURE-1 1.17-1

28

25 GP Outlet - thru Contactor 1 20 A #12 5 A / 5 A #12 20 A 1 GP Outlet - thru Contactor, SCIENCE LAB/LECTURE-1 1.17-1 26

23J-Box for Table Outlets (Thru Contactor), SCIENCELAB/LECTURE-1 1.21-1

1 20 A #12 6 A / 6 A #12 20 A 1J-Box for Table Outlets (Thru Contactor), SCIENCELAB/LECTURE-1 1.17-1

24



22



20



18



16



14

11 Fume Hood Power & Lights, SCIENCE LAB/LECTURE-1 1.21-1 1 20 A #1213 A / 13

A#12 20 A 1 Fume Hood Power & Lights, SCIENCE LAB/LECTURE-1 1.17-1 12

9 GP Outlet - thru Contactor, SCIENCE LAB/LECTURE-1 1.21-1 1 20 A #12 3 A / 3 A #12 20 A 1 GP Outlet - thru Contactor, SCIENCE LAB/LECTURE-1 1.17-1 10







Fed From - TX NL Service - 120/208 3ph 4w Branch AIC - 18,000

Mount - Surface / NEMA 1Panel - NL Bus - 400 A / MCB 400AIn Room - MECH/ELEC-1 1.14-1

Legend:

53 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 54

51 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 52

49 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 50

47 SPARE 1 20 A -- 0 A / 0 A -- 20 A 1 SPARE 48

45 SPARE 1 20 A -- 0 A / 0 A -- 20 A 1 SPARE 46

43 SPARE 1 20 A -- 0 A / 0 A -- 20 A 1 SPARE 44

41 -- -- -- -- 14 A / 0 A 42

39 Water Heater - 3kw, RISER ROOM-1 1.13-1 2 20 A #12 14 A / 0 A 40

37 -- -- -- -- 24 A / 0 A #12 20 A 1 FIRE ALARM SAFETY, CORRIDOR-1 1.12-1 38

35 AH/AC 1.14 - 30 amp disc., 30 amp fuses 2 30 A #10 24 A / 6 A #12 20 A 1 Utility Control System, SCIENCE LAB-1 1.16-1 36

33 GFCI Outlets, MECH/ELEC-1 1.14-1, RISER ROOM-1 1.13-1 1 20 A #12 5 A / 3 A #12 20 A 1 GFCI Outlets, Space 15, Space 59 34

31 EF 1.03, 1.04, BOYS 1.03, CUST-1 1.04-1 1 20 A #12 11 A / 4 A #12 20 A 1 MOTORS, RISER ROOM-1 1.13-1 32

29 EF #1.21, 1.20, PREP ROOM-1 1.20-1 1 20 A #1215 A / 11

A#12 20 A 1

EF 1.17 1.19, CHEM STORAGE-1 1.19-1, SCIENCELAB/LECTURE-1 1.17-1

30

27Goggle Cabinet, GP Outlet - thru Contactor, SCIENCELAB/LECTURE-1 1.10-1

1 20 A #12 5 A / 5 A #12 20 A 1Goggle Cabinet, GP Outlet - thru Contactor, SCIENCELAB/LECTURE-1 1.06-1

28




24



22



20



18



16



14

11 Fume Hood Power & Lights, SCIENCE LAB/LECTURE-1 1.10-1 1 20 A #1213 A / 13

A#12 20 A 1 Fume Hood Power & Lights, SCIENCE LAB/LECTURE-1 1.06-1 12








Fed From - NL Service - 120/208 3ph 4w Branch AIC - 18,000

Mount - Surface / NEMA 1Panel - NL2 Bus - 225 A / MLOIn Room - MECH/ELEC-1 1.14-1

Legend:

41 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 42

39 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 40

37 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 38

35 SPARE 1 20 A -- 0 A / 0 A -- 20 A 1 SPARE 36

33 EF 1.15, 1.16, PREP ROOM-1 1.15-1 1 20 A #12 15 A / 0 A -- 20 A 1 SPARE 34

31EF #1.08, 1.10, CHEM STORAGE-1 1.08-1, SCIENCELAB/LECTURE-1 1.10-1

1 20 A #1211 A / 15

A#12 20 A 1

EF #1.06, 1.07, PREP ROOM-1 1.07-1, SCIENCELAB/LECTURE-1 1.06-1

32

29Utility Control System, SCIENCE LAB/LECTURE-1 1.06-1,SCIENCE LAB/LECTURE-1 1.10-1

1 20 A #1213 A / 13

A#12 20 A 1 Utility Control System, SCIENCE LAB/LECTURE-1 1.17-1 30

27 Dishwasher - on GFCI BKR, PREP ROOM-1 1.15-1 1 20 A #12 2 A / 5 A #12 20 A 1GFCI Outlets, Plumbing Sensors, BOYS 1.03, CUST-1 1.04-1,GIRLS 1.05

28

25 GFCI Outlets, PREP ROOM-1 1.15-1 1 20 A #12 5 A / 2 A #12 20 A 1 Microwave Oven, RESOURCE-1 1.02-1 26

23 Fume Hood Power & Lights, SCIENCE LAB-1 1.16-1 1 20 A #12 13 A / 2 A #12 20 A 1 Microwave Oven, RESOURCE-1 1.02-1 24

21 J-Box for Table Outlets (Thru Contactor), SCIENCE LAB-1 1.16-1 1 20 A #12 6 A / 3 A #12 20 A 1 EWCS on GFCI Breaker, CORRIDOR-1 1.12-1 22

19 J-Box for Table Outlets (Thru Contactor), SCIENCE LAB-1 1.16-1 1 20 A #12 6 A / 11 A #12 20 A 1 GP Outlets, RESOURCE-1 1.02-1 20

17 J-Box for Table Outlets (Thru Contactor), SCIENCE LAB-1 1.16-1 1 20 A #12 6 A / 2 A #12 20 A 1 Refrigerator - on GFCI BKR, PREP ROOM-1 1.07-1 18

15 J-Box for Table Outlets (Thru Contactor), SCIENCE LAB-1 1.16-1 1 20 A #12 6 A / 2 A #12 20 A 1 Refrigerator - on GFCI BKR, PREP ROOM-1 1.07-1 16

13 J-Box for Table Outlets (Thru Contactor), SCIENCE LAB-1 1.16-1 1 20 A #12 6 A / 2 A #12 20 A 1 Dishwasher - on GFCI BKR, PREP ROOM-1 1.07-1 14

11 J-Box for Table Outlets (Thru Contactor), SCIENCE LAB-1 1.16-1 1 20 A #12 6 A / 6 A #12 20 A 1GP Outlet - thru Contactor, CHEM STORAGE-1 1.08-1, PREPROOM-1 1.07-1

12

9 GP Outlet - thru Contactor 1 20 A #12 5 A / 2 A #12 20 A 1 Refrigerator - on GFCI BKR, PREP ROOM-1 1.20-1 10

7 GP Outlet - thru Contactor 1 20 A #12 8 A / 2 A #12 20 A 1 Ice Machine - on GFCI BKR, PREP ROOM-1 1.20-1 8

5 GP Outlet - thru Contactor 1 20 A #12 3 A / 2 A #12 20 A 1 Dishwasher - on GFCI BKR, PREP ROOM-1 1.20-1 6

3 GP Outlet - thru Contactor 1 20 A #12 3 A / 6 A #12 20 A 1GFCI Outlets, GP Outlet - thru Contactor, CHEM STORAGE-11.19-1, PREP ROOM-1 1.20-1

4

1 GP Outlet - thru Contactor 1 20 A #12 5 A / 2 A #12 20 A 1 Refrigerator - on GFCI BKR, PREP ROOM-1 1.15-1 2



Fed From - NL Service - 120/208 3ph 4w Branch AIC - 18,000

Mount - Surface / NEMA 1Panel - NL3 Bus - 225 A / MLOIn Room - MECH/ELEC-1 1.14-1

Legend:

41 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 42

39 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 40

37 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 38

35 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 36

33 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 34

31 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 32

29 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 30

27 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 28

25 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 26

23 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 24

21 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 22

19 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 20

17 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 18

15 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 16

13 SPARE 1 20 A -- 0 A / 0 A -- -- -- SPACE 14

11 SPARE 1 20 A -- 0 A / 0 A -- 20 A 1 SPARE 12

9 SPARE 1 20 A -- 0 A / 0 A -- 20 A 1 SPARE 10

7 SPARE 1 20 A -- 0 A / 0 A -- 20 A 1 SPARE 8

5 IG Outlets, SCIENCE LAB-1 1.16-1, SCIENCE LAB-2 1.16-2 1 20 A #12 5 A / 5 A #12 20 A 1IG Outlet - thru Contatur & GFCI Breaker, IG Outlets,RESOURCE-1 1.02-1, RESOURCE-3 1.02-3

6

3IG Outlet - thru Contatur & GFCI Breaker, IG Outlets, SCIENCELAB/LECTURE-1 1.17-1, SCIENCE LAB/LECTURE-2 1.17-2

1 20 A #12 5 A / 5 A #12 20 A 1IG Outlet - thru Contatur & GFCI Breaker, IG Outlets, SCIENCELAB/LECTURE-1 1.06-1, SCIENCE LAB/LECTURE-2 1.06-2

4

1IG Outlet - thru Contatur & GFCI Breaker, IG Outlets, SCIENCELAB/LECTURE-1 1.21-1, SCIENCE LAB/LECTURE-2 1.21-2

1 20 A #12 5 A / 5 A #12 20 A 1IG Outlet - thru Contatur & GFCI Breaker, IG Outlets, SCIENCELAB/LECTURE-1 1.10-1, SCIENCE LAB/LECTURE-2 1.10-2

2


Notes:, Provide IG bus, Double Neutral & TVSS with 3p breaker. See specs for more info. Load: A- 1260 VA (11 A), B- 1260 VA(11 A), C- 1170 VA(10 A)

Fed From - TXNC Service - 120/208 3ph 4w Branch AIC - 10,000

Mount - Surface / NEMA 1Panel - NC Bus - 100 A / MCB 100AIn Room - MECH/ELEC-1 1.14-1

Legend:

41 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 42

39 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 40

37 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 38

35 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 36

33 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 34

31 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 32

29 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 30

27 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 28

25 SPACE -- -- -- 0 A / 0 A -- -- -- SPACE 26

23 -- -- -- -- 23 A / 0 A -- -- -- -- 24

21 -- -- -- -- 17 A / 0 A -- -- -- -- 22

19 Panel NH 3 100 A #1 24 A / 0 A -- 600 A 3 SPACE 20

17 -- -- -- -- 4 A / 0 A -- -- -- -- 18

15 -- -- -- -- 5 A / 0 A -- -- -- -- 16

13 TXNC - 30kVA, 150C Rise 3 50 A #6 5 A / 0 A -- 175 A 3 SPACE 14

11 -- -- -- --162 A / 0

A-- -- -- -- 12

9 -- -- -- --162 A / 0

A-- -- -- -- 10

7 TX NAC - 112.5kVA, 150C Rise 3 175 A 2/0162 A / 0

A-- 400 A 3 SPACE 8

5 -- -- -- --113 A /710 A

-- -- -- -- 6

3 -- -- -- --71 A /710 A

-- -- -- -- 4

1 TX NL - 112.5kVA, 150C Rise 3 175 A 2/089 A / 710

A(4)250kcmil

1000A

3 EXISTING BUILDING 2



Fed From - UTIL TX Service - 480/277 3ph 4w Branch AIC - 65,000

Mount - Surface / NEMA 1Panel - NDP Bus - 1200 A / MCB 1200AIn Room - MECH/ELEC-1 1.14-1

Rev

isio

n /

Dat

e

211/2

0/1

7A

DD

2

2

2

2

2 2

2 2

to the drawings and the project manual - · pdf fileto the drawings and the project manual ......

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